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HomeMy WebLinkAboutTract 16383 & 17460 KB Home DRAINAGE STUDY KB HOME TRACTS 16383 &17460 IN THE CITY OF FONTANA August 17, 2006 AIMADOLE ASSOCIATES INC. Engineering Communities for Life Reference: 652 -1942 PREPARED BY: Madole & Associates, Inc. DRAINAGE STUDY KB HOME TRACTS 16383 &17460 IN THE CITY OF FONTANA August 17, 2006 ((MA ASSOCIATES INC ��z w Ra 1 Q r • • • • • igp V � Engineering Communities for L ife Reference: 652 -1942 a s p a ;� PREPARED BY: > t r 8 v, g In Zx �atz oo z Madole & Associates, Inc. w a f-2 ' � 760 -A S. Rochester Avenue -- W•- J" Ontario, CA 91761 °C WhWW< °`o l , cc a (909) 937 -9151 ig ttgi Fax 937 -9152 gli Zl IX / , , gailal g' T ai Nguyen Da 1 0 IP A 7:,,,, 20ESI14--, 4/ Wendell L. Iwatsuru D.te No 36637 C' R.C.E. 36637 Exp. 6/30/08 tx '' —0,':: } CONTENTS WEST BASIN I " SECTION TITLE ❑ A DISCUSSION ❑ Vicinity Map ❑ QEX WEST BASIN UNDEVELOPED HYDROLOGY ❑ 2, 10, 25, and 100 year Pre - developed Hydrologic Studies ❑ Q WEST BASIN DEVELOPED HYDROLOGY ❑ 2, 10, 25, and 100 year Developed Hydrologic Studies ❑ 100 year Catch Basin Hydrologic Study ❑ D WEST BASIN STREET FLOW DEPTH AND CATCH BASIN SIZING ❑ Street Cross Section Diagrams ❑ H WEST BASIN STORM DRAIN HYDRAULICS ❑ Line A ❑ Line B and Laterals B -1 to B -3 ❑ Line C and Lateral C -1 n OITI! WEST BASIN DETENTION BASIN HYDROGRAPH AND ROUTING ❑ 2, 10, 25, and 100 year Hydrograph and Detention Basin Routing ❑ M WEST BASIN MISCELLANEOUS HYDRAULIC CALCULATIONS ❑ Emergency Spillway Calculations ❑ Concrete Drop Inlet Detail 'EAST BASIN) SECTION TITLE ❑ QEx EAST BASIN UNDEVELOPED HYDROLOGY ❑ 2, 10, 25, and 100 year Pre - developed Hydrologic Studies ❑ Q EAST BASIN DEVELOPED HYDROLOGY ❑ 2, 10, 25, and 100 year Developed Hydrologic Studies ❑ 100 year Catch Basin Hydrologic Study ❑ D EAST BASIN STREET FLOW DEPTH AND CATCH BASIN SIZING ❑ Street Cross Section Diagrams ❑ Catch Basin Sizing Calculations ❑ H EAST BASIN STORM DRAIN HYDRAULICS ❑ Line D ❑ Line E ❑ QUH EAST BASIN DETENTION BASIN HYDROGRAPH AND ROUTING ❑ 2, 10, 25, and 100 year Hydrograph and Detention Basin Routing ❑ M EAST BASIN MISCELLANEOUS HYDRAULIC CALCULATIONS ❑ Emergency Spill Way Calculations ❑ Concrete Drop Inlet Detail ❑ R REFERENCES & MAPS ❑ Soils Map (from San Bernardino County Hydrology Manual) ❑ Isohyetal Map (from San Bernardino County Hydrology Manual) ❑ Rainfall Intesity Data ❑ Undeveloped Hydrology Map ❑ Developed Hydrology Map ❑ Developed Catch Basin Hydrology Map DISCUSSION The proposed tracts are located south of Walnut Avenue, west of Cypress Avenue, north of Baseline Avenue, and east of Oleander Avenue in the City Fontana, County of San Bernardino, California. (Refer to the attached Vicinity Map). There are 14.2 acres and 1.5 acres of land proposed to be subdivided into a total of 63 single family residential lots. The purpose of this drainage study is to determine the drainage facilities for Tract 16383 (Approximately 13.0 acres, including 1.48 acres of future tracts to the north) and for Tract 17460. A remainder portion of Tract 16383 will be combined with Lots 1 to 4 of Tract 17460. Detention basins will be located in Lots 1 thru 3 of Tract 16383 and in Lot A of Tract 17460. Tract 17460 (1.5 acres) is owned by The KB Home as well as Tract 16383. KB Home will develop both Tracts simultaneously. This study addresses the following drainage concerns: • Street Capacity in terms of 100 year developed conditions • Detention Basin Dimension in terms of 2, 10, 25, and 100 -year storage volumes and allowable discharge flow rates. Catch basins and storm drain pipes will be installed at the lower end of the drainage area to intercept the surface runoff and to convey the flows to the detention/infiltration basins adjacent to Oleander Avenue and to Cypress Avenue. EXISTING CONDITIONS The site is a vacant field with the exception of an existing residence in the northwest corner. The residence consists of a house, a garage, and two sheds. A concrete block wall is located alcng the northeast property line. The existing vegetation consists of weeds and grasses. Several large trees and shrubs are located near the existing residence. A row of eucalyptus trees is located along a portion of the southern property line. (The proposed development will remove all houses, trees structures, etc. (per the Geotechnical Recommendations and as shown on the approved grading plans) within the two tracts. Topographically, the property is essentially planar, sloping toward either southwest or southeast at approximately 2 % grade. Elevations range from approximately 1425 to 1442 above sea level. A ridge line slightly west of the middle of the Tract divides the pre- developed flow into two directions. Approximately, 7.64 acres on the westerly portion of Tract 16383 drains by means of sheet flow southwest to Oleander Avenue. Another 10.06 acres (including Tract 17460 and portion of the future tract to the north, Lots 49 to 56 of Tract 16383) drains southeast to Cypress Avenue. �i ft ; a, i I I a 1 I 3 t I i I i I t £ s cr atdRANA AV , I � Q AV t c ° za " xEt 1 * �ST 1L1WNN W ! —i .. Q r>�� u 1 AY I I 1•» WI ++ IN DR 1 T § ,I IN 9 _, q. o . • t --I . u ILL ∎ I S CT 1 a . g q rF^ \ \ :�° �' ' K 3 (( !� J SEY CT Tmm7 SAN •EVAINE �� RD - I \\ I / V ^) ( •�. `a W 6. I S SEYAIIIE - . 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'__ ' �r- .. -- -' �..__ _ i t _ .'�' m , t � ► iynem • AONA, AV�i IS �� ( �•' • � � .DIY . s v++'' t ILY" • DATE .. 9 ,. g < I r� '_y.4• g ti 4-/ ' r ` } ' `"4 s l g c n "," i v Vii' -' • ?mi... AY._ 1 ,. - Cij , . , ,, 94 _,,. _._..._. -. -. I: $ A CYPRE AV ) 0000 .. l ( o • ilM +Wu Iv 7400 g 7101 59 I �' ; E . L. _ - AV MCELROY I _ s \-,..,_„_,...„5.1... ' + ,R 'ne'. X `E Q i P E PPE 2 ( c \� ' : "`%.t.• ry $ w $ Si g r AV 1 1 J UNIPER .._..... -__ .. _._.___. _ I \ �2°'' _�.'.^ I Cr o v o ri R° + l< Ig ra I AV _ i 71w _. __ - .. _._..__ L I \ _ c vt ) a^ ? "'" M . z 1 ----itrip. . - nn SIERR > r Q I c moo n 5700 x m V m C7 7 570 3lst i • V € CI bsro 1Ig L z � MOO l SI ERRA I c�r ` wont rexoar R( j /la L �+ • I §§ —, I � Q !Ng1 815 T 1gil4 a I AV f1 .- I .. � • tV ;� 1 • - 1 g ...m rn z - 19 SCALE: 1 ' = N.T.S DEVELOPED CONDITIONS The owner proposes to subdivide these 14.2 acres of Tract 16383 into 54 single family residential lots. The owner will jointly develop the 9 -lots of Tract 17460 with Tract 16383. The site drainage divides near Lots 48 and 49 with the runoff flowing from here easterly to Cypress Avenue, and westerly to Oleander Avenue. The tributary area of the allowable discharge to Oleander Avenue is the tributary area of the pre- developed condition (7.64 acres). The tributary area of the developed condition to Oleander Avenue is 13.01 acres (This area includes Lots 1 thru 3, the West Detention/Infiltratin Basin, as developed lots even though they remain a basin). The difference of developed runoff and allowable pre - developed discharge rate is to be mitigated by the West Detention/Infiltration Basin. The pre- developed flow of the area from Walnut Avenue to the north boundary of Tract 16383 will be fenced and graded per the proposed development. KB Home is negotiating an agreement with the owner of the future tract. If the future tract is not developed when Tract 16383 is under construction, graded swales will be cut in the future tract north of the project to drain the runoff to Oleander Avenue to protect Tract 16383. The future tract north of Tract 16383 will will have streets to intercept and drain the offsite runoff from the north except for 1.48 acres that will be allowed to drain through Tract 16383. The owner proposes to subdivide Tract 17460 into 10 single family residential lots. Lots 1 to 4 of Tract 17460 will annex the remainder lot area of Tract 16383 to form buildable lots. The developed condition street runoffs divide in front of Lots 2 and 3. The runoff from this II . area runs easterly to the East Detention/Infiltration Basin and Cypress Avenue. The tributary area of the allowable discharge to Cypress Avenue is the tributary area of the pre- developed condition (10.06 acres, see Pre - developed Hydrology Map in Section R). The tributary area of the developed condition to Cypress Avenue is 3.4 acres (Refer to Developed Hydrology Map in Section R). The difference of developed runoff and allowable pre- developed discharge rate is to be mitigated by the Detention/Infiltration Basin. N M. METHODOLOGY The rational method hydrologic model, as defined by Flood Control District of San Bernardino County (SBCFCD), was followed to estimate the of storm runoff. AES software was utilized for hydrology calculations, street flow depth analysis, and catch basin sizing. CivilDesign's WSPGW hydraulic software was used to verify storm drain pipes and waster surface. The hydrologic soil type for the tract is Type "A "; see the attached Hydrologic Soil Group Map of San Bernardino County. The storm intensities needed for this study are taken from the attached Isohyetal Maps of San Bernardino County Hydrology Manual presented in Section R. Other rainfall intensities of different durations are then obtained by applying those intensities to rainfall intensity duration curve of San Bernardino County. The AES program has a database of the rainfall intensity duration curve. The Antecedent Moisture Condition (AMC) is taken as II for catch basin sizing, street flow, and pipe flow calculations. For hydrograph and detention basin routing, AMC III is used for all developed conditions and AMC II for pre - developed conditions per SBCFCD standards. In Section M (Miscellaneous Calculations), WSPG calculations for the headwaters of the offsite drain pipes and inlet structure are done by trial and error for several water surface elevations (depths). The water surface elevations in the basin along with flow rates of the inlet structure are done by the spreadsheet using weir and orifice formula and the tail water elevations, which are the headwater elevations of the inlet structure from WSPG output. DISCUSSION OF RESULTS The streets and pipes will provide a drainage system designed to intercept the Q100. The catch basins and laterals are also designed to intercept the Q100 flow rate. The hydrologic calculations (Section Q) indicate that adequate capacity of street cross section at the end of the streets. The calculations show that the 100 year street flow depths are all below the top of curb. The Detention/Infiltratin Basins also acts as water quality control basin. The storm water flow will be treated before it is released onto Oleander Avenue. The storm water will be discharged by an outlet pipe and a parkway drain on the west side of Oleander Avenue onto the street. This storm water mitigation scheme is adopted by many developments in the same region. The following table summarizes the mitigation ratios by providing the detention basin for interim purpose. The result complies with SBCFCD standards. Secondary flow outlets are provided by the entrance onto Oleander Avenue onto Cypress Avenue. Oleander Ave. Entrance: Lowest Pad Elevation: 28.2 Emergency Spillway Elev. 27.9 Top of Curb Elevation at outlet: 26.18 Cypress Ave. Entrance: Lowest Pad Elevation: 32.3 Emergency Spillway Elev.: 28.5 Top of Curb Elevation at outlet: 30.08 I - As Summary Table for West Basin: Undev. Dev. Basin Actual Pre- developed Runoff 90% Runoff Discharge Mitigation Year Intensity (Year) (cfs) (mitigation) (cfs) (cfs) ( %) 2 2 6.3 5.6 11.4 5.2 83% 10 5 10.1 9.1 20.4 9.1 90% 25 10 13.1 11.8 25.6 11.3 87% 100 25 17.0 15.3 33.5 13.6 80% ., Summary Table for East Basin: Undev. Dev. Basin Actual Pre - developed Runoff 90% Runoff Discharge Mitigation Year Intensity (Year) (cfs) (mitigation) (cfs) (cfs) ( %) 2 2 2.1 1.9 3.5 1.9 91% 1 ,o 10 5 5.1 4.6 6.1 2.9 57% 25 10 7.5 6.7 7.6 3.5 47% 100 25 10.9 9.8 10.2 5.4 50% H I I MADOLE & ASSOCIATES, INC. Job Tract 16383 Civil Engineers -Land Surveyors - Planners Sheet No. of 760 -A South Rochester Avenue Calculated by: Date 7/17/2006 Ontario, CA 91761 Checked by: Date (909)937 -9151 fax937 -9152 Scale nts Rainfall Intensity Data Slope of Intensity /Duration curve I 0.6 I Duration Return Period (year) hr 2 5 10 25 100 1 0.68 0.88 1.03 1.23 1.53 3 1.21 1.56 1.83 2.19 2.72 6 115 2.25 2.63 3.14 3.9 24 3.4 _ 4.81 5.87 7.27 9.4 slope 0.53 0.52 0.52 0.52 0.52 I= values taken from Isohyetals, San Bernardino County Hydrology Manual All other values "interpolated" using logarithmic equations as follows: - -> Exp( +/- Slope x Ln(T des) + Ln(ref I) -1+ Slope x Ln(ref T)) - -> 1100 - 110 / Ln(100 /10) x Ln(des Period / 10) + 110 WEST BASIN SN UNDEVELOPED HYDROLOGY (2, 10, 25 & 100 -YEAR) MIR Ai a, , ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE MO (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2005 Advanced Engineering Software (aes) Ver. 11.0 Release Date: 06/01/2005 License ID 1251 Analysis prepared by: Madole &. Associates 760 -A Rochester Avenue, Ontario, CA 91761 arr * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16383 - JN: 652 -1942 40 * Fontana, San Bernardino, CA * 2 -year perdeveloped hydrologic study for Oleander basin routing ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: OLDO2E.DAT TIME /DATE OF STUDY: 09:52 02/17/2006 um USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: MB -- *TIME -OF- CONCENTRATION MODEL*- - .. USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 um SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 um USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.6800 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* salt *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING .,. WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) are 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0 - 1 7 0.0150 MO GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) a.. 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED as ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 40 FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 »» > RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« di INITIAL SUBAREA FLOW - LENGTH(FEET) = 160.00 m. ELEVATION DATA: UPSTREAM(FEET) = 41.20 DOWNSTREAM(FEET) = 37.80 WO Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.011 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.276 SUBAREA Tc AND LOSS RATE DATA(AMC II): di DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc di a taii Aft LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL ".4 DWELLING /ACRE" A 1.69 0.98 0.900 32 8.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 SUBAREA RUNOFF(CFS) = 2.13 `.1 TOTAL AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) = 2.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 52 ... »» »COMPUTE NATURAL VALLEY CHANNEL FLOW««< MN »»>TRAVELTIME THRU SUBAREA««< -... ELEVATION DATA: UPSTREAM(FEET) = 37.80 DOWNSTREAM(FEET) = 30.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 330.00 CHANNEL SLOPE = 0.0224 40 CHANNEL FLOW THRU SUBAREA(CFS) = 2.13 FLOW VELOCITY(FEET /SEC) = 2.61 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 10.12 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 490.00 FEET. MO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81 »»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< air MAINLINE Tc(MIN) = 10.12 ". * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.979 SUBAREA LOSS RATE DATA(AMC II): Aur DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 3.41 0.82 1.000 50 +i+ SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 -m SUBAREA AREA(ACRES) = 3.41 SUBAREA RUNOFF(CFS) = 3.56 EFFECTIVE AREA(ACRES) = 5.10 AREA - AVERAGED Fm(INCH /HR) = 0.84 Leo AREA - AVERAGED Fp(INCH /HR) = 0.87 AREA - AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 5.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MI FLOW PROCESS FROM NODE 304.00 TO NODE 310.00 IS CODE = 52 »» »COMPUTE NATURAL VALLEY CHANNEL FLOW« «< -.>> »TRAVELTIME THRU SUBAREA« « < dlIl ELEVATION DATA: UPSTREAM(FEET) = 30.40 DOWNSTREAM(FEET) = 23.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 365.00 CHANNEL SLOPE = 0.0178 ... CHANNEL FLOW THRU SUBAREA(CFS) = 5.23 FLOW VELOCITY(FEET /SEC) = 2.85 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.14 Tc(MIN.) = 12.26 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 855.00 FEET. a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MO FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 ,,. »» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MB MAINLINE Tc(MIN) = 12.26 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.764 ..., SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS • LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ".4 DWELLING /ACRE" A 2.54 0.98 0.900 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 dil ... MO AMR dil MO SUBAREA AREA(ACRES) = 2.54 SUBAREA RUNOFF(CFS) = 2.03 EFFECTIVE AREA(ACRES) = 7.64 AREA - AVERAGED Fm(INCH /HR) = 0.85 AREA- AVERAGED Fp(INCH /HR) = 0.90 AREA- AVERAGED Ap = 0.94 Mg TOTAL AREA(ACRES) = 7.64 PEAK FLOW RATE(CFS) = 6.2 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.64 TC(MIN.) = 12.26 EFFECTIVE AREA(ACRES) = 7.64 AREA - AVERAGED Fm(INCH /HR)= 0.85 22 _/. AREA - AVERAGED Fp(INCH /HR) = 0.90 AREA - AVERAGED Ap = 0.945 2 =- 6. V (_�t�''� PEAK FLOW RATE(CFS) = 6.27 min MO END OF RATIONAL METHOD ANALYSIS VIM iYl u.. Mon IYII rw OW mom Yr tl� a *ea a a as ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2005 Advanced Engineering Software (aes) Ver. 11.0 Release Date: 06/01/2005 License ID 1251 Analysis prepared by: err Madole &. Associates m. 760 -A Rochester Avenue, Ontario, CA 91761 '.. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * Tract 16383 - JN: 652 -1942 MI * * Fontana, Sanbernardino, CA 10 -year predeveloped condition for Oleander basin routing ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** mis FILE NAME: OLD10E.DAT TIME /DATE OF STUDY: 10:04 02/17/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* Mx SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.8800 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* rw *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 28.0 18.0 0.020 /n .02n /0.020 0.67 2.00 0.0313 0.167 0.0150 MS GLOBAL STREET FLOW - DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of - Curb) X41 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN AS OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ww ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE. 302.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« Mr INITIAL SUBAREA FLOW - LENGTH(FEET) = 160.00 MIN ELEVATION DATA: UPSTREAM(FEET) = 41.20 DOWNSTREAM(FEET) = 37.80 i Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.011 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.945 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc MI 4/ itv .r LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL ".4 DWELLING /ACRE" A 1.69 0.98 0.900 32 8.01 Ai SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 SUBAREA RUNOFF(CFS) = 3.15 ... TOTAL AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) = 3.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 52 .., »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««« +111 » »>TRAVELTIME THRU SUBAREA««« 'a ELEVATION DATA: UPSTREAM(FEET) = 37.80 DOWNSTREAM(FEET) = 30.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 330.00 CHANNEL SLOPE = 0.0224 di. CHANNEL FLOW THRU SUBAREA(CFS) = 3.15 FLOW VELOCITY(FEET /SEC) = 2.84 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) - TRAVEL TIME(MIN.) = 1.94 Tc(MIN.) = 9.95 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 490.00 FEET. mow ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .... FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81 .Yw »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««« MAINLINE Tc(MIN) = 9.95 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.587 SUBAREA LOSS RATE DATA(AMC II): " DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 3.41 0.82 1.000 50 "' SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 - SUBAREA AREA(ACRES) = 3.41 SUBAREA RUNOFF(CFS) = 5.42 EFFECTIVE AREA(ACRES) = 5.10 AREA - AVERAGED Fm(INCH/HR) = 0.84 40 AREA - AVERAGED Fp(INCH /HR) = 0.87 AREA - AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 8.02 -... ******************************************* * * ** * * * * * * * * * * * * * * * * * * * * * * * * * ** Al FLOW PROCESS FROM NODE 304.00 TO NODE 310.00 IS CODE = 52 »»>COMPUTF NATURAL VALLEY CHANNEL FLOW« «< >TR'1VEL:'I= iHRU SUBAREA««« illi ELEVATION DATA: UPSTREAM(FEET) = 30.40 DOWNSTREAM(FEET) = 23.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 365.00 CHANNEL SLOPE = 0.0178 ' CHANNEL FLOW THRU SUBAREA(CFS) = 8.02 FLOW VELOCITY(FEET /SEC) = 3.16 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) Ai TRAVEL TIME(MIN.) = 1.93 Tc(MIN.) = 11.87 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 855.00 FEET. w.. , ********************************************* * * * * * * * * * * * * * * * * * * ** * ** * * * * * * ** ilia FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 0. »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««« MAINLINE Tc(MIN) = 11.87 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.326 .,. SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS p/ LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ".4 DWELLING /ACRE" A 2.54 0.98 0.900 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 0. AO SUBAREA AREA(ACRES) = 2.547 64 SUBAREAVRUNOOFF(CFSINCH /HR) 3.31 0 EFFECTIVE AREA(ACRES) _ AREA — AVERAGED Fp(INCH /HR) = 0.90 AREA — AVERAGED Ap = 0.94 AN TOTAL AREA(ACRES) = 7.64 PEAK FLOW RATE(CFS) = 10.14 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.64 TC(MIN.) = 11.87 EFFECTIVE AREA(ACRES) = 7.64 AREA — AVERAGED Fm(INCH /HR)= 0.85 'D'I ef S Atio AREA— AVERAGED Fp(INCH /HR) = 0.90 AREA — AVERAGED Ap = 0.945 t[ O c PEAK FLOW RATE(CFS) = 10.14 END OF RATIONAL METHOD ANALYSIS MO mit 4O MO rnob ail/ 40 S m.. 40 ww 40 w� 40 a de ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE WO (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2005 Advanced Engineering Software (aes) Ver. 11.0 Release Date: 06/01/2005 License ID 1251 Analysis prepared by: m0 Madole &. Associates 760 -A Rochester Avenue, Ontario, CA 91761 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16383 - JN: 652 -1942 * mo * Fontana, San Bernardino, CA * * 25 -year predeveloped condition for Oleander basin routing ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: OLD25E.DAT TIME /DATE OF STUDY: 10:06 02/17/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 mow SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0300 »-. *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* mw *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 ON GLOBAL STREET FLOW - DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top - of - Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN MS OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ON FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 �,. »» > RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ON INITIAL SUBAREA FLOW - LENGTH(FEET) = 160.00 ELEVATION DATA: UPSTREAM(FEET) = 41.20 DOWNSTREAM(FEET) = 37.80 sly Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.011 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.448 ... SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc "ON ON AO AD LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL ".4 DWELLING /ACRE" A 1.69 0.98 0.900 32 8.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 SUBAREA RUNOFF(CFS) = 3.91 ... TOTAL AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) = 3.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 52 » »>COMPUTE NATURAL VALLEY CHANNEL FLOW« «< 40 »»>TRAVELTIME THRU SUBAREA««< ..• ELEVATION DATA: UPSTREAM(FEET) = 37.80 DOWNSTREAM(FEET) = 30.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 330.00 CHANNEL SLOPE = 0.0224 40 CHANNEL FLOW THRU SUBAREA(CFS) = 3.91 FLOW VELOCITY(FEET /SEC) = 2.98 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 9.85 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 490.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < 40 MAINLINE Tc(MIN) = 9.85 "� * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.045 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN . NATURAL FAIR COVER "GRASS" A 3.41 0.82 1.000 50 40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 - SUBAREA AREA(ACRES) = 3.41 SUBAREA RUNOFF(CFS) = 6.83 EFFECTIVE AREA(ACRES) = 5.10 AREA - AVERAGED Fm(INCH/HR) = 0.84 r AREA - AVERAGED Fp(INCH /HR) = 0.87 AREA - AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 10.12 «. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 40 FLOW PROCESS FROM NODE 304.00 TO NODE 310.00 IS CODE = 52 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » » >TRAVELTIME THRU SUBAREA««< AO ELEVATION DATA: UPSTREAM(FEET) = 30.40 DOWNSTREAM(FEET) = 23.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 365.00 CHANNEL SLOPE = 0.0178 """ CHANNEL FLOW THRU SUBAREA(CFS) = 10.12 FLOW VELOCITY(FEET /SEC) = 3.35 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 11.67 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 855.00 FEET. .. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 410 FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 ... » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< AN MAINLINE Tc(MIN) = 11.67 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.751 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 40 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ".4 DWELLING /ACRE" A 2.54 0.98 0.900 32 me SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 MN 40 art 40 SUBAREA AREA(ACRES) = 2.54 SUBAREA RUNOFF(CFS) = 4.28 ,. EFFECTIVE AREA(ACRES) = 7.64 AREA - AVERAGED Fm(INCH /HR) = 0.85 AREA- AVERAGED Fp(INCH /HR) = 0.90 AREA- AVERAGED Ap = 0.94 40 TOTAL AREA(ACRES) = 7.64 PEAK FLOW RATE(CFS) = 13.06 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.64 TC(MIN.) = 11.67 AO EFFECTIVE AREA(ACRES) = 7.64 AREA - AVERAGED Fm(INCH /HR)= 0.85 AREA- AVERAGED Fp(INCH /HR) = 0.90 AREA - AVERAGED Ap = 0.945 /0c 1� PEAK FLOW RATE(CFS) = 13.06 l � S END OF RATIONAL METHOD ANALYSIS 40 Imo 40 IV= MO 40 40 S 40 40 S 40 S OW MOM 40 a MO MO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE m (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2005 Advanced Engineering Software (aes) „., Ver. 11.0 Release Date: 06/01/2005 License ID 1251 Analysis prepared by: Madole &. Associates 760 -A Rochester Avenue, Ontario, CA 91761 OM * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16383 - JN: 652 -1942 * me * Fontana, San Bernardino, CA * * 100 -year predeveloped condition for Oleander basin routing ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 00 FILE NAME: OLDOOE.DAT TIME /DATE OF STUDY: 10:00 02/17/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: mm -- * TIME - OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 MO SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 * USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* aso MM SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.2300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING �* WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 28.0 18.0 0.020 /0.02n /n.n2n n ti 7 2.00 0.0313 0.167 0.0150 dr GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top - of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) Mm *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* * USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED MN ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME - OF - CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« MO INITIAL SUBAREA FLOW - LENGTH(FEET) = 160.00 ' ELEVATION DATA: UPSTREAM(FEET) = 41.20 DOWNSTREAM(FEET) = 37.80 MN Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.011 ,■. * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.117 SUBAREA Tc AND LOSS RATE DATA(AMC II): me DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc abet de di LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ... RESIDENTIAL (MIN.) ".4 DWELLING /ACRE" A 1.69 0.98 0.900 32 8.01 OW SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 „. SUBAREA RUNOFF(CFS) = 4.93 TOTAL AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) = 4 MO ****************************: t******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 52 MO » »>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< '"' ELEVATION DATA: UPSTREAM(FEET) = 37.80 DOWNSTREAM(FEET) = 30.40 MI CHANNEL LENGTH THRU SUBAREA(FEET) = 330.00 CHANNEL SLOPE = 0.0224 CHANNEL FLOW THRU SUBAREA(CFS) = 4.93 FLOW VELOCITY(FEET /SEC) = 3.15 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) "f" TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 9.76 MO LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 490.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .. FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81 OW »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< .. MAINLINE Tc(MIN) = 9.76 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.657 1111 SUBAREA LOSS RATE DATA(AMC II) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) .. NATURAL FAIR COVER ) (DECIMAL) CN "GRASS" A 3.41 0.82 1.000 50 am SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 »a SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 3.41 SUBAREA RUNOFF(CFS) = 8.71 EFFECTIVE AREA(ACRES) = 5.10 AREA - AVERAGED Fp(INCH/HR) = 0.84 dY AREA AVERAGED Fp(INCH/HR) = 0.87 AREA AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 12.94 my ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 304.00 TO NODE 310.00 IS CODE = 52 v.. » » >COMPUTK NATURAL VALLEY CHANNEL FLOW« << »»>TRAVELTIME THRU SUBAREA. «< NW ELEVATION DATA: UPSTREAM(FEET) = 30.40 DOWNSTREAM(FEET) = 23.90 .. CHANNEL LENGTH THRU SUBAREA(FEET) = 365.00 CHANNEL SLOPE = 0.0178 CHANNEL FLOW THRU SUBAREA(CFS) = 12.94 MO FLOW VELOCITY(FEET /SEC) = 3.56 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 11.47 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 855.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 . » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MO MAINLINE Tc(MIN) = 11.47 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.320 "" SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS MO LAND USE GROUP (ACRES) (INCH /HR) ( DECIMAL) CN RESIDENTIAL ".4 DWELLING /ACRE" A 2.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) 0 0.98 0.97 0'900 32 411 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900 OW MO MO SUBAREA AREA(ACRES) = 2.54 SUBAREA RUNOFF(CFS) = 5.58 EFFECTIVE AREA(ACRES) = 7.64 AREA — AVERAGED Fm(INCH/HR) = 0.85 AREA AVERAGED Fp(INCH /HR) = 0.90 AREA — AVERAGED Ap = 0.94 MO TOTAL AREA(ACRES) = 7.64 PEAK FLOW RATE(CFS) = 16.97 a ,. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.64 TC(MIN.) = 11.47 MO EFFECTIVE AREA(ACRES) = 7.64 AREA — AVERAGED Fm(INCH /HR)= 0.85 AREA AVERAGED Fp(INCH /HR) = 0.90 AREA AVERAGED Ap = 0.945 PEAK FLOW RATE (CFS) = 16.97 gaZ 17 0 C fS 40 END OF RATIONAL METHOD ANALYSIS MO WA Mawr Amm 40 FYI I WEST BASIN DEVELOPED HYDROLOGY (2, 10 25 & 100-YEAR) oft OA ow 00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Pft RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE • (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) ma Ver. 10.0 Release Date: 01/01/2004 License ID 1251 ON Analysis prepared by: Madole & Associates, Inc. """ 760 -A S. Rochester Avenue Ontario, Ca 91761 00 mm * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16383 - JN: 652 -1942 * NO * Fontana, San Bernardino, California * * 02 -year developed condition for Oleander basin routing MO FILE NAME: P: \652- 1942 \DRAINAGE \383D02.DAT TIME /DATE OF STUDY: 16:11 04/26/2006 mm USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- mm USER SPECIFIED STORM EVENT(YEAR) = 2.00 10 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* mm SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 tw USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.6800 mm *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 am UL�t ,SET c'1Uv -DEPTH CONSTRAINTS: MO 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) omo *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED +m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 MO » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« mu »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« • INITIAL SUBAREA FLOW - LENGTH(FEET) = 590.00 ELEVATION DATA: UPSTREAM(FEET) = 50.50 DOWNSTREAM(FEET) = 39.41 MIR Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]**0.20 00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.706 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.813 SUBAREA Tc AND LOSS RATE DATA(AMC III): mm DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ON LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.48 0.80 0.60 52 11.71 ww lo ow WO om MO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 1.78 MO TOTAL AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) = 1.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** me FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 MO » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< ma MO UPSTREAM ELEVATION(FEET) = 39.41 DOWNSTREAM ELEVATION(FEET) = 29.80 STREET LENGTH(FEET) = 345.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 am DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 MO INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 w, SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 MO STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 sun WO * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.03 MO AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.37 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 13.41 ow * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.671 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN +�* RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.98 0.80 0.60 52 OW SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 es SUBAREA AREA(ACRES) = 0.98 SUBAREA RUNOFF(CFS) = 1.05 EFFECTIVE AREA(ACRES) = 2.46 AREA - AVERAGED Fm(INCH /HR) = 0.48 MO AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) = 2.64 oft END OF SUBAREA STREET FLOW HYDRAULICS: MO DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 7.53 FLOW VELOCITY(FEET /SEC.) = 3.49 DEPTH *VELOCITY(FT *FT /SEC.) = 1.08 aim FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 935.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NO FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>( STREET TABLE SECTION # 1 USED) ««< MO UPSTREAM ELEVATION(FEET) = 29.80 DOWNSTREAM ELEVATION(FEET) = 27.78 +im STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 NO DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 ow INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 N N SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 om Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 so Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 as * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.83 imp MO STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: on ; STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.67 MO AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.13 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 2.03 Tc(MIN.) = 15.44 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.535 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL OP "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.38 MO EFFECTIVE AREA(ACRES) = 2.86 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.86 PEAK FLOW RATE(CFS) = 2.72 no END OF SUBAREA STREET FLOW HYDRAULICS: MO DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.53 FLOW VELOCITY(FEET /SEC.) = 2.10 DEPTH *VELOCITY(FT *FT /SEC.) = 0.77 on LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1195.00 FEET. 00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 oft »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.44 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.535 ow SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.14 0.80 0.60 52 RESIDENTIAL MP "3 -4 DWELLINGS /ACRE" A 1.31 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 aww SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 2.33 OP EFFECTIVE AREA(ACRES) = 5.31 AREA - AVERAGED Fm(INCH/HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 on TOTAL AREA(ACRES) = 5.31 PEAK FLOW RATE(CFS) = 5.05 00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 62 on »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< MO »»>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 27.78 DOWNSTREAM ELEVATION(FEET) = 25.80 w. STREET LENGTH(FEET) = 365.00 CURB HEIGHT(INCHES) = 8.0 00 STREET HALFWIDTH(FEET) = 28.00 • DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 00 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: • STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.10 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.15 OM NO NO PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) = 18.28 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.388 MO SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL MO "3 -4 DWELLINGS /ACRE" A 0.60 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 °m SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.49 EFFECTIVE AREA(ACRES) = 5.91 AREA - AVERAGED Fm(INCH /HR) = 0.48 NO AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) = 5.05 ms NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE MO END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.82 aw FLOW VELOCITY(FEET /SEC.) = 2.12 DEPTH *VELOCITY(FT *FT /SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1560.00 FEET. NO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE = 31 MO » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< °m ELEVATION DATA: UPSTREAM(FEET) = 21.27 DOWNSTREAM(FEET) = 21.08 MO FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.83 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 or PIPE- FLOW(CFS) = 5.05 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 18.38 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1590.00 FEET. OW ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 om » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««« aw TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 APP: mo TIME OF CONCENTRATION(MIN.) = 18.38 MO RAINFALL INTENSITY(INCH /HR) = 1.38 AREA - AVERAGED Fm(INCH/HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 0111 AREA- AVERAGED Ap = 0.60 MO EFFECTIVE STREAM AREA(ACRES) = 5.91 TOTAL STREAM AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MO FLOW PROCESS FROM NODE 200.00 TO NODE 220.00 IS CODE = 21 ww » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «« »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« NO INITIAL SUBAREA FLOW - LENGTH(FEET) = 485.00 ELEVATION DATA: UPSTREAM(FEET) = 42.00 DOWNSTREAM(FEET) = 29.80 MO Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.211 w * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.968 SUBAREA Tc AND LOSS RATE DATA(AMC III): MO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) w RESIDENTIAL MO ass WO "3 -4 DWELLINGS /ACRE" A 0.81 0.80 0.60 52 10.21 ,W SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 NS SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) = 1.09 oft * FLOW PROCESS FROM NODE 220.00 TO NODE 240.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< w »»>( STREET TABLE SECTION # 1 USED) ««< VO UPSTREAM ELEVATION(FEET) = 29.80 DOWNSTREAM ELEVATION(FEET) = 25.80 STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 • DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 * SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 W * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ear STREET FLOW DEPTH(FEET) = 0.33 • HALFSTREET FLOOD WIDTH(FEET) = 8.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.82 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 5.21 Tc(MIN.) = 15.42 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.536 VO SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS asw LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL a "3 -4 DWELLINGS /ACRE" A 1.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.24 NO EFFECTIVE AREA(ACRES) = 2.11 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 eew TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 2.01 VO END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.34 FLOW VELOCITY(FEET /SEC.) = 1.89 DEPTH *VELOCITY(FT *FT /SEC.) = 0.65 am LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1055.00 FEET. MO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 240.00 TO NODE 160.00 IS CODE = 31 w »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ON »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< on ELEVATION DATA: UPSTREAM(FEET) = 21.49 DOWNSTREAM(FEET) = 21.08 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 VO ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.20 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 NO PIPE - FLOW(CFS) = 2.01 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 15.50 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 160.00 = 1080.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 ma ai MP ig NO »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< MO TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: NO TIME OF CONCENTRATION(MIN.) = 15.50 RAINFALL INTENSITY(INCH /HR) = 1.53 MO AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 ow EFFECTIVE STREAM AREA(ACRES) = 2.11 • TOTAL STREAM AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.01 ** CONFLUENCE DATA ** • STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 5.05 18.38 1.383 0.80( 0.48) 0.60 5.9 100.00 2 2.01 15.50 1.532 0.80( 0.48) 0.60 2.1 200.00 MO RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. an ** PEAK FLOW RATE TABLE ** it STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ow 1 6.97 15.50 1.532 0.80( 0.48) 0.60 7.1 200.00 2 6.78 18.38 1.383 0.80( 0.48) 0.60 8.0 100.00 MO COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.97 Tc(MIN.) = 15.50 so EFFECTIVE AREA(ACRES) = 7.09 AREA - AVERAGED Fm(INCH /HR) = 0.48 NO AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1590.00 FEET. OMR ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WO FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 31 g+ »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< NO ELEVATION DATA: UPSTREAM(FEET) = 21.08 DOWNSTREAM(FEET) = 20.85 ,o FLOW LENGTH (FEET) = 45.00 MANNING.' c T`, = ESTIMATED PIPE DIAMETER(INCH) INCREASE:i.0 i, 24.60v ✓ P DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.87 so ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 6.97 WS PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 15.66 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 1635.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NO FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< erne MAINLINE Tc(MIN) = 15.66 MO 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.523 SUBAREA LOSS RATE DATA(AMC III): ow DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN MO RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.35 0.80 0.60 52 ,o RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.12 0.80 0.60 52 MS SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 ow SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 0.44 MIO ma NO NO EFFECTIVE AREA(ACRES) = 7.56 AREA - AVERAGED Fm(INCH /HR) = 0.48 a ^, AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) = 7.11 WO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 31 oft OW » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< um ELEVATION DATA: UPSTREAM(FEET) = 20.85 DOWNSTREAM(FEET) = 20.50 WO FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.6 INCHES ""a PIPE -FLOW VELOCITY(FEET /SEC.) = 4.73 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 NO PIPE - FLOW(CFS) = 7.11 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 15.92 as LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1710.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< WO TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.92 WO RAINFALL INTENSITY(INCH /HR) = 1.51 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 "ow AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 7.56 WO TOTAL STREAM AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.11 wwt ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WO FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 oft » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« WO INITIAL SUBAREA FLOW - LENGTH(FEET) = 355.00 ELEVATION DATA: UPSTREAM(FEET) = 38.40 DOWNSTREAM(FEET) = 34.24 Od MO Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.501 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.935 w SUBAREA Tc AND LOSS RATE DATA(AMC III): MS DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.81 0.80 0.60 52 10.50 NO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 1.06 ass TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) = 1.06 WO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 62 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< 10 » »>( STREET TABLE SECTION # 1 USED) ««< ,es UPSTREAM ELEVATION(FEET) = 34.24 DOWNSTREAM ELEVATION(FEET) = 26.30 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 8.0 • STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 OW de ma MS INSIDE STREET CROSSFALL(DECIMAL) = 0.020 new OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 MN SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 mm Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 N * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: +1m STREET FLOW DEPTH(FEET) = 0.31 MP HALFSTREET FLOOD WIDTH(FEET) = 7.47 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.54 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 3.48 Tc(MIN.) = 13.98 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.629 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS mm LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL MO "3 -4 DWELLINGS /ACRE" A 1.60 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 mm SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 1.66 SI EFFECTIVE AREA(ACRES) = 2.41 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) = 2.50 mm OW END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 8.59 FLOW VELOCITY(FEET /SEC.) = 2.69 DEPTH * VELOCITY(FT*FT /SEC.) = 0.89 `MO LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 885.00 FEET. VW ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 320.00 TO NODE 180.00 IS CODE = 1 mm »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< > »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« air TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: WI TIME OF CONCENTRATION(MIN.) = 13.98 RAINFALL INTENSITY(INCH /HR) = 1.63 mm AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 VW AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.41 w TOTAL STREAM AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.50 MO ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE MO 1 7.11 15.92 1.507 0.80( 0.48) 0.60 7.6 200.00 1 6.86 18.80 1.364 0.80( 0.48) 0.60 '8.5 100.00 2 2.50 13.98 1.629 0.80( 0.48) 0.60 2.4 300.00 mm RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO OW CONFLUENCE FORMULA USED FOR 2 STREAMS. s ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER MO NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 9.49 13.98 1.629 0.80( 0.48) 0.60 9.1 300.00 , 2 9.35 15.92 1.507 0.80( 0.48) 0.60 10.0 200.00 3 8.79 18.80 1.364 0.80( 0.48) 0.60 10.9 100.00 MO COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.49 Tc(MIN.) = 13.98 OMPA OW am MO O K EFFECTIVE AREA(ACRES) = 9.05 AREA - AVERAGED Fm(INCH/HR) = 0.48 . AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 10.90 MO LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1710.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** on FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 31 a »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « oft ELEVATION DATA: UPSTREAM(FEET) = 20.50 DOWNSTREAM(FEET) = 20.38 MO FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 op DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.12 ON ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 9.49 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 14.06 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 190.00 = 1735.00 FEET. MO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ow FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 OW > »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 olo CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: MO TIME OF CONCENTRATION(MIN.) = 14.06 RAINFALL INTENSITY(INCH /HR) = 1.62 AREA - AVERAGED Fm(INCH /HR) = 0.48 ""'"' AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 9.05 TOTAL STREAM AREA(ACRES) = 10.90 '®' PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.49 FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 21 oo » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< O S »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« AM TNITILL SUBAREA FLOW - LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 38.20 DOWNSTREAM(FEET) = 34.40 MO Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 mo SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.234 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.965 MO SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) ""'' RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.69 0.80 0.60 52 10.23 MO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 on SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 0.92 MO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** aw FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE = 62 MO » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< yaw UPSTREAM ELEVATION(FEET) = 34.40 DOWNSTREAM ELEVATION(FEET) = 26.30 • STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 aw MO DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 u INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 MO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to - curb) = 0.0150 MS Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ON STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.61 OM PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 2.94 Tc(MIN.) = 13.18 • * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.689 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ON RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.02 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 MO SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 1M SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 1.11 EFFECTIVE AREA(ACRES) = 1.71 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 1.86 MO END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.09 FLOW VELOCITY(FEET /SEC.) = 2.69 DEPTH *VELOCITY(FT *FT /SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 790.00 FEET. ieU ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RPM FLOW PROCESS FROM NODE 420.00 TO NODE 190.00 IS CODE = 31 MO »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< PO ELEVATION DATA: UPSTREAM(FEET) = 22.10 DOWNSTREAM(FEET) = 20.38 Mg FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE 1$ 3,n TMruFS PIPE -FLOW VELOCITY(FEET /SEC.) = 6.oj MO ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 1.86 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 13.29 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 190.00 = 835.00 FEET. MS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 M »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< • »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< mai TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: MO TIME OF CONCENTRATION(MIN.) = 13.29 RAINFALL INTENSITY(INCH /HR) = 1.68 am AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 MO AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.71 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.86 NS ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER omt S w NO so NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE emit 1 9.49 14.06 1.624 0.80( 0.48) 0.60 9.1 300.00 1 9.35 16.00 1.503 0.80( 0.48) 0.60 10.0 200.00 • 1 8.79 18.89 1.361 0.80( 0.48) 0.60 10.9 100.00 2 1.86 13.29 1.680 0.80( 0.48) 0.60 1.7 400.00 oft RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO MS CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ` STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NO NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 11.27 13.29 1.680 0.80( 0.48) 0.60 10.3 400.00 2 11.26 14.06 1.624 0.80( 0.48) 0.60 10.8 300.00 mw 3 10.94 16.00 1.503 0.80( 0.48) 0.60 11.7 200.00 4 10.16 18.89 1.361 0.80( 0.48) 0.60 12.6 100.00 MS COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: rsw PEAK FLOW RATE(CFS) = 11.27 Tc(MIN.) = 13.29 EFFECTIVE AREA(ACRES) = 10.26 AREA - AVERAGED Fm(INCH /HR) = 0.48 MI AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 12.61 yew LONGEST FLOWPATH FROM NODE 100.00 TO NODE 190.00 = 1735.00 FEET. FLOW PROCESS FROM NODE 190.00 TO NODE 999.00 IS CODE = 31 ow »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« WO »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 20.38 DOWNSTREAM(FEET) = 18.41 ow FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 VS DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.84 wit ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 11.27 MO PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 13.42 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 999.00 = 1815.00 FEET. so ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MI FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 81 mm ' > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< IS MAINLINE Tc(MIN) = 13.42 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.670 SUBAREA LOSS RATE DATA(AMC III): am DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS MS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 am SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 NO SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.43 EFFECTIVE AREA(ACRES) = 10.66 AREA - AVERAGED Fm(INCH/HR) = 0.48 *A AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 13.01 PEAK FLOW RATE(CFS) = 11.44 ii END OF STUDY SUMMARY: OM TOTAL AREA(ACRES) = 13.01 TC(MIN.) = 13.42 EFFECTIVE AREA(ACRES) = 10.66 AREA - AVERAGED Fm(INCH/HR)= 0.48 NO AREA- AVERAGED Fp(INCH/HR) = 0.80 AREA - AVERAGED Ap = 0.60 /j9, '' . 4 /` � C f PEAK FLOW RATE(CFS) = 11.44 (�f am ** PEAK FLOW RATE TABLE ** IS STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE am 1 11.44 13.42 1.670 0.80( 0.48) 0.60 10.7 400.00 Si OM U oft 2 11.42 14.20 1.614 0.80( 0.48) 0.60 11.2 300.00 ow 3 11.07 16.14 1.495 0.80( 0.48) 0.60 12.1 200.00 4 10.27 19.03 1.355 0.80( 0.48) 0.60 13.0 100.00 ON me END OF RATIONAL METHOD ANALYSIS a um P le O K MN sw a a a a 11111 4111 UM as mu ow om 0. opm MO S RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE WO (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 40 Analysis prepared by: Madole & Associates, Inc. mm 760 -A S. Rochester Avenue Ontario, Ca 91761 00 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16383 - JN: 652 -1942 * * Fontana, San Bernardino, California * * 10 -year developed condition for Oleander basin routing ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OW FILE NAME: P: \652 -1942 \DRAINAGE \383D10.DAT TIME /DATE OF STUDY: 16:22 04/26/2006 Nom USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: NO -- *TIME -OF- CONCENTRATION MODEL*- - mm USER SPECIFIED STORM EVENT(YEAR) = 10.00 WV SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* AM SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 Olt USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0300 °" *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* MO *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING mm WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) M 1 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 pm GLOBAL STREET FLOW -DEPTH CONSTRAINTS: ON 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) sw 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN • OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< am »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« MO INITIAL SUBAREA FLOW - LENGTH(FEET) = 590.00 ELEVATION DATA: UPSTREAM(FEET) = 50.50 DOWNSTREAM(FEET) = 39.41 sum Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 5 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.706 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.746 _ SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc MO LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL ,e. "3 -4 DWELLINGS /ACRE" A 1.48 0.80 0.60 52 11.71 ire WO mo MO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 Oa SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.02 TOTAL AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) = 3.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 MO »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< MiN SO UPSTREAM ELEVATION(FEET) = 39.41 DOWNSTREAM ELEVATION(FEET) = 29.80 STREET LENGTH(FEET) = 345.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 no DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 MO INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 sue SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 wr Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 Of * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.28 N O AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.75 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.29 STREET FLOW TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 13.24 em * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.550 SUBAREA LOSS RATE DATA(AMC III): MO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ""t RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.98 0.80 0.60 52 NW SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 me SUBAREA AREA(ACRES) = 0.98 SUBAREA RUNOFF(CFS) = 1.83 EFFECTIVE AREA(ACRES) = 2.46 AREA - AVERAGED Fm(INCH /HR) = 0.48 OS AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) = 4.59 me END OF SUBAREA STREET FLOW Iii iihHV L1l.J : DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 9.97 FLOW VELOCITY(FEET /SEC.) = 3.88 DEPTH *VELOCITY(FT *FT /SEC.) = 1.39 w LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 935.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 62 am » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< IS »» >( STREET TABLE SECTION # 1 USED) ««< y UPSTREAM ELEVATION(FEET) = 29.80 DOWNSTREAM ELEVATION(FEET) = 27.78 MP STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 IS DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 on INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 , STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 OS Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 w * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.93 MOO OK STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: eAw , STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.62 MS AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.41 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.04 m a STREET FLOW TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 15.04 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.363 U SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS mw LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 10 "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 "" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.68 I EFFECTIVE AREA(ACRES) = 2.86 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.86 PEAK FLOW RATE(CFS) = 4.85 END OF SUBAREA STREET FLOW HYDRAULICS: gg DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.55 FLOW VELOCITY(FEET /SEC.) = 2.40 DEPTH *VELOCITY(FT *FT /SEC.) = 1.03 ma LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1195.00 FEET. ON ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< NW MAINLINE Tc(MIN) = 15.04 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.363 ma SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.14 0.80 0.60 52 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.31 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 relb SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 4.16 gg EFFECTIVE AREA(ACRES) = 5.31 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.31 PEAK FLOW RATE(CFS) = 9.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 62 ma »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< • » »>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 27.78 DOWNSTREAM ELEVATION(FEET) = 25.80 meir STREET LENGTH(FEET) = 365.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 spa INSIDE STREET CROSSFALL(DECIMAL) = 0.020 • OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 oft * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 19.11 OR AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.46 OD mm gg me gg PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 17.51 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.157 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN mg RESIDENTIAL gg "3 -4 DWELLINGS /ACRE" A 0.60 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 - SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.91 EFFECTIVE AREA(ACRES) = 5.91 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) = 9.01 mm NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 'U END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18.75 Pm FLOW VELOCITY(FEET /SEC.) = 2.43 DEPTH * VELOCITY(FT*FT /SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1560.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE = 31 mos am » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 21.27 DOWNSTREAM(FEET) = 21.08 00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.2 INCHES m" PIPE -FLOW VELOCITY(FEET /SEC.) = 5.62 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 9.01 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 17.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1590.00 FEET. g g ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 .w »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< S TOTAL NUMBER OF STREAMS = 2 a* CONFLUENCE VALUES USED FOP TNDFDpNfFMT QTR \M 1 ARE: TIME OF CONCENTRATION(MIN.) 17.66 It RAINFALL INTENSITY(INCH /HR) = 2.15 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 gg EFFECTIVE STREAM AREA(ACRES) = 5.91 TOTAL STREAM AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.01 Awr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 220.00 IS CODE = 21 ■m »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« gg INITIAL SUBAREA FLOW - LENGTH(FEET) = 485.00 ELEVATION DATA: UPSTREAM(FEET) = 42.00 DOWNSTREAM(FEET) = 29.80 • Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.211 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.980 SUBAREA Tc AND LOSS RATE DATA(AMC III): gg DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL NO RR 00 "3 -4 DWELLINGS /ACRE" A 0.81 0.80 0.60 52 10.21 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 00 SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) = 1.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 00 FLOW PROCESS FROM NODE 220.00 TO NODE 240.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< - » »>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 29.80 DOWNSTREAM ELEVATION(FEET) = 25.80 STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 8.0 mm STREET HALFWIDTH(FEET) = 28.00 OD DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 mm OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 OD SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 m ,,. Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 ON * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 DO HALFSTREET FLOOD WIDTH(FEET) = 11.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.05 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.78 "m STREET FLOW TRAVEL TIME(MIN.) = 4.63 Tc(MIN.) = 14.84 DO * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.382 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS MN LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 am SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.23 la EFFECTIVE AREA(ACRES) = 2.11 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 mm TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 3.62 0 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.21 me FLOW VELOCITY(FEET /SEC.) = 2.15 DEPTH *VELOCITY(FT *FT /SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1055.00 FEET. OS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 240.00 TO NODE 160.00 IS CODE = 31 MIN »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< mm ELEVATION DATA: UPSTREAM(FEET) = 21.49 DOWNSTREAM(FEET) = 21.08 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.8 INCHES w PIPE -FLOW VELOCITY(FEET /SEC.) = 6.18 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 3.62 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 14.91 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 160.00 = 1080.00 FEET. MR FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 mor OM PP it ■s It »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ms » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< • TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ws TIME OF CONCENTRATION(MIN.) = 14.91 RAINFALL INTENSITY(INCH /HR) = 2.38 • AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 sr EFFECTIVE STREAM AREA(ACRES) = 2.11 NO TOTAL STREAM AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.62 m0 ** CONFLUENCE DATA ** 10 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 9.01 17.60 2.150 0.80( 0.48) 0.60 5.9 100.00 ms 2 3.62 14.91 2.375 0.80( 0.48) 0.60 2.1 200.00 a RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** • STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE OW 1 12.27 14.91 2.375 0.80( 0.48) 0.60 7.1 200.00 2 12.20 17.60 2.150 0.80( 0.48) 0.60 8.0 100.00 UN COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.27 Tc(MIN.) = 14.91 'om EFFECTIVE AREA(ACRES) = 7.12 AREA - AVERAGED Fm(INCH/HR) = 0.48 il AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1590.00 FEET. MR ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 31 ww »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< U ELEVATION DATA: UPSTREAM(FEET) = 21.08 DOWNSTREAM(FEET) = 20.85 moll FLOW LENGTH (FEET) = 45 . nn NTMr , q N - 0.013 DEPTH OF FLOW IN 24.0 INCh Ylrr, iJ i3. s 114CHES PIPE - FLOW VELOCITY(FEET /SEC.) = 5.55 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 mw PIPE - FLOW(CFS) = 12.27 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 15.04 ii LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 1635.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "I FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 ii »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< moll MAINLINE Tc(MIN) = 15.04 o * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.362 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Ms LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL • "3 -4 DWELLINGS /ACRE" A 0.35 0.80 0.60 52 RESIDENTIAL um "3 -4 DWELLINGS /ACRE" A 0.12 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 ill SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 0.80 Mw EFFECTIVE AREA(ACRES) = 7.59 AREA - AVERAGED Fm(INCH /HR) = 0.48 Oil OR mft S AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) = 12.87 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 04 »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 20.85 DOWNSTREAM(FEET) = 20.50 Mm FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.39 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 12.87 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 15.28 ON LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1710.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** vs FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.28 RAINFALL INTENSITY(INCH /HR) = 2.34 AREA - AVERAGED Fht(INCH /HR) = 0.48 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 7.59 °"' TOTAL STREAM AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +*+ FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 WO »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 355.00 WO ELEVATION DATA: UPSTREAM(FEET) = 38.40 DOWNSTREAM(FEET) = 34.24 Ar Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.501 00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.931 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.81 0.80 0.60 52 10.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 'w SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 1.79 ON TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) = 1.79 MM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 62 00 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) « «< 04 UPSTREAM ELEVATION(FEET) = 34.24 DOWNSTREAM ELEVATION(FEET) = 26.30 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 moo 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 00 am iii Ps II m SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 OA Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 oili * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.26 NI STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.78 Ng AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.84 14 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) = 13.61 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.508 ow SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS WO LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL Mg "3 -4 DWELLINGS /ACRE" A 1.60 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.92 w EFFECTIVE AREA(ACRES) = 2.41 AREA - AVERAGED Fm(INCH/HR) = 0.48 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 VI TOTAL AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) = 4.40 END OF SUBAREA STREET FLOW HYDRAULICS: Ong DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.23 01 FLOW VELOCITY(FEET /SEC.) = 3.04 DEPTH *VELOCITY(FT *FT /SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 885.00 FEET. FLOW PROCESS FROM NODE 320.00 TO NODE 180.00 IS CODE = 1 it » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< .m >» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< O TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: - TIME OF CONCENTRATION(MIN.) = 13.61 RAINFALL INTENSITY(INCH /HR) = 2.51 WO AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA - AVERAGED Fp(INCH /HR) = 0.80 Or AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) - 2.41 WS TOTAL STREAM AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.40 ** CONFLUENCE DATA ** • STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 12.87 15.28 2.341 0.80( 0.48) 0.60 7.6 200.00 an 1 12.70 17.97 2.124 0.80( 0.48) 0.60 8.5 100.00 2 4.40 13.61 2.508 0.80( 0.48) 0.60 2.4 300.00 W RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO PIM CONFLUENCE FORMULA USED FOR 2 STREAMS. a ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER out NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 16.90 13.61 2.508 0.80( 0.48) 0.60 9.2 300.00 • 2 16.91 15.28 2.341 0.80( 0.48) 0.60 10.0 200.00 3 16.27 17.97 2.124 0.80( 0.48) 0.60 10.9 100.00 gm COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: IN PEAK FLOW RATE(CFS) = 16.91 Tc(MIN.) = 15.28 EFFECTIVE AREA(ACRES) = 10.00 AREA - AVERAGED Fm(INCH /HR) = 0.48 a AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 S MP g S TOTAL AREA(ACRES) = 10.90 - LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1710.00 FEET. FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 31 not » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 11 »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM(FEET) = 20.50 DOWNSTREAM(FEET) = 20.38 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 00 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.85 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PM PIPE - FLOW(CFS) = 16.91 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 15.35 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 190.00 = 1735.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 WS »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< .0 TOTAL NUMBER OF STREAMS = 2 NO CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.35 ... RAINFALL INTENSITY(INCH /HR) = 2.33 AREA - AVERAGED Fm(INCH /HR) = 0.48 Ow AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 21 is »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« Ob INITIAL SUBAREA FLOW - LENGTH(FEET) = 330.00 00 ELEVATION DATA: UPSTREAM(FEET) = 38.20 DOWNSTREAM(FEET) = 34.40 MO Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.234 00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.976 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc mu LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 10 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.69 0.80 0.60 52 10.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 01 SUBAREA RUNOFF(CFS) = 1.55 TOTAL'AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 1.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE = 62 01 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< MR » »>( STREET TABLE SECTION # 1 USED) ««< 01 UPSTREAM ELEVATION(FEET) = 34.40 DOWNSTREAM ELEVATION(FEET) = 26.30 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 OR DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 11 OM ri SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 mom * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.52 WI STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 8.34 MR AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.85 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 2.69 Tc(MIN.) = 12.93 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.587 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL Po "3 -4 DWELLINGS /ACRE" A 1.02 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 1.94 s� EFFECTIVE AREA(ACRES) = 1.71 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 3.25 END OF SUBAREA STREET FLOW HYDRAULICS: 010. DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.41 Imo FLOW VELOCITY(FEET /SEC.) = 3.02 DEPTH *VELOCITY(FT *FT /SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 790.00 FEET. FLOW PROCESS FROM NODE 420.00 TO NODE 190.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< - ELEVATION DATA: UPSTREAM(FEET) = 22.10 DOWNSTREAM(FEET) = 20.38 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 wR ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.07 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) _ 3.25 Pm PIPE TRAVEL TIME(MIN.) - 0.03 TcOxiIN.) = 13.02 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 190.00 = 835.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MR FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< III TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.02 RAINFALL INTENSITY(INCH/HR) = 2.58 AREA - AVERAGED Fm(INCH /HR) = 0.48 WI AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 MR EFFECTIVE STREAM AREA(ACRES) = 1.71 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.25 ** CONFLUENCE DATA ** MM STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 16.90 13.68 2.501 0.80( 0.48) 0.60 9.2 300.00 1 16.91 15.35 2.334 0.80( 0.48) 0.60 10.0 200.00 NM MN MR 10 1 16.27 18.04 2.118 0.80( 0.48) 0.60 10.9 100.00 OM 2 3.25 13.02 2.576 0.80( 0.48) 0.60 1.7 400.00 NO RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. mm ** PEAK FLOW RATE TABLE ** NO STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 19.93 13.02 2.576 0.80( 0.48) 0.60 10.4 400.00 '" 2 20.03 13.68 2.501 0.80( 0.48) 0.60 10.9 300.00 NI 3 19.78 15.35 2.334 0.80( 0.48) 0.60 11.7 200.00 4 18.81 18.04 2.118 0.80( 0.48) 0.60 12.6 100.00 mm COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.03 Tc(MIN.) = 13.68 OS EFFECTIVE AREA(ACRES) = 10.88 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 am TOTAL AREA(ACRES) = 12.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 190.00 = 1735.00 FEET. MN ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,M FLOW PROCESS FROM NODE 190.00 TO NODE 999.00 IS CODE = 31 0. » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< w ELEVATION DATA: UPSTREAM(FEET) = 20.38 DOWNSTREAM(FEET) = 18.41 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 mm ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.1 INCHES OM PIPE -FLOW VELOCITY(FEET /SEC.) = 11.41 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 Imo PIPE - FLOW(CFS) = 20.03 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 13.80 '"" LONGEST FLOWPATH FROM NODE 100.00 TO NODE 999.00 = 1815.00 FEET. FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 81 PPM » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< M MAINLINE Tc(MIN) = 13.80 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.488 um SUBAREA LOSS RATE DATA(AMC III): ON DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL mum "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 • SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.72 Amo EFFECTIVE AREA(ACRES) = 11.28 AREA - AVERAGED Fm(INCH /HR) = 0.48 NO AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 13.01 PEAK FLOW RATE(CFS) = 20.41 m END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.01 TC(MIN.) = 13.80 NO EFFECTIVE AREA(ACRES) = 11.28 AREA - AVERAGED Fm(INCH /HR)= 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 ,r mm PEAK FLOW RATE(CFS) = 20.41 z 249,4' dt4' 6fS NO ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER mm NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 20.33 13.14 2.563 0.80( 0.48) 0.60 10.8 400.00 NO 2 20.41 13.80 2.488 0.80( 0.48) 0.60 11.3 300.00 3 20.11 15.46 2.323 0.80( 0.48) 0.60 12.1 200.00 mw 4 19.12 18.16 2.110 0.80( 0.48) 0.60 13.0 100.00 NO H ) Cl > - 1 E - ■! E g H E 1 11 1 111 1.11IIIIIII11IIIIIIIIIIIIIIIIIIIIIIIIIIIIII Mg MO OM RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE gg (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 • Analysis prepared by: Madole & Associates, Inc. WWI 760 -A S. Rochester Avenue Ontario, Ca 91761 gg * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16383 - JN: 652 -1942 gg * Fontana, San Bernardino, California * 25 -year developed condition for Oleander basin routing ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MN FILE NAME: P: \652 -1942 \DRAINAGE \383D25.DAT TIME /DATE OF STUDY: 16:20 04/26/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: Yrl -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 no SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.2300 "^ *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* - *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING ww WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) MO 1 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: • 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) s *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 00 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MO FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« gg INITIAL SUBAREA FLOW - LENGTH(FEET) = 590.00 ELEVATION DATA: UPSTREAM(FEET) = 50.50 DOWNSTREAM(FEET) = 39.41 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.706 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.279 SUBAREA Tc AND LOSS RATE DATA(AMC III): on DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.48 0.80 0.60 52 11.71 on gl NM S S SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.73 MN TOTAL AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) = 3.73 mu ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 ON »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) <«« me UPSTREAM ELEVATION(FEET) = 39.41 DOWNSTREAM ELEVATION(FEET) = 29.80 STREET LENGTH(FEET) = 345.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 am NO DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 falk SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 mw Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 lull * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.25 um AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.93 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.43 STREET FLOW TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 13.17 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.055 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.98 0.80 0.60 52 No SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.98 SUBAREA RUNOFF(CFS) = 2.27 EFFECTIVE AREA(ACRES) = 2.46 AREA - AVERAGED Fm(INCH/HR) = 0.48 ON AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) = 5.71 END OF SUBAREA STREET FLOW HYDRAULICS: S DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.02 FLOW VELOCITY(FEET /SEC.) = 4.07 DEPTH *VELOCITY(FT *FT /SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 935.00 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 62 am »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< > »» (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 29.80 DOWNSTREAM ELEVATION(FEET) = 27.78 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 oPo INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 di SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 on STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 Ow * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.13 ii MO MO STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: a STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 14.96 MO AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.53 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.16 on STREET FLOW TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 14.88 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.839 00 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Mw LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL • "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.85 EFFECTIVE AREA(ACRES) = 2.86 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.86 PEAK FLOW RATE(CFS) = 6.08 eew END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 14.89 FLOW VELOCITY(FEET /SEC.) = 2.53 DEPTH *VELOCITY(FT *FT /SEC.) = 1.15 .. LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1195.00 FEET. ly ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< iur MAINLINE Tc(MIN) = 14.88 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.839 ... SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL AM "3 -4 DWELLINGS /ACRE" A 1.14 0.80 0.60 52 RESIDENTIAL MO "3 -4 DWELLINGS /ACRE" A 1.31 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 08 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 5.21 MO EFFECTIVE AREA(ACRES) = 5.31 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 pm TOTAL AREA(ACRES) = 5.31 PEAK FLOW RATE(CFS) = 11 28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 62 ew »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« 40 » »>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 27.78 DOWNSTREAM ELEVATION(FEET) = 25.80 STREET LENGTH(FEET) = 365.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 014 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 O0 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 20.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.59 lom S O 0 00 lig PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.50 mw STREET FLOW TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 17.23 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.600 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN UR RESIDENTIAL • "3 -4 DWELLINGS /ACRE" A 0.60 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 MP SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.15 EFFECTIVE AREA(ACRES) = 5.91 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) = 11.29 PR ON END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.51 FLOW VELOCITY(FEET /SEC.) = 2.57 DEPTH *VELOCITY(FT *FT /SEC.) = 1.46 N M LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1560.00 FEET. 6 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE = 31 sm » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< 60 »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 21.27 DOWNSTREAM(FEET) = 21.08 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 • DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.93 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 11.29 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 17.31 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1590.00 FEET. ******************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * to FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 u m »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: w TIME OF CONCENTRATIONS (MIN . t -- 17.31 RAINFALL INTENSITY(INCH /HRH = 2.59 10 AREA - AVERAGED Fm(INCH/HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 um EFFECTIVE STREAM AREA(ACRES) = 5.91 • TOTAL STREAM AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.29 00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 220.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< Am »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« gig INITIAL SUBAREA FLOW - LENGTH(FEET) = 485.00 ELEVATION DATA: UPSTREAM(FEET) = 42.00 DOWNSTREAM(FEET) = 29.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.211 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.559 w SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL 00 "3 -4 DWELLINGS /ACRE" A 0.81 0.80 0.60 52 10.21 OP MO ow MO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 mm SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 2.25 MO TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) = 2.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PM FLOW PROCESS FROM NODE 220.00 TO NODE 240.00 IS CODE = 62 Mg »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< > »» (STREET TABLE SECTION # 1 USED) ««< me OM UPSTREAM ELEVATION(FEET) = 29.80 DOWNSTREAM ELEVATION(FEET) = 25.80 STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 ewe DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 MO STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 uw Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 OW * * TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: eau STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.21 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.17 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 4.37 Tc(MIN.) = 14.58 .., * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.874 SUBAREA LOSS RATE DATA(AMC III): MO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.30 0.80 0.60 52 MN SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 mw SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.80 EFFECTIVE AREA(ACRES) = 2.11 AREA - AVERAGED Fm(INCH/HR) = 0.48 MO AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 4.55 END OF SUBAREA STREET FLOW HYDRAULICS: MO DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.48 FLOW VELOCITY(FEET /SEC.) = 2.27 DEPTH *VELOCITY(FT *FT /SEC.) = 0.97 w LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1055.00 FEET. FLOW PROCESS FROM NODE 240.00 TO NODE 160.00 IS CODE = 31 mw » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< _ ELEVATION DATA: UPSTREAM(FEET) = 21.49 DOWNSTREAM(FEET) = 21.08 A' FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.60 OM ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 4.55 IN PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.64 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 160.00 = 1080.00 FEET. mm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MO FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 >» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< im NO M1 a MN WI »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ma TOTAL NUMBER OF STREAMS = 2 II CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.64 111 RAINFALL INTENSITY(INCH /HR) = 2.87 AREA - AVERAGED Fm(INCH /HR) = 0.48 a AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.11 ma TOTAL STREAM AREA(ACRES) = 2.11 a PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.55 ** CONFLUENCE DATA ** as STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER gg NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 11.29 17.31 2.593 0.80( 0.48) 0.60 5.9 100.00 2 4.55 14.64 2.867 0.80( 0.48) 0.60 2.1 200.00 ma RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO gg CONFLUENCE FORMULA USED FOR 2 STREAMS. as ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER • NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.34 14.64 2.867 0.80( 0.48) 0.60 7.1 200.00 am 2 15.32 17.31 2.593 0.80( 0.48) 0.60 8.0 100.00 id COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.34 Tc(MIN.) = 14.64 EFFECTIVE AREA(ACRES) = 7.11 AREA - AVERAGED Fm(INCH /HR) = 0.48 W11 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 Ili TOTAL AREA(ACRES) = 8.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1590.00 FEET. - ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ill FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< MI »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< a ELEVATION DATA: UPSTREAM(FEET) = 21.08 DOWNSTREAM(FEET) = 20.85 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 N DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.72 • ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 15.34 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 14.78 gin LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 1635.00 FEET. MN ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 OM • »> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.78 ma * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.851 gg SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN a111 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.35 0.80 0.60 52 gi RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.12 0.80 0.60 52 am SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 S SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 1.00 EFFECTIVE AREA(ACRES) = 7.58 AREA - AVERAGED Fm(INCH /HR) = 0.48 ano AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 11 um pm 40 TOTAL AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) = 16.19 mm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WO FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 31 mm »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< WO ELEVATION DATA: UPSTREAM(FEET) = 20.85 DOWNSTREAM(FEET) = 20.50 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.0 INCHES WO PIPE -FLOW VELOCITY(FEET /SEC.) = 5.74 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 16.19 ma PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 14.99 40 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1710.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OW FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 10 TIME OF CONCENTRATION(MIN.) = 14.99 RAINFALL INTENSITY(INCH /HR) = 2.83 mm AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 WO AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 7.58 TOTAL STREAM AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.19 le ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< OW »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« "'"" INITIAL SUBAREA FLOW - LENGTH(FEET) = 355.00 ELEVATION DATA: UPSTREAM(FEET) = 38.40 DOWNSTREAM(FEET) = 34.24 WO Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 mm SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.501 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.500 OW SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL WO "3 -4 DWELLINGS /ACRE" A 0.81 0.80 0.60 52 10.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 WM SUBAREA RUNOFF(CFS) = 2.20 WO TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) = 2.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** mm FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 62 WO » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 34.24 DOWNSTREAM ELEVATION(FEET) = 26.30 OW STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 a DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 • INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 no NS OM MO OM di SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 'w STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 MO Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 s * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: • STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.81 um AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.97 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.11 M' STREET FLOW TRAVEL TIME(MIN.) = 2.97 Tc(MIN.) = 13.47 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.014 SUBAREA LOSS RATE DATA(AMC III): mm DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS OM LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.60 0.80 0.60 52 mil SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 di SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.65 EFFECTIVE AREA(ACRES) = 2.41 AREA - AVERAGED Fm(INCH /HR) = 0.48 - AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) = 5.50 Ol END OF SUBAREA STREET FLOW HYDRAULICS: , DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.43 FLOW VELOCITY(FEET /SEC.) = 3.17 DEPTH * VELOCITY(FT*FT /SEC.) = 1.29 MO LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 885.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** e.. FLOW PROCESS FROM NODE 320.00 TO NODE 180.00 IS CODE = 1 III »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< NMI TOTAL NUMBER OF STREAMS = 2 di CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.47 *m RAINFALL INTENSITY(INCH /HR) = 3.01 AREA - AVERAGED Fm(INCH/HR) = 0.48 SO AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 as EFFF 'TTVE . ARFP. (CR S) = 2.41 TOTAL STREAM AREA(ACRES) - 2.41 id PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.50 +w ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER • NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 16.19 14.99 2.827 0.80( 0.48) 0.60 7.6 200.00 1 16.07 17.66 2.562 0.80( 0.48) 0.60 8.5 100.00 om 2 5.50 13.47 3.014 0.80( 0.48) 0.60 2.4 300.00 Mi RAINFALL INTENSITY'AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. OM MO ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 'w* 1 21.21 13.47 3.014 0.80( 0.48) 0.60 9.2 300.00 2 21.29 14.99 2.827 0.80( 0.48) 0.60 10.0 200.00 MO 3 20.59 17.66 2.562 0.80( 0.48) 0.60 10.9 100.00 mpg COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.29 Tc(MIN.) = 14.99 MI EFFECTIVE AREA(ACRES) = 9.99 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 ,. TOTAL AREA(ACRES) = 10.90 if OM U di LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1710.00 FEET. ma ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 31 mm »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< di ELEVATION DATA: UPSTREAM(FEET) = 20.50 DOWNSTREAM(FEET) = 20.38 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 mm DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.7 INCHES Mg PIPE -FLOW VELOCITY(FEET /SEC.) = 6.22 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 21.29 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 15.06 MO LONGEST FLOWPATH FROM NODE 100.00 TO NODE 190.00 = 1735.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** mm FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 IN » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< mm TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: II TIME OF CONCENTRATION(MIN.) = 15.06 RAINFALL INTENSITY(INCH /HR) = 2.82 AREA - AVERAGED Fm(INCH/HR) = 0.48 AREA - AVERAGED Fp(INCH /HR) = 0.80 MO AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 9.99 ... TOTAL STREAM AREA(ACRES) = 10.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.29 ow ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« w INITIAL SUBAREA FLOW - LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 38.20 DOWNSTREAM(FEET) = 34.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 - SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.234 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.554 MO SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc WO LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL MO "3 -4 DWELLINGS /ACRE" A 0.69 0.80 0.60 52 10.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 mm SUBAREA RUNOFF(CFS) = 1.91 • TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 1.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** mm FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE = 62 Mi » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED) ««< am UPSTREAM ELEVATION(FEET) = 34.40 DOWNSTREAM ELEVATION(FEET) = 26.30 MO STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 mm DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 Mg INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ■s 110 OM I MM SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 - STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 MO Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 - * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.22 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.00 MM PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.03 Me STREET FLOW TRAVEL TIME(MIN.) = 2.55 Tc(MIN.) = 12.79 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.110 SUBAREA LOSS RATE DATA(AMC III): MO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS NS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.02 0.80 0.60 52 ""' SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 MO SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 2.42 EFFECTIVE AREA(ACRES) = 1.71 AREA - AVERAGED Fm(INCH /HR) = 0.48 mm AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 4.05 MO END OF SUBAREA STREET FLOW HYDRAULICS: , DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.46 FLOW VELOCITY(FEET /SEC.) = 3.16 DEPTH *VELOCITY(FT *FT /SEC.) = 1.16 MO LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 790.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w FLOW PROCESS FROM NODE 420.00 TO NODE 190.00 IS CODE = 31 S » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<«« » » > USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< wr+ ELEVATION DATA: UPSTREAM(FEET) = 22.10 DOWNSTREAM(FEET) = 20.38 MO FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 MM DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.62 MO ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 4.05 we PI= TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 12.87 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 190.00 = 835.00 FEET. up ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ® FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 WI »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.87 RAINFALL INTENSITY(INCH /HR) = 3.10 mm AREA- AVERAGED Fm(INCH /HR) = 0.48 Mi AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.71 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.05 MO ** CONFLUENCE DATA ** mm STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 21.21 13.54 3.005 0.80( 0.48) 0.60 9.2 300.00 1 21.29 15.06 2.819 0.80( 0.48) 0.60 10.0 200.00 m , 1 20.59 17.73 2.556 0.80( 0.48) 0.60 10.9 100.00 MI am 1 gm NO 2 4.05 12.87 3.097 0.80( 0.48) 0.60 1.7 400.00 MO RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO gi CONFLUENCE FORMULA USED FOR 2 STREAMS. Mil ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NO NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 24.96 12.87 3.097 0.80( 0.48) 0.60 10.5 400.00 2 25.12 13.54 3.005 0.80( 0.48) 0.60 10.9 300.00 MR 3 24.91 15.06 2.819 0.80( 0.48) 0.60 11.7 200.00 MO 4 23.81 17.73 2.556 0.80( 0.48) 0.60 12.6 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: O R PEAK FLOW RATE(CFS) = 25.12 Tc(MIN.) = 13.54 Ili EFFECTIVE AREA(ACRES) = 10.93 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 12.61 m LONGEST FLOWPATH FROM NODE 100.00 TO NODE 190.00 = 1735.00 FEET. IN ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 999.00 IS CODE = 31 mR » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< NM »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< *,,. ELEVATION DATA: UPSTREAM(FEET) = 20.38 DOWNSTREAM(FEET) = 18.41 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ill DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.01 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 ... PIPE - FLOW(CFS) = 25.12 MN PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 13.65 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 999.00 = 1815.00 FEET. FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 81 MN »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< mm MAINLINE Tc(MIN) = 13.65 V * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.990 SUBAREA LOSS RATE DATA(AMC III): 40 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ✓ RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 mm SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 ✓ SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.90 EFFECTIVE AREA(ACRES) = 11.33 AREA - AVERAGED Fm(INCH /HR) = 0.48 mm AREA-AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 13.01 PEAK FLOW RATE(CFS) = 25.62 a END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.01 TC(MIN.) = 13.65 °w EFFECTIVE AREA(ACRES) = 11.33 AREA - AVERAGED Fm(INCH /HR)= 0.48 V AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 A PEAK FLOW RATE(CFS) = 25.62 r - tc ` 6 cfs OM ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER MO NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 25.49 12.99 3.081 0.80( 0.48) 0.60 10.9 400.00 , 2 25.62 13.65 2.990 0.80( 0.48) 0.60 11.3 300.00 3 25.36 15.17 2.807 0.80( 0.48) 0.60 12.1 200.00 MI 4 24.22 17.85 2.546 0.80( 0.48) 0.60 13.0 100.00 MR NO RI al tat. Si al Si till at 11 till 11 Si 11 Si 0 o t ult fros OWN 110 AO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE IN (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) , Ver. 10.0 Release Date: 01/01/2004 License ID 1251 00 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 OS * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ON * Tract 16383 - JN: 652 -1942 * Fontana, San Bernardino, California * 100 -year developed condition for Oleander basin routing - ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: P: \652 -1942 \DRAINAGE \383D00.DAT TIME /DATE OF STUDY: 11:14 04/26/2006 ws USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: N -- *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 = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5300 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* OW *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING — WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: • 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) ow 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 590.00 ELEVATION DATA: UPSTREAM(FEET) = 50.50 DOWNSTREAM(FEET) = 39.41 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.706 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.079 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.48 0.80 0.60 52 11.71 N qi S 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 4.80 TOTAL AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) = 4.80 UPI FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 S »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>( STREET TABLE SECTION # 1 USED) ««< 10 UPSTREAM ELEVATION(FEET) = 39.41 DOWNSTREAM ELEVATION(FEET) = 29.80 STREET LENGTH(FEET) = 345.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 a DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 MS STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 • * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.44 MO AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.18 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.62 w STREET FLOW TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 13.08 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.816 • SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN a RESIDENTIAL MN "3 -4 DWELLINGS /ACRE" A 0.98 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 e! SUBAREA AREA(ACRES) = 0.98 SUBAREA RUNOFF(CFS) = 2.94 EFFECTIVE AREA(ACRES) = 2.46 AREA - AVERAGED Fm(INCH /HR) = 0.48 IN AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) = 7.39 a END OF SUBAREA STREET FLOW HYDRAULICS: US DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.36 FLOW VELOCITY(FEET /SEC.) = 4.31 DEPTH *VELOCITY(FT *FT /SEC.) = 1.75 fie LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 935.00 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 62 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 29.80 DOWNSTREAM ELEVATION(FEET) = 27.78 00 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 MI DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 411, INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 S Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 me * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.95 MN U I en I STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: RR STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.57 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.71 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.33 UM STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 14.68 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.560 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 MR SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.11 • EFFECTIVE AREA(ACRES) = 2.86 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.86 PEAK FLOW RATE(CFS) = 7.94 gm END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.57 FLOW VELOCITY(FEET /SEC.) = 2.70 DEPTH *VELOCITY(FT *FT /SEC.) = 1.32 mu LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1195.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< a MAINLINE Tc(MIN) = 14.68 on * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.560 SUBAREA LOSS RATE DATA(AMC III): Mi DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.14 0.80 0.60 52 Mr RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.31 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 6.80 EFFECTIVE AREA(ACRES) = 5.31 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 - TOTAL AREA(ACRES) = 5.31 PEAK FLOW :A TE(CFS) _ 14. FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 62 mom »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< OM »»>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 27.78 DOWNSTREAM ELEVATION(FEET) = 25.80 STREET LENGTH(FEET) = 365.00 CURB HEIGHT(INCHES) = 8.0 N STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 up INSIDE STREET CROSSFALL(DECIMAL) = 0.020 M. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 , SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 MI Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 alt * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: • STREET FLOW DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 23.25 ,.. AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.77 MI PP N MP a PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 16.88 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.275 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS es LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.60 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 MP SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.51 EFFECTIVE AREA(ACRES) = 5.91 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) = 14.88 MR END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 22.90 FLOW VELOCITY(FEET /SEC.) = 2.74 DEPTH *VELOCITY(FT *FT /SEC.) = 1.69 'R LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1560.00 FEET. 40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE = 31 mm »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< am ELEVATION DATA: UPSTREAM(FEET) = 21.27 DOWNSTREAM(FEET) = 21.08 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 OO DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.27 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 am PIPE- FLOW(CFS) = 14.88 OW PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 16.96 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1590.00 FEET. am ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< mm TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.96 +m RAINFALL INTENSITY(INCH /HR) = 3.27 AREA - AVERAGED Fm(INCH/HR) = 0.48 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 mm EFFECTIVE STREAM AREA(ACRES) = 5.91 TOTAL STREAM AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w FLOW PROCESS FROM NODE 200.00 TO NODE 220.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« MP INITIAL SUBAREA FLOW - LENGTH(FEET) = 485.00 ELEVATION DATA: UPSTREAM(FEET) = 42.00 DOWNSTREAM(FEET) = 29.80 m Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.211 MO * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.427 SUBAREA Tc AND LOSS RATE DATA(AMC III): Aw DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 6 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.81 0.80 0.60 52 10.21 MR SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 OO MO OM U di SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 um ' SUBAREA RUNOFF(CFS) = 2.88 TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) = 2.88 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OM FLOW PROCESS FROM NODE 220.00 TO NODE 240.00 IS CODE = 62 »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED) ««< um UPSTREAM ELEVATION(FEET) = 29.80 DOWNSTREAM ELEVATION(FEET) = 25.80 ON STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = = = OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 m+* SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 AI Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 AM * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.69 MR AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.29 N O PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 4.16 Tc(MIN.) = 14.37 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.607 SUBAREA LOSS RATE DATA(AMC III): ON DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "'" "3 -4 DWELLINGS /ACRE" A 1.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.66 !m EFFECTIVE AREA(ACRES) = 2.11 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 O N TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 5.94 .w. END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTrttrr.r,i) = 1J.U3 FLOW VELOCITY(FEET /SEC.) = 2.43 DEPTH *VELOCITY(FT *FT /SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1055.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 240.00 TO NODE 160.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< m »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 21.49 DOWNSTREAM(FEET) = 21.08 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 '+" ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.12 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 5.94 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.43 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 160.00 = 1080.00 FEET. am FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 U » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » > »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< gm O M a O M a ** TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Mi TIME OF CONCENTRATION(MIN.) = 14.43 RAINFALL INTENSITY(INCH /HR) = 3.60 ,m AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 Ili AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.11 TOTAL STREAM AREA(ACRES) = 2.11 mm PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.94 MI ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER "OM NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE i 1 14.88 16.96 3.265 0.80( 0.48) 0.60 5.9 100.00 2 5.94 14.43 3.598 0.80( 0.48) 0.60 2.1 200.00 mm RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Ill ** PEAK FLOW RATE TABLE ** mm STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE MN 1 20.11 14.43 3.598 0.80( 0.48) 0.60 7.1 200.00 2 20.19 16.96 3.265 0.80( 0.48) 0.60 8.0 100.00 mm COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: WM PEAK FLOW RATE(CFS) = 20.19 Tc(MIN.) = 16.96 EFFECTIVE AREA(ACRES) = 8.02 AREA - AVERAGED Fm(INCH /HR) = 0.48 am AREA-AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.02 a LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1590.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** O ' FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 31 wa »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< me ELEVATION DATA: UPSTREAM(FEET) = 21.08 DOWNSTREAM(FEET) = 20.85 ii FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.7 INCHES mom PIPE-FLOW JELOCITY(FEET /SEC.) = 6.17 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 WM PIPE- FLOW(CFS) = 20.19 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 17.08 Mit LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 1635.00 FEET. FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 mm »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.08 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.251 mm SUBAREA LOSS RATE DATA(AMC III): a DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "m "3 -4 DWELLINGS /ACRE" A 0.35 0.80 0.60 52 RESIDENTIAL Ml "3 -4 DWELLINGS /ACRE" A 0.12 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 mw SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 1.17 a EFFECTIVE AREA(ACRES) = 8.49 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 ,,,, TOTAL AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) = 21.19 UN ma gum mom ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NO NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 21.24 14.55 3.580 0.80( 0.48) 0.60 7.6 200.00 mm 2 21.19 17.08 3.251 0.80( 0.48) 0.60 8.5 100.00 NEW PEAK FLOW DATA ARE: is PEAK FLOW RATE(CFS) = 21.24 Tc(MIN.) = 14.55 AREA - AVERAGED Fm(INCH/HR) = 0.48 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 EFFECTIVE AREA(ACRES) = 7.61 mm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 31 "m » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< IMO ELEVATION DATA: UPSTREAM(FEET) = 20.85 DOWNSTREAM(FEET) = 20.50 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES OM PIPE -FLOW VELOCITY(FEET /SEC.) = 6.15 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 mm PIPE - FLOW(CFS) = 21.24 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 14.75 MI LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1710.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** mm FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 OM » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< mm TOTAL NUMBER OF STREAMS = 2 OM CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.75 RAINFALL INTENSITY(INCH /HR) = 3.55 m '" AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA - AVERAGED Fp(INCH /HR) = 0.80 MO AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 7.61 mm TOTAL STREAM AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.24 OM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** m. FLOW PROCESS FROM NODE 300.00 TO NODE 1 - 3 CODE' 21 MN » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ,w INITIAL SUBAREA FLOW - LENGTH(FEET) = 355.00 • ELEVATION DATA: UPSTREAM(FEET) = 38.40 DOWNSTREAM(FEET) = 34.24 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 m. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.501 OM * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.354 SUBAREA Tc AND LOSS RATE DATA(AMC'III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc '"" LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL es "3 -4 DWELLINGS /ACRE" A 0.81 0.80 0.60 52 10.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 2.83 OM TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) = 2.83 mum ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 62 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< mm » »>( STREET TABLE SECTION # 1 USED) ««< NM me ON omm oft UPSTREAM ELEVATION(FEET) = 34.24 DOWNSTREAM ELEVATION(FEET) = 26.30 Si STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 am DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 MR SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Ai Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 yaw * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.14 MA AVERAGE FLOW VELOCITY(FEET /SEC.). = 3.13 AN PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 2.82 Tc(MIN.) = 13.32 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.774 SUBAREA LOSS RATE DATA(AMC III): OM DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.60 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 km SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 4.75 PIONNA EFFECTIVE AREA(ACRES) = 2.41 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 i1n TOTAL AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) = 7.15 ,., END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 13.90 OW FLOW VELOCITY(FEET /SEC.) = 3.37 DEPTH *VELOCITY(FT *FT /SEC.) = 1.47 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 885.00 FEET. "'° ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WO FLOW PROCESS FROM NODE 320.00 TO NODE 180.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< AM - »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.32 RAINFALL INTENSITY(INCH /HR) = 3.77 • AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 OM AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.41 AM TOTAL STREAM AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.15 moo ** CONFLUENCE DATA ** 40 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 21.24 14.75 3.551 0.80( 0.48) 0.60 7.6 200.00 AM 1 21.19 17.29 3.228 0.80( 0.48) 0.60 8.5 100.00 2 7.15 13.32 3.774 0.80( 0.48) 0.60 2.4 300.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO '" CONFLUENCE FORMULA USED FOR 2 STREAMS. AO ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER A* NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE a 0. 1 27.73 13.32 3.774 0.80( 0.48) 0.60 9.3 300.00 mw 2 27.91 14.75 3.551 0.80( 0.48) 0.60 10.0 200.00 3 27.16 17.29 3.228 0.80( 0.48) 0.60 10.9 100.00 MO COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: mm PEAK FLOW RATE(CFS) = 27.91 Tc(MIN.) = 14.75 EFFECTIVE AREA(ACRES) = 10.02 AREA - AVERAGED Fp(INCH/HR) = 0.48 MO AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 10.90 , LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1710.00 FEET. FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 31 mm »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « ELEVATION DATA: UPSTREAM(FEET) = 20.50 DOWNSTREAM(FEET) = 20.38 '"" FLOW LENGTH(FEET) = 25.00 MANNING`S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.0 INCHES Oi PIPE -FLOW VELOCITY(FEET /SEC.) = 6.65 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 "*' PIPE - FLOW(CFS) = 27.91 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.81 MO LONGEST FLOWPATH FROM NODE 100.00 TO NODE 190.00 = 1735.00 FEET. ,+w ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 N O »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< AIM TOTAL NUMBER OF STREAMS = 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.81 RAINFALL INTENSITY(INCH /HR) = 3.54 AREA - AVERAGED Fp(INCH/HR) = 0.48 MO AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 10.02 '" TOTAL STREAM AREA(ACRES) = 10.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.91 ON ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ma FLOW PROCESS FROM NODE 400.00 TO NCLF 41^.00 IS 02.DE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« MP INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 MO ELEVATION DATA: UPSTREAM(FEET) = 38.20 DOWNSTREAM(FEET) = 34.40 411111l Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.234 10 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.421 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ma LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) • RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.69 0.80 0.60 52 10.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 mm SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 2.45 Ni TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 2.45 __ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< MO um MO mom ""o UPSTREAM ELEVATION(FEET) = 34.40 DOWNSTREAM ELEVATION(FEET) = 26.30 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 MO STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 w SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 MO Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 em * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.02 • STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.39 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.17 di PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 12.65 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.893 - SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL am "3 -4 DWELLINGS /ACRE" A 1.02 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 3.14 ®,. EFFECTIVE AREA(ACRES) = 1.71 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 10 TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 5.26 ,, END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.72 MO FLOW VELOCITY(FEET /SEC.) = 3.36 DEPTH *VELOCITY(FT *FT /SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 790.00 FEET. FLOW PROCESS FROM NODE 420.00 TO NODE 190.00 IS CODE = 31 as » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« "*' > >' °I "'TG COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< MO ELEVATION DATA: UPSTREAM(FEET) = 22.10 DOWNSTREAM(FEET) = 20.38 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 •w ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.7 INCHES SO PIPE -FLOW VELOCITY(FEET /SEC.) = 9.30 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 mm PIPE- FLOW(CFS) = 5.26 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 12.73 MO LONGEST FLOWPATH FROM NODE 400.00 TO NODE 190.00 = 835.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * ** * *** sm FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 MO »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< MO TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.73 '"w RAINFALL INTENSITY(INCH /HR) = 3.88 AREA - AVERAGED Fm(INCH/HR) = 0.48 es AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 w EFFECTIVE STREAM AREA(ACRES) = 1.71 MO moo 40 OP 40 TOTAL STREAM AREA(ACRES) = 1.71 op PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.26 40 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER MP NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 27.73 13.39 3.763 0.80( 0.48) 0.60 9.3 300.00 MO 1 27.91 14.81 3.542 0.80( 0.48) 0.60 10.0 200.00 1 27.16 17.35 3.221 0.80( 0.48) 0.60 10.9 100.00 2 5.26 12.73 3.878 0.80( 0.48) 0.60 1.7 400.00 maw • RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. or ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 32.56 12.73 3.878 0.80( 0.48) 0.60 10.5 400.00 am 2 32.81 13.39 3.763 0.80( 0.48) 0.60 11.0 300.00 3 32.64 14.81 3.542 0.80( 0.48) 0.60 11.7 200.00 MO 4 31.40 17.35 3.221 0.80( 0.48) 0.60 12.6 100.00 mop COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.81 Tc(MIN.) = 13.39 MO EFFECTIVE AREA(ACRES) = 10.99 AREA- AVERAGED Fm(INCH/HR) = 0.48 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 12.61 om LONGEST FLOWPATH FROM NODE 100.00 TO NODE 190.00 = 1735.00 FEET. MO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 999.00 IS CODE = 31 NM »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< MO » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< Am ELEVATION DATA: UPSTREAM(FEET) = 20.38 DOWNSTREAM(FEET) = 18.41 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 MN DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.53 em ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 32.81 MO PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 13.49 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 999.00 = 1815.00 FEET. am ****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *r k- ............... ...., * *,,,,,- , * * * * * * * * * * * * * * * ** S FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 81 ms »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 MAINLINE TC(MIN) = 13.49 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.746 SUBAREA LOSS RATE DATA(AMC III): • ' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS MO LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN • RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 MO SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.18 EFFECTIVE AREA(ACRES) = 11.39 AREA - AVERAGED Fm(INCH/HR) = 0.48 ■w AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 13.01 PEAK FLOW RATE(CFS) = 33.50 MO END OF STUDY SUMMARY: , TOTAL AREA(ACRES) = 13.01 TC(MIN.) = 13.49 EFFECTIVE AREA(ACRES) = 11.39 AREA - AVERAGED Fm(INCH/HR)= 0.48 MO AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 33.50 ao-o„-es.ce,\& MIMI MO Ow 00 MM 00 ** PEAK FLOW RATE TABLE ** _ STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE OM 1 33.29 12.84 3.859 0.80( 0.48) 0.60 10.9 400.00 2 33.50 13.49 3.746 0.80( 0.48) 0.60 11.4 300.00 3 33.27 14.92 3.526 0.80( 0.48) 0.60 12.1 200.00 um 4 31.98 17.46 3.209 0.80( 0.48) 0.60 13.0 100.00 MO END OF RATIONAL METHOD ANALYSIS lim mu S e ww 0 00 0 MO S MO a MO a S ■w S S uw S aw S 00 IN WEST BASIN DEVELOPED HYDROLOGY FOR CATCH BASIN SIZING ii II 41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 OR II Analysis prepared by: Madole & Associates, Inc. r :_ 760 -A S. Rochester Avenue Ontario, Ca 91761 ili * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16383 FONTANA * * Q100 -YR HYDROLOGY STUDY FOR CATCH BASIN SIZING * * JN: 652 -1942 TN 383D00CB.DAT * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FILE NAME: P: \652 -1942 \DRAINAGE \383D00CB.DAT TIME /DATE OF STUDY: 15:45 07/21/2006 i i 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 = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* r thi SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5300 41 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR II NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 ii GLOBAL oix ET �,U -[ErTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) II; *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED I! ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 »» )RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< r ail »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« IP INITIAL SUBAREA FLOW - LENGTH(FEET) = 590.00 ELEVATION DATA: UPSTREAM(FEET) = 50.50 DOWNSTREAM(FEET) = 39.41 ;-; Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.706 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.079 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.48 0.98 0.60 32 11.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 4.65 TOTAL AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) = 4.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 39.41 DOWNSTREAM ELEVATION(FEET) = 29.80 STREET LENGTH(FEET) = 345.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to - curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.14 r'" PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.59 STREET FLOW TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 13.09 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.814 SUBAREA LOSS RATE DATA(AMC II): P" DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.98 0.98 0.60 32 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.98 SUBAREA RUNOFF(CFS) = 2.85 EFFECTIVE AREA(ACRES) = 2.46 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) = 7.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.14 FLOW VELOCITY(FEET /SEC.) = 4.29 DEPTH *VELOCITY(FT *FT /SEC.) = 1.72 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 935.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 21 FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 62 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< • »»>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 29.80 DOWNSTREAM ELEVATION(FEET) = 27.78 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ;I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Fl 1; ;1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 - Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: I; STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.36 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.68 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.30 STREET FLOW TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 14.71 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.556 II SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN li RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 I; SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.07 EFFECTIVE AREA(ACRES) = 2.86 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.86 PEAK FLOW RATE(CFS) = 7.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.36 FLOW VELOCITY(FEET /SEC.) = 2.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.30 rim LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1195.00 FEET. I. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 r »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.71 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.556 SUBAREA LOSS RATE DATA(AMC II): hi DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ,• "3 -4 DWELLINGS /ACRE" A 1.14 0.98 0.60 32 II RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.31 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 II SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 6.55 EFFECTIVE AREA(ACRES) = 5.31 AREA - AVERAGED Fm(INCH/HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.31 PEAK FLOW RATE(CFS) = 14.20 II ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 62 OR »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 27.78 DOWNSTREAM ELEVATION(FEET) = 25.80 ;11 STREET LENGTH(FEET) = 365.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 ICU INSIDE STREET CROSSFALL(DECIMAL) = 0.020 II OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I: STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 li * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 22.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.75 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.69 STREET FLOW TRAVEL TIME(MIN.) = 2.22 Tc(MIN.) = 16.93 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.269 SUBAREA LOSS RATE DATA(AMC II): 1; DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.60 0.98 0.60 32 II SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.45 EFFECTIVE AREA(ACRES) = 5.91 AREA - AVERAGED Fm(INCH /HR) = 0.59 ii AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.60 {, � TOTAL AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) = 14.28 G$ �R q END OF SUBAREA STREET FLOW HYDRAULICS: Ci DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 22.48 FLOW VELOCITY(FEET /SEC.) = 2.72 DEPTH *VELOCITY(FT *FT /SEC.) = 1.66 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1560.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ;; FLOW PROCESS FROM NODE 200.00 TO NODE 220.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« or 6 INITIAL SUBAREA FLOW - LENGTH(FEET) = 485.00 ELEVATION DATA: UPSTREAM(FEET) = 42.00 DOWNSTREAM(FEET) = 29.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.211 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.427 SUBAREA Tc AND LOSS RATE DATA(AMC II): I DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc II LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.81 0.98 0.60 32 10.21 1101 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HH) - 0.98 li SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = U.o0 SUBAREA RUNOFF(CFS) = 2.80 TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) = 2.80 ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 240.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 29.80 DOWNSTREAM ELEVATION(FEET) = 25.80 STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 8.0 ii STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ii OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 li II li * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.58 li STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.48 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.28 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 4.17 Tc(MIN.) = 14.38 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.606 SUBAREA LOSS RATE DATA(AMC II): 1; DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 II SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.53 EFFECTIVE AREA(ACRES) = 2.11 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 li TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 5.74 Gao # 3 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.82 FLOW VELOCITY(FEET /SEC.) = 2.41 DEPTH *VELOCITY(FT *FT /SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1055.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 38.20 DOWNSTREAM(FEET) = 34.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.234 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.421 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ill LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.69 0.98 0.60 32 10.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 I; SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 2.38 TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 2.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** li FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »» >( STREET TABLE SECTION # 1 USED) ««< I UPSTREAM ELEVATION(FEET) = 34.40 DOWNSTREAM ELEVATION(FEET) = 26.30 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 li DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ii SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.90 ii AII! i STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: MI: STREET FLOW DEPTH(FEET) = 0.36 ii HALFSTREET FLOOD WIDTH(FEET) = 10.25 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.15 PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 1.14 rii STREET FLOW TRAVEL TIME(MIN.) = 2.43 Tc(MIN.) = 12.67 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.890 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ri RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.02 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 3.03 EFFECTIVE AREA(ACRES) = 1.71 AREA - AVERAGED Fm(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 Q TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 5.09 GG # a Is ii END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.58 FLOW VELOCITY(FEET /SEC.) = 3.32 DEPTH *VELOCITY(FT *FT /SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 790.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ii »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 355.00 OP OP ELEVATION DATA: UPSTREAM(FEET) = 38.40 DOWNSTREAM(FEET) = 34.24 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)J* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.501 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.354 MI SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 17 RESIDENTIAL Il "3 -4 DWELLINGS /ACRE" A 0.81 0.98 32 10.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 Mw SUBAREA RUNOFF(CFS) = 2.75 ii TOTAL AREA(ACRES) = 0.81' PEAK FLOW RATE(CFS) = 2.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AIf! FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 62 li »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< OP UPSTREAM ELEVATION(FEET) = 34.24 DOWNSTREAM ELEVATION(FEET) = 26.30 ii STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 PP DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 OR SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 so STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 OR ii * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Is li * ` a i; STREET FLOW DEPTH(FEET) = 0.40 ii HALFSTREET FLOOD WIDTH(FEET) = 11.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.13 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 2.82 Tc(MIN.) = 13.32 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.774 SUBAREA LOSS RATE DATA(AMC II): II DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.60 0.98 0.60 32 VI SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 4.59 EFFECTIVE AREA(ACRES) = 2.41 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 C$ # TOTAL AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) = 6.92 ;II END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.69 FLOW VELOCITY(FEET /SEC.) = 3.35 DEPTH *VELOCITY(FT *FT /SEC.) = 1.45 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 885.00 FEET. III ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 100.00 ELEVATION DATA: UPSTREAM(FEET) = 25.80 DOWNSTREAM(FEET) = 25.44 0 II Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.010 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.122 i; SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.12 0.98 0.60 32 8.01 II SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 0.49 }� TOTAL AREA(ACRES) = 0.12 PEAK FLOW RATE(CFS) = 0.49 4.5 '^ II ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 241.00 TO NODE 242.00 IS CODE = 21 ii »> »RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 100.00 ELEVATION DATA: UPSTREAM(FEET) = 25.80 DOWNSTREAM(FEET) = 25.44 II Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.010 ii * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.122 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.35 0.98 0.60 32 8.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 i; SUBAREA RUNOFF(CFS) = 1.43 C � ^� ` TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 1.43 ii I 11 END OF STUDY SUMMARY: TOTAL AREA(ACRES) EFFECTIVE AREA(ACRES) = 0.35 TC(MIN.) = 8.01 0.35 AREA-AVERAGED Fm(INCH/HR)= 0.59 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 1.43 111 1 1 END OF RATIONAL METHOD ANALYSIS 11; WEST BASIN STREET FLOW & CATCH BASIN SIZING I i • - 1 i i 1 : i 1 ' , ■,. I i ■ . . F ■ 1 -------ii i 1 i 7.A71.71Mi-, ucfeattf ,-,. I l i': •Vc ------- 0 1 • ' - r ' — - - - _ ... , 1 : ■ r : . i 1 ,, -'1 • , f : d S I I 1 I N 1 : 1 1 ' I . ■ . ■ \ ' ,' . , I r • i ' -ao.,..evor.ar-:. CZ. It 4; io4p4410 CES # C 1 - , . I f , iliiioliA 1 411 tt..0....kft..11e-qtrI,4! 1 •••• - =I . tveantAkii LI ...' ti • 1 1 , . I i • ialegoes4 , .... 1 , 07:40vo 1 - I . ii . , „......„...,. ,.........„ 1 \ ,, 1 , i : !, • eitchArle.: • %, I 1 ; i • iiIi0Oial 1 • 1 , 1 i `• 1 . . : ■ ) 1 : :. . . ' ' • ' 1 I ,. . , , . • 1 ) '..,,. Ga. 41 3 ,,,,,, - • al 4t2. , '' 4,11 , ,/ . 1 41 1.4 = 14---7-/ ,/,, ,, , \i„ . ..„ .. , --- - . , FZ.,14(r•- r' . L TT , .6-74 4 3 , a 1/ , , IV V„....-0•• ' . * , • . • Ni r : z 1 i , ___........... ...._ .............. . .......,.- , , . ......._ .. . _ , ..,. ,‘ - ,mi • . . , , i • W - 7 ' "TRAcT 1 G 3 g.5 LI= 14 1 , , , 1 '. ' J:\652-1942\Zuti116383.dwa. 4/27/2006 9:25:42 AM, TN. TN R/W R/ 6 12' 18' CL 18' 12' 6" ' 5' 6.5' 0.19 6.5' 5' 6" [ LEL LINE AC PAVEMENT 10 27 I wax O CONC. .GONG. O SIDEWALK ; : _ ,< _ :SIDEWALK 0 00NC.G" & GUTTE` „ . =� ICAL = EC : ` & GUTTER O ;vc R 2 "B" & "D" STREET "B" STREET (STA 10 +00.00 TO STA. 15 +52.85) "D" STREET (STA. 10 +00.00 TO STA. 17 +32.35) NOT TO SCALE Ti= 5.5 R/W R/W 64' 12' 20' CL 20' 12' 6 " 5' 6.5' 0.15' 6.5' 5' 6" 29 LEVEL LINE AC PAVEMENT lO 2% 29 WON O CONC. J �,ONC. O SIDEWALK SIDEWALK O & ^ GUTTER TYPICAL SECtIOAJ GONG. CURB "A, "C" & "E" STREET & GUTTER O 'A" STREET (STA. 10 +00.00 TO STA. 14 +36.00) "C" STREET (STA. 10 +00.00 TO STA. 15 +74.35) "E" STREET (STA. 10 +00.00 TO STA. 19 +28.65) NOT TO SCALE T1 =5.5 SR I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RR HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 AA Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 I TIME /DATE OF STUDY: 10:32 04/27/2006 Problem Descriptions: TRACT 16383 STREET FLOW DEPTH & CATCH BASIN CALCULATIONS CB #1 W =7' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »» STREETFLOW MODEL INPUT INFORMATION«« PR CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 1.60 = ( o,4q t' LOS 0,66 ) Rom ea * 9' AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 OM CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.12500 pm FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: t STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.63 PRODUCT OF DEPTH &VELOCITY = 0.51 Off 41 j 07/21/06 D -2 L ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 I/ TIME /DATE OF STUDY: 10:33 04/27/2006 Problem Descriptions: TRACT 16383 STREET FLOW DEPTH & CATCH BASIN CALCULATIONS CB #1 W=7' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 1.60 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.31 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.00 < 1 • • OK.. 07/21/06 D -3 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 OR Analysis prepared by: it Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 TIME /DATE OF STUDY: 10:34 04/27/2006 Problem Descriptions: TRACT 16383 STREET FLOW DEPTH & CATCH BASIN CALCULATIONS CB #2 W =7' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.005000 + OAS (CBI CONSTANT STREET FLOW (CFS ) = 2.61 e (1.45 + t o S ( * 3 ) AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.62 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.78 PRODUCT OF DEPTH &VELOCITY = 0.64 II • 07/21/06 D-4 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 TIME /DATE OF STUDY: 10:35 04/27/2006 Problem Descriptions: TRACT 16383 STREET FLOW DEPTH & CATCH BASIN CALCULATIONS CB #2 W =7' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 2.61 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.36 ' »» / CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.91 \ L " 1 1 I 1 07/21 /06 D -5 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 A. Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 I TIME /DATE OF STUDY: 09:44 04/27/2006 Problem Descriptions: TRACT 16383 STREET FLOW DEPTH & CATCH BASIN CALCULATIONS CB #3 W =14' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »» STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.005000 nq CONSTANT STREET FLOW(CFS) = 10.04 J•1 t 4' L T L T T AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 411 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ** *STREET FLOW SPLITS OVER STREET - CROWN * ** FULL DEPTH(FEET) = 0.57 FLOOD WIDTH(FEET) = 20.00 FULL HALF- STREET FLOW(CFS) = 9.98 FULL HALF- STREET VELOCITY(FEET /SEC.) = 2.41 SPLIT DEPTH(FEET) = 0.20 SPLIT FLOOD WIDTH(FEET) = 1.79 I/ SPLIT FLOW(CFS) = 0.06 SPLIT VELOCITY(FEET /SEC.) = 0.31 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.41 PRODUCT OF DEPTH &VELOCITY = 1.37 04/27/06 D -6 II I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 II TIME /DATE OF STUDY: 09:53 04/27/2006 Problem Descriptions: TRACT 16383 STREET FLOW DEPTH & CATCH BASIN CALCULATIONS C8 #3 W =14' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« II Curb Inlet Capacities are approximated based on the Bureau of II Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 9.98 = ;14 t q' 3 " ' II GUTTER FLOWDEPTH(FEET) = 0.57 BASIN LOCAL DEPRESSION(FEET) = 0.33 II FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.80 1.63 ii 2.00 1.80 2.50 2.22 3.00 2.63 3.50 3.03 4.00 3.43 4.50 3.83 5.00 4.22 5.50 4.60 II 6.00 4.92 6.50 5.24 7.00 5.55 7.50 5.85 II 8.00 6.16 8.50 6.45 9.00 6.75 9.50 7.02 II 10.00 7.28 10.50 7.53 11.00 7.76 11.50 7.98 II 12.00 8.19 12.50 8. 3 9 c^-- 13. 8.76 q 98 - 8 , �1.5 c. 11 0 5 e 70 C 4 2 II 14.00 8.93 14.50 9.09 II 04/27/06 D -7 v , CT N N N N N N a� rnrn cO Ln CD Ln 0 cn0 0000 0 (.0 (.0 (.0 1 .0 1.0 1.0 0 C0 OD a CI Cr W N CO CO a Cn OO 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 11 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 = TIME /DATE OF STUDY: 09:35 04/27/2006 Problem Descriptions: TRACT 16383 STREET FLOW DEPTH & CATCH BASIN CALCULATIONS CB #4 W =14' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »» STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 14.28 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ** *STREET FLOW SPLITS OVER STREET - CROWN * ** FULL DEPTH(FEET) = 0.57 FLOOD WIDTH(FEET) = 20.00 FULL HALF- STREET FLOW(CFS) = 9.98 FULL HALF- STREET VELOCITY(FEET /SEC.) = 2.41 SPLIT DEPTH(FEET) = 0.46 SPLIT FLOOD WIDTH(FEET) = 14.51 TO SPLIT FLOW(CFS) = 4.30 SPLIT VELOCITY(FEE1 /SEC.) = 1.91 4, e STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.41 PRODUCT OF DEPTH &VELOCITY = 1.37 1 04/27/06 D -9 II II ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 11 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) V er. 10.0 Release Date: 01/01/2004 License ID 1251 11 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 TIME /DATE OF STUDY: 09:38 04/27/2006 Problem Descriptions: TRACT 16383 STREET FLOW DEPTH & CATCH BASIN CALCULATIONS CB #4 W =14' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« II Curb Inlet Capacities are approximated based on the Bureau of li Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 9.98 - ( 14.06 4 3 ) i: GUTTER FLOWDEPTH(FEET) = 0.57 BASIN LOCAL DEPRESSION(FEET) = 0.33 r FLOWBY BASIN ANALYSIS RESULTS: II BASIN WIDTH FLOW INTERCEPTION 1.80 1.63 II 2.00 1.80 2.50 2.22 3.00 2.63 3.50 3.03 II 4.30 3.43 4.50 3.83 5.00 4.22 5.50 4.60 6.00 4.92 6.50 5.24 7.00 5.55 7.50 5.85 II 8.00 6.16 8.50 6.45 9.00 6.75' 9.50 7.02 10.00 7.28 10.50 7.53 11.00 7.76 11.50 7.98 II 12.00 8.19 12.50 8.39 13.00 8.76 1 agf ' PA - II OS CIS- c� I II 14.00 8.93 14.50 9.09 II 04/27/06 D -10 1 15.00 9.24 15.50 9.38 ' 16.00 9.52 16.50 9.65 17.00 9.77 17.50 9.88 I 17.95 9.98 1 I I I I I I 1 . 04/27/06 D -11 I MI HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 OM Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 TIME /DATE OF STUDY: 09:59 04/27/2006 Problem Descriptions: TRACT 16383 STREET FLOW DEPTH & CATCH BASIN CALCULATIONS CB #5 W =14' * ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » STREETFLOW MODEL INPUT INFORMATION«« PP CONSTANT STREET GRADE(FEET /FEET) = 0.006700 CONSTANT STREET FLOW(CFS) = 6.92 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.16700 0 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: #m STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.24 IN AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.48 PRODUCT OF DEPTH &VELOCITY = 1.22 I !f I I I U ii MI I 04/27/06 D -12 II ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE ii (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: ii Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 I iii TIME /DATE OF STUDY: 10:01 04/27/2006 ll Problem Descriptions: TRACT 16383 71 STREET FLOW DEPTH & CATCH BASIN CALCULATIONS CB #5 W=14' * ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Po ii Curb Inlet Capacities are approximated based on the Bureau of OR Public Roads nomograph plots for flowby basins and sump basins. I STREETFLOW(CFS) = 6.92 GUTTER FLOWDEPTH(FEET) = 0.49 BASIN LOCAL DEPRESSION(FEET) = 0.33 ,r FLOWBY BASIN ANALYSIS RESULTS: II BASIN WIDTH FLOW INTERCEPTION 1.46 1.09 • 1.50 1.12 II 2.00 1.46 2.50 1.81 3.00 2.14 PI, 3.50 2.48 II 4.00 2.81 4.50 3.13 5.00 3.40 5.50 3.67 aa 011 6.00 3.93 6.50 4.18 7.00 4.43 7- 7.50 4.67 II 8.00 4.90 8.50 5.12 9.00 5.32 9.50 5.51 II 10.00 5.68 10.50 5.85 11.00 6.01 11.50 6.16 ii 12.00 6.30 12.50 6.43 / QQ C ill 13.50 13.00 6.56 r -( � /� 14.00 6.79 6. t2 r r` l 6 `•. Vt' To tA S Il 04/27/06 D -13 • 6 a 0 N ,t4 (.1 141 gin FIR Ifill 11,All LAI LAI Ea 1141 FIN UI ILAN II 11 UM till I; ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 TIME /DATE OF STUDY: 10:03 04/27/2006 Problem Descriptions: TRACT 16383 STREET FLOW DEPTH & CATCH BASIN CALCULATIONS CB #6 W =14' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »» STREETFLOW MODEL INPUT INFORMATION«« TT CONSTANT STREET GRADE(FEET /FEET) = 0.006700 CONSTANT STREET FLOW(CFS) = 5.09 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 PR CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 14.51 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.26 PRODUCT OF DEPTH &VELOCITY = 1.03 I; 04/27/06 D -15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I; HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 I; = TIME /DATE OF STUDY: 10:04 04/27/2006 Problem Descriptions: TRACT 16383 2 7 STREET FLOW DEPTH & CATCH BASIN CALCULATIONS 11 CB #6 W =14' * ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ON Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.09 GUTTER FLOWDEPTH(FEET) = 0.46 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.15 0.79 1.50 1.02 2.00 1.33 2.50 1.64 3.00 1.95 3.50 2.25 4.00 2.52 4.50 2.76 5.00 3.00 5.50 3.23 6.00 3.46 6.50 3.67 7.00 3.86 7.50 4.03 8.00 4.20 8.50 • 4.35 9.00 4.49 9.50 4.63 10.00 4.76 10.50 4.88 1 11.00 4.99 ` _ 1 11.48 5.09 � � O«- I; 04/27/06 D -16 WEST BASIN STORM DRAIN HYDRAULICS it t i 44 ii LINE "A" t ii Lai irl I r'l FA _w NEI = " MI 1E11 Uri IMII ILI FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5- 4 -2006 Time:11:29:47 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California Hydraulic Calculation for the Storm Drain Line 'A' in Oleander Avenue ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * *, ** * * * * ** ********************************************* , * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem - Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 1001.700 14.450 .386 14.836 13.57 5.02 .39 15.23 .50 .49 8.00 .500 8.000 .00 1 1.0 3.145 .0052 .0094 .03 .50 1.52 .46 .013 .00 .00 BOX I 1004.845 14.466 .374 14.841 13.57 5.18 .42 15.26 .50 .49 8.00 .500 8.000 .00 1 1.0 4.485 .0052 .0107 .05 .50 1.60 .46 .013 .00 .00 BOX I 1009.330 14.490 .357 14.847 13.57 5.43 .46 15.31 .00 .49 8.00 .500 8.000 .00 1 1.0 TRANS STR .0052 .0093 .12 .36 1.71 .013 .00 .00 BOX I 1022.760 14.560 .500 15.060 13.57 4.93 .38 15.44 .00 .50 6.50 .500 6.500 .00 1 1.0 .000 .0050 .0071 .00 .50 1.34 .50 .013 .00 .00 BOX WARNI4O - Flow depth near top of box conduit I I I I I I I I I I I I I 1022.760 14.560 .500 15.060 13.57 4.93 .38 15.44 .00 .50 6.50 .500 6.500 .00 1 1.0 - I- - I - - I - - I - - I- - I - - I - - I - - I - - I - - I - - I - - I - I 10.000 .0050 .0148 .15 .50 1.34 .50 .013 .00 .00 BOX I I I I I I I I I I I I I 1032.760 14.610 .598 15.208 13.57 4.93 .38 15.59 .00 .50 6.50 .500 6.500 .00 1 1.0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - (- TRANS STR .0050 .0087 .09 .60 1.34 .013 .00 .00 BOX I I I I I I I I I I I I I 1042.760 14.660 .825 15.485 13.57 3.88 .23 15.72 .00 .49 8.00 .500 8.000 .00 1 1.0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 222.340 .0050 .0087 1.94 .82 1.03 .47 .013 .00 .00 BOX I I' I I I I I I I I I I I 1265.100 15.770 1.655 17.425 13.57 3.88 .23 17.66 .00 .49 8.00 .500 8.000 .00 1 1.0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - (- TRANS STR .0056 .0053 .10 1.66 1.03 .013 .00 .00 BOX • I Li it. 4 C o ,.)T 2 4J e..,, r m1 FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5- 4 -2006 Time:11:29:47 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California Hydraulic Calculation for the Storm Drain Line 'A' in Oleander Avenue ******************************************************************************************** * ** * * * * * * * * * * * * * * * * * * * * * * * * * *:r * ** ** * ** Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1283.100 15.870 1.644 17.514 13.57 3.96 .24 17.76 .00 1.24 2.37 2.500 .000 .00 1 .0 5.340 .0037 .0019 .01 1.64 .58 1.31 .013 .00 .00 PIPE 1288.440 15.890 1.629 17.519 13.57 4.01 .25 17.77 .05 1.24 2.38 2.500 .000 .00 1 .0 14.042 .0049 .0020 .03 1.68 .59 1.21 .013 .00 .00 PIPE 1302.482 15.959 1.563 17.522 13.57 4.20 .27 17.80 .06 1.24 2.42 2.500 .000 .00 1 .0 8.278 .0049 .0022 .02 1.62 .64 1.21 .013 .00 .00 PIPE 1310.760 16.000 1.524 17.524 13.57 4.33 .29 17.82 .00 1.24 2.44 2.500 .000 .00 1 .0 12.090 .0050 .0025 .03 1.52 .67 1.21 .013 .00 .00 PIPE 1322.850 16.060 1.465 17.525 13.57 4.54 .32 17.84 .07 1.24 2.46 2.500 .000 .00 1 .0 9.543 .0054 .0028 .03 1.53 .73 1.18 .013 .00 .00 PIPE 1332.393 16.111 1.408 17.519 13.57 4.76 .35 17.87 .08 1.24 2.48 2.500 .000 .00 1 .0 7.983 .0054 .0031 .03 1.49 .78 1.18 .013 .00 .00 PIPE 1340.376 16.154 1.355 17.509 13.57 4.99 .39 17.90 .09 1.24 2.49 2.500 .000 .00 1 .0 4.794 .0054 .0035 .02 1.44 .84 1.18 .013 .00 .00 PIPE 1345.170 16.180 1.319 17.499 13.57 5.16 .41 17.91 .00 1.24 2.50 2.500 .000 .00 1 .0 6.643 .0050 .0039 .03 1.32 .89 1.20 .013 .00 .00 PIPE 1351.813 16.213 1.27Q 17.483• 13.57 5.42 .46 17.94 .00 1.24 2.50 2.500 .000 .00 1 .0 -- -- -1- -I- -- -I- -- -- -- -- -- -- -- - HYDRAULIC JUMP l FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5- 4 -2006 Time:11:29:47 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California Hydraulic Calculation for the Storm Drain Line 'A' in Oleander Avenue Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1351.813 16.213 1.203 17.416 13.57 5.81 .52 17.94 .00 1.24 2.50 2.500 .000 .00 1 .0 84.562 .0050 .0050 .42 1.20 1.06 1.20 .013 .00 .00 PIPE 1436.375 16.636 1.203 17.838 13.57 5.81 .52 18.36 .00 1.24 2.50 2.500 .000 .00 1 .0 20.885 .0050 .0051 .11 1.20 1.06 1.20 .013 .00 .00 PIPE 1457.260 16.740 1.183 17.923 13.57 5.93 .55 18.47 .00 1.24 2.50 2.500 .000 .00 1 .0 5.340 .0056 .0052 .03 1.18 1.09 1.16 .013 .00 .00 PIPE 1462.600 16.770 1.196 17.966 13.57 5.85 .53 18.50 .12 1.24 2.50 2.500 .000 .00 1 .0 17.108 .0051 .0051 .09 1.31 1.07 1.20 .013 .00 .00 PIPE 1479.708 16.857 1.196 18.053 13.57 5.85 .53 18.58 .12 1.24 2.50 2.500 .000 .00 1 .0 18.262 .0051 .0050 .09 1.31 1.07 1.20 .013 .00 .00 PIPE 1497.970 16.950 1.204 18.154 13.57 5.80 .52 18.68 .00 1.24 2.50 2.500 .000 .00 1 .0 26.230 .0050 .0050 .13 1.20 1.06 1.20 .013 .00 .00 PIPE 1524.200 17.081 1.204 18.285 13.57 5.80 .52 18.81 .00 1.24 2.50 2.500 .000 .00 1 .0 17.960 .0050 .0050 .09 1.20 1.06 1.20 .013 .00 .00 PIPE 1542.160 17.170 1.196 18.366 13.57 5.85 .53 18.90 .12 1.24 2.50 2.500 .000 .00 1 .0 17.707 .0051 .0051 .09 1.31 1.07 1.20 .013 .00 .00 PIPE 1559.867 17.260 1.196 18.456 13.57 5.85 .53 18.99 .12 1.24 2.50 2.500 .000 .00 1 .0 17.653 .0051 .0050 .09 1.31 1.07 1.20 .013 .00 .00 PIPE "i Sri IILI WI J I, •" I 11111 Ir I1 al 5.1 1 Wil Illr 1 WI FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5- 4 -2006 Time:11:29:47 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California Hydraulic Calculation for the Storm Drain Line 'A' in Oleander Avenue Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1577.520 17.350 1.207 18.557 13.57 5.79 .52 19.08 .00 1.24 2.50 2.500 .000 .00 1 .0 42.390 .0049 .0049 .21 1.21 1.05 1.21 .013 .00 .00 PIPE 1619.910 17.559 1.207 18.766 13.57 5.79 .52 19.29 .00 1.24 2.50 2.500 .000 .00 1 .0 8.210 .0049 .0047 .04 1.21 1.05 1.21 .013 .00 .00 PIPE 1628.120 17.600 1.239 18.839 13.57 5.59 .49 19.32 .00 1.24 2.50 2.500 .000 .00 1 .0 • TRANS STR 10.2402 .0024 .00 1.24 1.00 .013 .00 .00 PIPE 1628.121 17.610 1.776 19.386 13.57 1.76 .05 19.43 .00 .67 4.33 4.170 4.330 .00 0 .0 5.999 .0033 .0002 .00 1.78 .23 .72 .013 .00 .00 BOX 1634.120 17.630 1.757 19.387 13.57 1.78 .05 19.44 .00 .67 4.33 4.170 4.330 .00 0 .0 WALL ENTRANCE I 1634.120 17.630 1.758 19.388 13.57 10.87 1.84 21.22 .00 2.25 .71 .710 .710 .00 0 .0 I 1634.120 17.630 2.247 19.877 13.57 8.50 1.12 21.00 .00 2.25 .71 .710 .710 .00 0 .0 .1 Nil WA all 1111 -4 111 VI WI 1111 4 In IW11 Itil 4. FILE: A.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 5- 4 -2006 Time:11:29:39 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 PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 3 1 1.000 .500 8.000 .000 .000 .00 CD 2 3 1 1.000 .500 6.500 .000 .000 .00 CD 3 3 1 1.000 .500 8.000 .000 .000 .00 CD 4 4 1 2.500 CD 5 3 0 .000 4.170 4.330 .000 .000 .00 CD 6 2 0 .000 .710 .710 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Tract 16383 - JN: 652 -1942 HEADING LINE NO 2 IS - Fontana, San Bernardino, California HEADING LINE NO 3 IS - Hydraulic Calculation for the Storm Drain Line 'A' in Oleander Avenue W S P G W 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 1001.700 14.450 1 14.950 * ELEMENT NO 2 IS A REACH * * U/S DATA STATION ON'rERT SECT N RADIUS ANGLE ANG PT MAN H 1009.330 34.490 1 .013 9.715 45.000 .000 1 * ELEMENT NO 3 IS A TRANSITION * * U/S DATA STATION INERT SECT N RADIUS ANGLE 1022.760 34.560 2 .013 .000 .000 * ELEMENT NO 4 IS A REACH * * U/S DATA STATION :N✓ERT SECT N RADIUS ANGLE ANG PT MAN H 1032.760 14.610 2 .013 .000 .000 .000 0 * ELEMENT NO 5 IS A TRANSITION * * U/S DATA STATION :NTERT SECT N RADIUS ANGLE 1042.760 14 660 3 .013 .000 .000 * ELEMENT NO 6 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1265.100 15.770 3 .013 .000 .000 .000 0 * ELEMENT NO 7 IS A TRANSITION * * U/S DATA STATION INVERT SECT N RADIUS ANGLE 1283.100 15.870 4 .013 .000 .000 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1288.440 15.890 4 .013 .000 .000 .000 1 * ELEMENT NO 9 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1310.760 16.000 4 .013 22.500 56.838 .000 1 * ELEMENT NO 10 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1322.850 16.060 4 .013 .000 .000 .000 0 * ELEMENT NO 11 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1345.170 16.180 4 .013 22.500 - 56.838 .000 0 ELEMENT NO 12 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1457.260 16.740 4 .013 .000 .000 .000 0 ELEMENT NO 13 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1462.600 16.770 4 .013 .000 .000 .000 1 WS P G W PAGE NO 3 WATER SURFACE PRCFILE - ELEMENT CARD LISTING ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1497.970 16.950 4 .013 22.500 90.069 .000 0 ELEMENT NO 15 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1542.160 17.170 4 .013 .000 .000 .000 0 ELEMENT NO 16 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1577.520 17.350 4 .013 22.500 - 90.043 .000 0 ELEMENT NO 17 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1628.120 17.600 4 .013 .000 .000 .000 0 ELEMENT NO 18 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE 1628.121 17.610 5 .013 .000 .000 ELEMENT NO 19 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1634.120 17.630 5 .013 .000 .000 .000 0 ELEMENT NO 20 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 1634.120 17.630 6 .500 * ELEMENT NO 21 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT W S ELEV 1634.120 17.630 6 23.870 era era A.WSW T1 Tract 16383 - JN: 652 -1942 0 T2 Fontana, San Bernardino, California T3 Q100 -YR Line 'A' in Oleander Avenue SO 1001.700 14.450 1 14.950 R 1009.330 14.490 1 .013 45.000 .000 1 TS 1022.760 14.560 2 .013 .000 R 1032.760 14.610 2 .013 .000 .000 0 TS 1042.760 14.660 3 .013 .000 R 1265.100 15.770 3 .013 .000 .000 0 TS 1283.100 15.870 4 .013 .000 R 1288.440 15.890 4 .013 .000 .000 1 R 1310.760 16.000 4 .013 56.838 .000 1 R 1322.850 16.060 4 .013 .000 .000 0 R 1345.170 16.180 4 .013 - 56.838 .000 0 R 1457.260 16.740 4 .013 .000 .000 0 R 1462.600 16.770 4 .013 .000 .000 1 R 1497.970 16.950 4 .013 90.069 .000 0 R 1542.160 17.170 4 .013 .000 .000 0 R 1577.520 17.350 4 .013 - 90.043 .000 0 R 1628.120 17.600 4 .013 .000 .000 0 TS 1628.121 17.610 5 .013 .000 R 1634.120 17.630 5 .013 .000 .000 0 WE 1634.120 17.630 6 .500 SH 1634.120 17.630 6 23.870 CD 1 3 1 1.000 .500 8.000 .000 .000 .00 CD 2 3 1 1.000 .500 6.500 .000 .000 .00 CD 3 3 1 1.000 .500 8.000 .000 .000 .00 CD 4 4 1 .000 2.500 .000 .000 .000 .00 CD 5 3 0 .000 4.170 4.330 .000 .000 .00 CD 6 2 0 .000 .710 .710 .000 .000 .00 Q 13.570 .0 Page 1 « � LINE "B" FILE: B.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5- 9 -2006 Time: 1:57: 6 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California Hydraulic Calculation for Line "B" in Oleander Avenue ******************************************************************************************** * * * * * * ** * * * * * * * * * * * * * * * * * *:r * ** * * * ** * ** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth 1 Width Dia.-FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 1011.460 1418.410 5.460 1423.870 32.52 4.60 .33 1424.20 .00 1.85 .00 3.000 .000 .00 1 .0 13.690 .0263 .0024 .03 5.46 .00 1.13 .013 .00 .00 PIPE I 1025.150 1418.770 5.133 1423.903 32.52 4.60 .33 1424.23 .00 1.85 .00 3.000 .000 .00 1 .0 60.120 .0268 .0024 .14 .00 .00 1.12 .013 .00 .00 PIPE I 1085.270 1420.380 3.727 1424.107 32.52 4.60 .33 1424.44 .00 1.85 .00 3.000 .000 .00 1 .0 JUNCT STR .0077 .0020 .00 .00 .00 .013 .00 .00 PIPE I 1086.570 1420.390 3.879 1424.269 27.43 3.88 .23 1424.50 .00 1.69 .00 3.000 .000 .00 1 .0 6.540 .0046 .0017 .01 .00 .00 1.69 .013 .00 .00 PIPE I 1093.110 1420.420 3.874 1424.294 27 43 3.88 .23 1424.53 .00 1.69 .00 3.000 .000 .00 1 .0 2.720 .0073 .0017 .00 .00 .00 1.47 .013 .00 .00 PIPE I 1095.830 1420.440 3.868 1424.308 27.43 3.88 .23 1424.54 .00 1.69 .00 3.000 .000 .00 1 .0 12.570 .0048 .0017 .02 3.87 .00 1.67 .013 .00 .00 PIPE I 1108.400 1420.500 3.829 1424.329 27.43 3.88 .23 1424.56 .00 1.69 .00 3.000 .000 .00 1 .0 JUNCT STR .0034 .0013 .00 3.83 .00 .013 .00 .00 PIPE I 1111.320 1420.510 3.987 1424.497 20.71 2.93 .13 1424.63 .00 1.46 .00 3.000 .000 .00 1 .0 4.280 .0047 .0010 .00 3.99 .00 1.42 .013 .00 .00 PIPE I 1115.600 1420.530 3.971 1424.501 20.71 2.93 .13 1424.63 .00 1.46 .00 3.000 .000 .00 1 .0 38.130 .0050 .0010 .04 3.97 .00 1.39 .013 .00 .00 PIPE WI WI Ilkil WI WA 11E1 all . I W FILE: B.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5- 9 -2006 Time: 1:57: 6 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California Hydraulic Calculation for Line "B" in Oleander Avenue Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1153.730 1420.720 3.818 1424.538 20.71 2.93 .13 1424.67 .00 1.46 .00 3.000 .000 .00 1 .0 17.650 .0051 .0010 .02 .00 .00 1.38 .013 .00 .00 PIPE 1171.380 1420.810 3.764 1424.574 20.71 2.93 .13 1424.71 .00 1.46 .00 3.000 .000 .00 1 .0 8.180 .0049 .0010 .01 3.76 .00 1.40 .013 .00 .00 PIPE 1179.560 1420.850 3.732 1424.582 20.71 2.93 .13 1424.72 .00 1.46 .00 3.000 .000 .00 1 .0 JUNCT STR .0037 .0008 .00 3.73 .00 .013 .00 .00 PIPE 1182.230 1420.860 3.800 1424.660 17.50 2.48 .10 1424.76 .00 1.34 .00 3.000 .000 .00 1 .0 TRANS STR .0075 .0013 .00 3.80 .00 .013 .00 .00 PIPE 1184.901 1420.881 3.701 1424.582 17.50 3.57 .20 1424.78 .00 1.42 .00 2.500 .000 .00 1 .0 39.089 .0051 .0018 .07 3.70 .00 1.39 .013 .00 .00 PIPE 1223.990 1421.080 3.573 1424.653 17.50 3.57 .20 1424.85 .00 1.42 .00 2.500 .000 .00 1 .0 JUNCT STR .0041 .0011 .00 3.57 .00 .013 .00 .00 PIPE 1226.420 1421.090 3.753 1424.843 8.93 1.82 .05 1424.89 .00 1.00 .00 2.500 .000 .00 1 .0 4.440 .0045 .0005 .00 3.75 .00 .98 .013 .00 .00 PIPE 1230.860 1421.110 3.735 1424.845 8.93 1.82 .05 1424.90 .00 1.00 .00 2.500 .000 .00 1 .0 30.920 .0052 .0005 .01 3.74 .00 .94 .013 .00 .00 PIPE 1261.780 1421.270 3.590 1424.860 8.93 1.82 .05 1424.91 .00 1.00 .00 2.500 .000 .00 1 .0 WALL ENTRANCE i J ICI • FILE: B.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5- 9 -2006 Time: 1:57: 6 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California Hydraulic Calculation for Line "B" in Oleander Avenue ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * ** * * ** Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1261.780 1421.270 3.667 1424.937 8.93 .17 .00 1424.94 .00 .23 14.00 4.500 14.000 .00 0 .0 v. n 11111 MI FILE: B.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 5- 9 -2006 Time: 1:56:58 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 PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 2,500 CD 3 4 1 1.500 CD 4 4 1 3.000 CD 5 2 0 .000 4.500 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Tract 16383 - JN: 652 -1942 HEADING LINE NO 2 IS - Fontana, San Bernardino, California HEADING LINE NO 3 IS - Hydraulic Calculation for Line "B" in Oleander Avenue W S P G W 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 1011.460 1418.410 4 1423.870 ELEMENT NO 2 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1025.150 1418.770 4 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1085.270 1420.380 4 .013 44.162 78.000 .000 0 ELEMENT NO 4 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT-2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1086.570 1420.390 4 1 0 .013 5.090 .000 1420.910 .000 - 33.200 .000 RADIUS ANGLE .000 .000 ELEMENT NO 5 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1093.110 1420.420 4 .013 46.840 8.000 .000 0 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1095.830 1420.440 4 .013 38.961 4.000 .000 0 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1108.400 1420.500 4 .013 .000 .000 .000 0 ELEMENT NO 8 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1111.320 1420.510 4 1 0 .013 6.720 .000 1421.170 .000 54.000 .000 RADIUS ANGLE .000 .000 * ELEMENT NO 9 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1115.600 142C.530 4 .013 .000 .000 .000 0 * ELEMENT NO 10 IS A REACH * * U/S DATA STATION q:NVERT SECT N RADIUS ANGLE ANG PT MAN H 1153.730 14 :0.720 4 .013 .000 .000 .000 0 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1171.380 1410.810 4 .013 22.473 - 45.000 .000 0 ELEMENT NO 12 IS A REACH * * i In in In lin In 111 la U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1179.560 1420.850 4 .013 .000 .000 .000 0 * ELEMENT NO 13 IS A JUNCTION * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1182.230 1420.860 4 1 0 .013 3.210 .000 1421.220 .000 90.000 .000 RADIUS ANGLE .000 .000 * ELEMENT NO 14 IS A TRANSITION * U/S DATA STATION INVERT SECT N RADIUS ANGLE 1184.900 1420.880 2 .013 .000 .000 ELEMENT NO 15 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 8 1184.901 1420.881 2 .013 .000 .000 .000 0 ELEMENT NO 16 IS A REACH * * * U/S DATA STATION TNVERT SECT N RADIUS ANGLE ANG PT MAN H 1223.990 1421.080 2 .013 .000 .000 .000 0 ELEMENT NO 17 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1226.420 1411.090 2 1 0 .013 8.570 .000 1421.340 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 18 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1230.860 14_1.110 2 .013 .000 .000 .000 0 ELEMENT NO 19 IS A REACH * * * U/S DATA STATION _rVERT SECT N RADIUS ANGLE ANG PT MAN H 1261.780 14.1.270 2 .013 .000 .000 .000 0 ELEMENT NO 20 IS A WALL ENTRANCE U/S DATA STATION - NJERT SECT FP 1261.780 1471.270 5 .500 W S P G W PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING * ELEMENT NO 21 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT W S ELEV 1261.780 1421.270 5 1421.270 1111 1111 1111 1111 MN 1111 - 1111 gm 1111 1111 1111 PM 1111 ■® ® 1 B.WSW T1 Tract 16383 - JN: 652 -1942 0 T2 Fontana, San Bernardino, California T3 Hydraulic Calculation for Line "B" in oleander Avenue SO 1011.4601418.410 4 1423.870 R 1025.1501418.770 4 .013 .000 .000 0 R 1085.2701420.380 4 .013 78.000 .000 0 7x 1086.5701420.390 4 1 .013 5.090 1420.910 -33.2 .000 R 1093.1101420.420 4 .013 8.000 .000 0 R 1095.8301420.440 4 .013 4.000 .000 0 R 1108.4001420.500 4 .013 .000 .000 0 JX 1111.3201420.510 4 1 .013 6.720 1421.170 54.0 .000 R 1115.6001420.530 4 .013 .000 .000 0 R 1153.7301420.720 4 .013 .000 .000 0 R 1171.3801420.810 4 .013 - 45.000 .000 0 R 1179.5601420.850 4 .013 .000 .000 0 ix 1182.2301420.860 4 1 .013 3.210 1421.220 90.0 .000 TS 1184.9001420.880 2 .013 .000 .000 0 R 1184.9011420.881 2 .013 .000 .000 0 R 1223.9901421.080 2 .013 .000 .000 0 Jx 1226.4201421.090 2 1 .013 8.570 1421.340 45.0 .000 R 1230.8601421.110 2 .013 .000 .000 0 R 1261.7801421.270 2 .013 .000 .000 0 WE 1261.7801421.270 5 .500 SH 1261.7801421.270 5 1421.270 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 .00 CD 5 2 0 .000 4.500 14.000 .000 .000 .00 Q 8.930 .0 Page 1 LINE "C" I ® a 11111 11111 11111 11111 11111 11111 111r1 11111 11111 11111 11111 11111 11111 11111 11111 FILE: C.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5- 9 -2006 Time: 1:49:43 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California LINE "C" Invert Depth 1 Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt INo Wth Station Elev (FT) 1 Elev (CFS) (FPS) Head Grd.E1. Elev Depth Width Dia. -FT or I.D. ZL (Prs /Pip L /Elem Ch Slope I SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall ZR 'Type Ch * * * * * * * ** * * * * * * * ** * * * * * * * *1 * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * ** * * ** * * * * * * ** * * * * * ** * * * * * ** * * * ** I * * * * * ** 1 I 1002.050 1421.230 3.430 1424.660 4.10 2.32 .08 1424.74 .00 .78 .00 1.500 .000 .00 1 .0 40.180 .0050 .0015 .06 3.43 .00 .80 .013 .00 .00 PIPE 1 I 1042.230 1421.430 3.291 1424.721 4.10 2.32 .08 1424.80 .00 .78 .00 1.500 .000 .00 1 .0 JUNCT STR .0050 .0009 .00 3.29 .00 .013 .00 .00 PIPE I I 1044.190 1421.440 3.381 1424.821 1.57 .89 .01 1424.83 .00 .47 .00 1.500 .000 .00 1 .0 3.640 .0055 .0002 .00 3.38 .00 .46 .013 .00 .00 PIPE I I 1047.830 1421.460 3.361 1424.821 1.57 .89 .01 1424.83 .00 .47 .00 1.500 .000 .00 1 .0 31.720 .0050 .0002 .01 3.36 .00 .47 .013 .00 .00 PIPE I I 1079.550 1421.620 3.209 1424.828 1.57 .89 .01 1424.84 .00 .47 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I 1079.550 1421.620 3.227 1424.847 1.57 .03 .00 1424.85 .00 .07 14.00 4.500 14.000 .00 0 .0 -I- -- -I- -- -- -1- -- -- -- -- -- -- -- I I I • MI IM IMI MI MI M IMI MI MI MI M M M IIIMI Illa MII M FILE: C.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 5- 9 -2006 Time: 1:49:35 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 PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 2.500 CD 3 4 1 1.500 CD 4 4 1 3.000 CD 5 2 0 .000 4.500 14.000 .00 WS P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Tract 16383 - ,' 652 -1942 HEADING LINE NO 2 IS - Fontana, San Hk_rnardino, California HEADING LINE NO 3 IS - LINE "C" W S P G W PAGE NO 2 WATER SURFACE PRU;FILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1002.050 1421.230 3 1424.660 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1042.230 142 :.430 3 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1044.190 1421.440 3 3 0 .013 2.530 .000 1421.440 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1047.830 1421.460 3 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1079.550 1421.620 3 .013 .000 .000 .000 0 ELEMENT NO 6 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1079.550 1421.620 5 .500 ELEMENT NO 7 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1079.550 1421.620 5 1421.620 EMI EMI Ell meri 1111 1101 INV NIB IMO c.wsw T1 Tract 16383 - 7N: 652 -1942 0 T2 Fontana, San Bernardino, California T3 LINE "C" So 1002.0501421.230 3 1424.660 R 1042.2301421.430 3 .013 .000 .000 0 JX 1044.1901421.440 3 3 .013 2.530 1421.440 45.0 .000 R 1047.8301421.460 3 .013 .000 .000 0 R 1079.5501421.620 3 .013 .000 .000 0 WE 1079.5501421.620 5 .500 SH 1079.5501421.620 5 1421.620 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 .00 CD 5 2 0 .000 4.500 14.000 .000 .000 .00 Q 1.570 .0 Page 1 STORM DRAIN HYDRAULICS LATERALS um an } r r ?* L' T. a- I FILE: ollatbl.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 2 -24 -2006 Time:12:13:26 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California Hydraulic Calculation for the Storm Drain in Oleander Avenue ******************************************************************************************* * * * * * * ** * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert Depth 1 Water I Q I Vel Vel Energy Super CriticallFlow ToplHeight/ Base Wt No Wth Station 1 Elev (FT) I Elev 1 (CFS) 1 (FPS) Head Grd.E1. Elev Depth 1 Width IDia. -FT or I.D. ZL Prs /Pip - I- - - -1- -1 -1- -1- - - - - - - -I- -1- - - - - - L /Elem ICh Slope 1 I 1 SF Ave HF SE Dpth Froude N1Norm Dp 1 "N" X -Fall ZR Type Ch * * * * * * * * *1 * * * * * * * ** ******** 1**** * * * * *I * * * * * * * * *I * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * * *I * * * * * ** * * * * * ** * * * ** * * * * * ** I 1 1 I 1 I 1006.920 1421.080 3.165 1424.245 5.09 1.62 .04 1424.29 .00 .79 .00 2.000 .000 .00 1 .0 -1- - - -1- -1- -1- -1- - - - - - - -1- -1- - - - - - 35.440 .0288 .0005 .02 3.17 .00 .49 .013 .00 .00 PIPE I 1 1 1 ! I 1042.360 1422.100 2.163 1424.263 5.09 1.62 .04 1424.30 .00 .79 .00 2.000 .000 .00 1 .0 -1- - - -1- -1- -1- -1- - - - - - - -1- -1- - - - - - WALL ENTRANCE 1 1 1 1 1 1 1042.360 1422.100 2.224 1424.324 5.09 .16 .00 1424.32 .00 .16 14.00 4.500 14.000 .00 0 .0 -1- - - -1- -1- -1- -1- - - - - - - -1- -1- - - - - - • 11111 11111 11111 11111 11111 11191 II1M1 Ira 11111 11111 11111 11111 11111 11111 11111 • FILE: ollatbl.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 2 -24 -2006 Time:12:13:23 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 PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 2.500 CD 3 4 1 1.500 CD 4 4 1 3.000 CD 5 2 0 .000 4.500 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Tract 16383 - JN: 652 - 1942 HEADING LINE NO 2 IS - Fontana, San Bernardino, California HEADING LINE NO 3 IS - Hydraulic Calculation for the Storm Drain in Oleander Avenue W S P G W 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 1006.920 1421.080 1 1424.245 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1042.360 1422.100 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 1042.360 1422.100 5 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1042.360 1422.100 5 1421.270 Ti Neinimmirmistir Tract 16383 - JN: 652 -1942 0 T2 Fontana, San Bernardino, California T3 Hydraulic Calculation for the Storm Drain in Oleander Avenue SO 1006.9201421.080 1 1424.245 R 1042.3601422.100 1 .013 .000 .000 0 WE 1042.3601422.100 5 .500 SH 1042.3601422.100 5 1421.270 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 .00 CD 5 2 0 .000 4.500 14.000 .000 .000 .00 Q 5.090 .0 • 11111 oil 1111 11111 11111 11111 11111 11111 11111 11111 11111 lill1 11iil mi. 11ill INN mill Mill mil L-' (, t3 - FILE: ollatb2.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 2 -24 -2006 Time:12:17: 8 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California Hydraulic Calculation for the Storm Drain in Oleander Avenue Invert I Depth I Water Q I Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev 1 (FT) 1 Elev (CFS) 1 (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip - - -I- -1- - - -1- -1- - - - - - - -1- - - - - - - - L/Elem Ch Slope 1 1 1 SF Ave HF SE Dpth Froude NlNorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * * *I * * * * * * * *I * * * * * * * ** * * * * * * * * *I * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1 1 I 1 1004.650 1421.590 2.889 1424.479 6.72 2.14 .07 1424.55 .00 .92 .00 2.000 .000 .00 1 .0 - - -1- -I- - - -1- -1- - - - - - - -1- - - - - - - - 4.030 .1266 .0009 .00 2.89 .00 .39 .013 .00 .00 PIPE 1 1 I 1 1008.680 1422.100 2.383 1424.483 6.72 2.14 .07 1424.55 .00 .92 .00 2.000 .000 .00 1 .0 - - -1- -1- - - -1- -1- - - - - - - -1- - - - - - - - WALL ENTRANCE 1 1 I I 1 1008.680 1422.100 2.489 1424.589 6.72 .19 .00 1424.59 .00 .19 14.00 4.500 14.000 .00 0 .0 -I- -1- -1- - - -1- -1- - - - - - - -1- - - - - - - - LtL 15-a i , , FILE: ollatb2.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 2 -24 -2006 Time:12:17: 5 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 PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 2.500 CD 3 4 1 1.500 CD 4 4 1 3.000 CD 5 2 0 .000 4.500 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Tract 16383 - JN: 652 -1942 HEADING LINE NO 2 IS - Fontana, San Bernardino, California HEADING LINE NO 3 IS - Hydraulic Calculation for the Storm Drain in Oleander Avenue W S P G W 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 1004.650 1421.590 1 1424.479 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1008.680 1422.100 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 1008.680 1422.100 5 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1008.680 1422.100 5 1421.270 Ti Tract 16383 - JN: 652 -1942 0 T2 Fontana, San Bernardino, California T3 Hydraulic Calculation for the Storm Drain in Oleander Avenue SO 1004.6501421.590 1 1424.479 R 1008.6801422.100 1 .013 .000 .000 0 WE 1008.6801422.100 5 .500 SH 1008.6801422.100 5 1421.270 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 .00 CD 5 2 0 .000 4.500 14.000 .000 .000 .00 Q 6.720 .0 IIM MI 11E11 4 l IM MI MI FILE: ollatb3.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 4 -27 -2006 Time: 1:21:50 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California Lateral B3 * * * * * ** *************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *********„************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 1004.900 1421.360 3.381 1424.741 8.93 2.84 .13 1424.87 .00 1.07 .00 2.000 .000 .00 1 .0 13.950 .0050 .0016 .02 .00 .00 1.07 .013 .00 .00 PIPE I 1018.850 1421.430 3.348 1424.778 8.93 2.84 .13 1424.90 .00 1.07 .00 2.000 .000 .00 1 .0 11.900 .0050 .0016 .02 3.35 .00 1.07 .013 .00 .00 PIPE I 1030.750 1421.490 3.307 1424.797 8.93 2.84 .13 1424.92 .00 1.07 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I I 1030.750 1421.490 3.495 1424.985 8.93 .18 .00 1424.99 .00 .23 14.00 4.500 14.000 .00 0 .0 ;✓,d• e R4\ l._... 3 • ern 11111 11111 11111 11111 11111 11111 11111 En 14 irri 11111 11111 11111 11111 11111 11111 11111 FILE: ollatb3.WSW WSPGW - EDIT LISTING - Version 14.01 Date: 4 -27 -2006 Time: 1:21:45 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 PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 2.500 CD 3 4 1 1.500 CD 4 4 1 3.000 CD 5 2 0 .000 4.500 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Tract 16383 - Ja: 652 -1942 HEADING LINE NO 2 IS - Fontana, San f:a,nardino, California HEADING LINE NO 3 IS - Lateral 83 W S P G W 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 1004.900 1421.360 1 1424.741 ELEMENT NO 2 IS A.REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1018.850 1421.430 1 .013 22.500 35.523 .000 0 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1030.750 1421.490 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A WALL ENTRANCE * U/S DATA STATION INVERT ' SECT FP 1030.750 1421.490 5 .500 * ELEMENT NO 5 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT W S ELEV 1030.750 1421.490 5 1421.490 IMO IMO IOW MEI 04. 4 ollatb3.wsw T1 Tract 16383 - ]N: 652 -1942 0 T2 Fontana, San Bernardino, California T3 Lateral B3 SO 1004.9001421.360 1 1424.741 R 1018.8501421.430 1 .013 35.523 R 1030.7501421.490 1 .013 .000 .000 0 WE 1030.7501421.490 5 .500 SH 1030.7501421.490 5 1421.490 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 .00 CD 5 2 0 .000 4.500 14.000 .000 .000 .00 Q 8.930 .0 Page 1 11r71 Irri irl Iris ri FILE: ollatcl.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 4 -27 -2006 Time: 2: 6: 5 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California LATERAL "Cl" Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1 1004.140 1421.460 3.305 1424.765 2.53 1.43 .03 1424.80 .00 .60 .00 1.500 .000 .00 1 .0 3.710 .0054 .0006 .00 3.31 .00 .59 .013 .00 .00 PIPE 1 1007.850 1421.480 3.287 1424.767 2.53 1.43 .03 1424.80 .00 .60 .00 1.500 .000 .00 1 .0 23.560 .0051 .0006 .01 3.29 .00 .60 .013 .00 .00 PIPE I 1031.410 1421.600 3.181 1424.781 2.53 1.43 .03 1424.81 .00 .60 .00 1.500 .000 .00 1 .0 4.330 .0046 .0006 .00 3.18 .00 .62 .013 .00 .00 PIPE I 1035.740 1421.620 3.163 1424.783 2.53 1.43 .03 1424.82 .00 .60 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I 1035.740 1421.620 3.211 1424.831 2.53 .06 .00 1424.83 .00 .10 14.00 4.500 14.000 .00 0 .0 LATE r2.,A t.... C t w. I Li IL,1 KA R1 if : 1 IF: .1 [' i :`` :` :':1 IR . ` I ,1 i FILE: ollatcl.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 4 -27 -2006 Time: 2: 5:57 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 PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 2.500 CD 3 4 1 1.500 CD 4 4 1 3.000 CD 5 2 0 .000 4.500 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Tract 16383 - JN: 652 -1942 HEADING LINE NO 2 IS - Fontana, San Bernardino, California HEADING LINE NO 3 IS - LATERAL "Cl" W S P G W 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 1004.140 1421.460 3 1424.765 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1007.850 1421.480 3 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1031.410 1421.600 3 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1035.740 1421.620 3 .013 .000 .000 .000 0 ELEMENT NO 5 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1035.740 14'11.620 5 .500 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1035.740 1422.620 5 1421.620 WA WM WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA MA ollatcl.WSW T1 Tract 16383 - 3N: 652 -1942 0 T2 Fontana, San Bernardino, California T3 LATERAL "Cl" SO 1004.1401421.460 3 1424.765 R 1007.8501421.480 3 .013 .000 .000 0 R 1031.4101421.600 3 .013 .000 .000 0 R 1035.7401421.620 3 .013 .000 .000 0 WE 1035.7401421.620 5 .500 SH 1035.7401422.620 5 1421.620 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 .00 CD 5 2 0 .000 4.500 14.000 .000 .000 .00 Q 2.530 .0 Page 1 WEST BASIN DEVELOPED UNIT HYDROGRAPH AND FLOOD ROUTING OM ill 111•11 L No ro g CALE Ill ,,,„ _______,. -- ' 1 ,), .„.. _ .1 .. - 11 1 ''' 4 ( 30 2 ' , KO ,1 . _ __ ,;,,_ ... .- ts 1 ii .3)1 15' 11 ti ., „,.. . ,, .... ...- . : , • ...... ,, „ , , . i , ■., , f 1 4.1 : ; , i ; • ' it .1i' XIS NCE room' _mg / Exts=wE 1 L—' Mh .c., ci,,A,c; • -- 7 ,, 1 - - - 5 - - • ' ' i " ' '1, ", ' . • A ' ,. 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WALL PER _--- SEPARATE PLAN r)ETEN T 1 °kJ 9A S ( if.i ow it ) 111 I l i t i l l l i f I i 1 C 1 t i l l f i l l ft t 1 1 1 1 1 1 1 ■ LI EST StNI 10' 6' 5' 6" MIN RIP —RAP 10' , 2' -4' 2' -0" 1' -8 2 — 1/4" DG4MEIER BARS t 4 WITH CLASS 2 BACKING ' ; I2 AT 4 " APART, TOE OF 3.1 SLOPE 2 -1 DIAMETER BARS 'o , 6" RADIUS I •Q AT APART, 6" MIN RIP—RAP H CL 30' RCP I CLASS 2 ACKING i j A N. F` s ? I , / / }RT)ETAJL ? CKHEREON 1420.60 1417.6 BOT. RIM EL. ,: ' , , (:( . :: , ,, ,,.:' { ' ' , : i ' : :,", ;: ' - ,": : ' ,, ' ' ` t,, # . : , .`� ,:: . �f , � ,.>. P DETENTION BASIN r _ L : ' *' ",, N ....L\ /� - -I I „,z, ' 14 tj.60 FLOW r ` `t 11.= 0 50X FZZ : .7 - T " CL 30 RCP ;r. > � ,. :" ti ' , f . ' 00 DETAIL Y LINE A" 4.c 1,. W 6" MIN RIP —RAP 4 <.. J t ` , NOT TO SCALE (4.j 4' -4" 8" WITH CLASS 2 BACKING 12" 4' - 4 : _- B " t/ 4" DIAMETER BAR w 6' -0" 1/4" DIAMETER BAR WALL REINFORCED — r•••-- IN THE MIDDLE OF OPENING IN THE MIDDLE OF OPENING PER NOTE (TW.) PLAN AS (RASH — RACK SECTION X -X AS TRASH—RACK /VOTE, 1. WALL REINFORCING /4 0 12" BOTH HORIZONTAL AND VER17CAL. 2. MANHOLE COVER SHALL BE PRESSURE TYPE NOTE. PER R.C.F.C. AND W.C.D. STD. DWG. NO. MH256 0 INLET DETAIL / LINE "A" ROCK SHALL BE 200# (DETAIL ON SHEET 5) 12 SECT. 200 -1.6 & 300 -11 NOT TO SCALE •1•\652- 19491ciormlcdn3 dwn R /17/2nn6 9 AM CnmelIF .... r r Summary Table for West Basin: Undev. Dev. Basin Actual Pre - developed Runoff 90% Runoff Discharge Mitigation Year Intensity (Year) (cfs) (mitigation) (cfs) (cfs) ( %) 2 2 6.3 5.6 11.4 5.2 83% 10 5 10.1 9.1 20.4 9.1 90% 25 10 13.1 11.8 25.6 11.3 87% 100 25 17.0 15.3 33.5 13.6 80% L Summary Table for East Basin: Undev. Dev. Basin Actual Pre - developed Runoff 90% Runoff Discharge Mitigation Year Intensity (Year) (cfs) (mitigation) (cfs) (cfs) ( %) • 2 2 2.1 1.9 3.5 1.9 91% 57% 10 5 5.1 4.6 6.1 2.9 25 10 7.5 6.7 7.6 3.5 47% 100 25 10.9 9.8 10.2 5.4 50% or J .. r r if r if r 1 1 1 1 P 1 S 1 ! 1 1 1 1 1 1 1 1 1 ( 1 /1 1 1 1 1 1 1 1 1 1 1 U I S I 111 Tract 16383 Oleander Detention Basin Inlet (Orifice) Flow Rate Calculation 3 „ / Z Basin Lower Orifice Riser Pipe Total Flow Pipe Flow Inlet Stru. Water WS Head Orifice Flow Rate Flow Rate Flow Rate Depth Depth Depth EL. Required Flow Head Weir Orifice Flow Rate CFS FT FT _ FT FT FT Type FT CFS CFS Type CFS 0 0 0 _ 0.00 17.60 - -- Weir* - -- - -- - -- --- 0 0.38 0.2 0.29 0.40__ - 18.00 - -- Weir* - -- - -- - -- - -- 0.38 1.2 0.36 0.52 0.90 18.50 - -- Weir* -- -- - -- - -- 1.2 3 0.57 0.82 1.40 19.00 0.55 Orifice - -- - -- - -- - -- 3 4 0.66 0.95 _ 1.90 19.50 0.98 Orifice - -- - -- - -- - -- 4 4.7 0.71 1.04 2.40 20.00 1.35 Orifice - -- - -- - -- - -- 4.7 5.4 0.77 1.1 _ 2.90 20.50 1.78 Orifice - -- - -- - -- - -- 5.4 5.19 0.93 1.35 _ 3.40 21.00 1.65 Orifice 0.40 2.62 - -- Weir 7.81 5.61 1.01 1.47 3.90 21.50 1.93 Orifice 0.90 8.85 3.59 _ Orifice 9.20 6.03 _ 1.08 _ 1.58 4.40 22.00 2.22 Orifice 1.40 _ - -- 4.47 Orifice 10.50 6.49 1.15 1.68 4.90 22.50 2.57 Orifice 1.90 - -- 5.21 Orifice 11.70 6.89 1.2 1.76 5.40 23.00 2.90 Orifice 2.40 - -- 5.86 Orifice 12.75 7.26 1.25 1.83 5.90 23.50 3.22 Orifice 2.90 - -- 6.44 Orifice 13.70 7.63 1.29 1.9 6.40 24.00 3.56 Orifice 3.40 - -- 6.97 Orifice 14.60 Lower Orifice Riser Pipe H: 0.71 FT Rim El.: 20.6 FT L: 0.71 FT Dia: 1 FT C 0.6 Cscw: 3.3 Basin Bottom Elevation: 17.6 FT • Q = C„, x L x H 1.5 Weir flow Q = C x A x (2gH Orifice flow Q = C x A x (2gH Orifice flow *. Lower orifice weir flow calculation see next sheet I , Z, e. 3 atv t.ktr< 4\vw• S.cP cn 1.1 P: \652 - 1942 \Drainage \oloutflow.xls 1 Tract 16383 Oleander Detention Basin Inlet (Weir) Flow Rate Calculation Weir Flow w/ end contraction Pipe Flow Modified for tail water Q Rate H H2 (1- (H2 /H1)1.5)o385 Qs CFS CFS FT FT CFS 0.00 0.00 0.00 0.00 0.00 0.00 weir 0.53 0.38 0.40 0.29 0.69 0.37 weir 1.51 1.20 0.90 0.52 0.80 1.21 weir - -- - -- - -- - -- - -- - -- - -- --- - -- - -- - -- - -- - -- - -- C 3.33 L: 0.71 FT H: 0.71 FT 1.5H: 1.065 FT Q = C x (L - 0.2H Weir flow w/ end contraction Q = 0(1 - (H2 /H1) 1 3)° 385 Submerged weir flow w/ end contraction P:\ 652 - 1942 \drainage \oloutflow.xls DETENTION BASIN VOLUME Tract 16383 JN: 652-1942 WSEL DPTH, ft Area, sf V, ac-ft V, cum 17.6 0 1230 0.000 0.000 18 H i565 18.5 0.9 2020 0.021 0.033 i3O3026 Ho59 19.5 1.9 2967 0.031 0.090 24 3458' 6.037 .1 7 20.5 2.9 3985 0.043 0.170 4512 0O49 :'•:1)21,9 21.5 3.9 5075 0.055 0.274 2 4.4. 5638 „ 22.5 4.9 6236 0.068 0.403 834' 0'075 0 478 23.5 5.9 7467 0.082 0.561 .24 6.4 " ^ 8100 :0;089 0.650 24.5 6.9 8769 0.097 0.747 25 ' OAHH 0.104 1111. INN it( MADOLE & ASSOCIATES, INC. Job Tract 16383 Civil Engineers -Land Surveyors - Planners Sheet No. of 760 -A South Rochester Avenue Calculated by: Date 7/17/2006 Ontario, CA 91761 Checked by: Date 11w11 (909)937 -9151 fax937 -9152 Scale nts 110 "" Rainfall Intensity Data ■r _ _1111.____.__. .�. 11.11 ____..____ _ 1111. 1111. Slope of Intensity/Duration curve I 0.6 Duration Return Period (year) hr 2 5 10 25 100 4� 1 0.68 0.88 1.03 1.23 1.53 tie 3 1.21 1.56 1.83 2.19 2.72 6 1.75 2.25 2.63 3.14 3.9 24 3.4 4.81 5.87 7.27 9.4 slope 0.53 0.52 0.52 0.52 0.52 += values taken from lsohyetals, San Bernardino County Hydrology Manual All other values "interpolated" using logarithmic equations as follows: !rr - -> Exp( +/- Slope x Ln(T des) + Ln(ref I) -/+ Slope x Ln(ref T)) 1111• wtr - -> 1100 -110 / Ln(100 /10) x Ln(des Period / 10) + 110 SW 11.s 1111. 11.11 Min ww tr tiw S Project: Tract 16383 Date: 1/9/2006 652 -1942 S Engineer: Q ppm Notes: Developed -2 Year Set #5 1st -24hr 2nd -24hr 1 Design Storm yr 2 5 2 Catchment Lag time hrs 0.18 3 Catchment Area acres 13.01 4 Base flow cfs /sq mi 0 OMR 1r 5 S -graph .• 6 Maximum loss rate, Fm in /hr 0.44 S 7 Low loss fraction, Y -bar 0.59 8 Watershed area - averaged 5 - minute point rainfall inches 0.21 0.08 ON Watershed area - averaged 30 - minute point rainfall inches 0.49 0.18 spo * Watershed area - averaged 1 -hour point rainfall inches 0.68 0.24 Watershed area - averaged 3 -hour point rainfall inches 1.21 0.44 S Watershed area - averaged 6 -hour point rainfall inches 1.75 0.63 Watershed area - averaged 24 -hour point rainfall inches 3.40 1.22 41114 9 24 -hour storm unit interval minutes 5 ttt Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E -4) 30 -min 1 -hr 1.. 3 -hr 6 -hr 24 -hr S S ..s MIR U ol- UHinput- 02.xls 2/17/2006 I Tract 16383 652 -1942 Meadowood 1/9/2006 Low Loss Fraction & Maximum Loss Rate Developed -2 Year Set # 5 Cover Area % Soil type Area % CN -II CN -III Ap % S , , , , . ; la , , ..,.Y Y.(wght) Fp (F.0 -6),, Fm Fran (wght) ' 3 -4 Du /Ac, Soil A 13.01 1.00 A 13.01 .1,00 32 52 0.6 0.60 9:23 ;1 .,85,,, 0:07 0.04, 0.74 II0.44 . :: 0.44 f — (AutoCalc:Impervious), ; (5.2) (0.4) 98 0 0.40 0.2 0.04.. 0.93 0.37 13.0 13.01 Y= 0.41 1 Fm= 0.44 P -24= 3.40 in Est Vol = 2 ac -ft I Low Loss Fraction,Y -bar = 0.5861 Return Period 2 AMC Type III (1,11 or III) Lag Time 24 -hr Rainfall (other than 100 yr) T I (yr) (in) Tc = 13.41 min from Rational Method Study 2 3.4 Lag = 10.728 min Ran: 100 9.4 Lag = 0.18 hr I 2 3.4 Tributary area ol- UHinput- 02.xis 2/17/2006 y.e 0 -en vde-r Ave. (3as • or RATIONAL METHOD CALIBRATION COEFFICIENT = 0.82 TOTAL CATCHMENT AREA(ACRES) = 13.01 allik SOIL -LOSS RATE, Fm,(INCH /HR) = 0.440 LOW LOSS FRACTION = 0.590 TIME OF CONCENTRATION(MIN.) = 13.41 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA '"' USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 - 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.21 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.49 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.68 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.21 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.75 •w 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.40 S TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 1.32 lin TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 2.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) 0.13 0.0016 0.30 Q . . . am 0.36 0.0071 0.30 Q . . . 0.58 0.0126 0.30 Q . . 0.80 0.0182 0.30 Q . . . 1.03 0.0238 0.31 Q . . . 1.25 0.0295 0.31 Q . . 1.47 0.0352 0.31 Q . . . 1.70 0.0410 0.31 Q . . 1.92 0.0468 0.32 Q . . . 2.14 0.0526 0.32 Q . 2.37 0.0585 0.32 Q . . 2.59 0.0644 0.32 Q . . 2.81 0.0704 0.33 Q . . . 3.04 0.0 /03 i,.33 . . 3.26 0.0826 0.33 Q . . 3.48 0.0887 0.33 Q . . . 3.71 0.0950 0.34 Q . . . so 3.93 0.1012 0.34 Q . . . 4.15 0.1076 0.34 Q . . . 4.38 0.1139 0.35 Q . . 4.60 0.1204 0.35 Q . . 4.82 0.1269 0.35 Q . . . 5.05 0.1335 0.36 Q . . . 5.27 0.1402 0.36 Q . . . . 5.50 0.1469 0.37 Q . 5.72 0.1537 0.37 Q . . . > 5.94 0.1606 0.38 Q . . 6.17 0.1675 0.38 Q . . 6.39 0.1746 0.38 Q . . 6.61 0.1817 0.39 Q . . 6.84 0.1889 0.39 Q . . 7.06 0.1962 0.40 Q . . 7.28 0.2036 0.40 Q . . . 7.51 0.2111 0.41 Q . . . 7.73 0.2187 0.41 Q . . S S am S 7.95 0.2264 0.42 Q . . aim 8.18 0.2342 0.43 Q . 8.40 0.2421 0.43 Q . . • 8.62 0.2502 0.44 Q . . 8.85 0.2583 0.44 Q . w 9.07 0.2666 0.45 Q . . 9.30 0.2750 0.46 Q . . 9.52 0.2836 0.47 Q . . 9.74 0.2924 0.48 Q . . +w► 9.97 0.3012 0.49 Q . . 10.19 0.3103 0.49 Q . . 10.41 0.3195 0.51 .Q . . 10.64 0.3290 0.51 .Q . . 10.86 0.3386 0.53 .Q . . 11.08 0.3484 0.54 .Q . . 11.31 0.3585 0.55 .Q . . 11.53 0.3688 0.56 .Q . . 11.75 0.3793 0.58 .Q . . 11.98 0.3902 0.59 .Q . . 12.20 0.4019 0.67 .Q . . 12.42 0.4145 0.70 .Q . . 12.65 0.4276 0.72 .Q . . 12.87 0.4411 0.74 .Q . . 13.09 0.4550 0.77 .Q . . 13.32 0.4694 0.79 .Q . . 13.54 0.4844 0.83 .Q . . 13.77 0.4999 0.85 .Q . . 13.99 0.5162 0.91 .Q . . on 14.21 0.5331 0.93 .Q . . 14.44 0.5509 1.00 .Q . . 14.66 0.5697 1.04 . Q . . 14.88 0.5900 1.15 . Q . . ar■ 15.11 0.6119 1.22 .Q . . 15.33 0.6362 1.42 . Q . 15.55 0.6630 1.49 . Q . 15.78 0.6945 1.92 . Q . . �+ 16.00 0.7357 2.54. Q . . 16.22 0.8634 11.29) . • • Q • • �.--- 16.45 0.9825 1.60 . Q . . 16.67 1.0094 1.31 . Q . 16.89 1.0316 1.09 . Q . . 17.12 1.0505 0.96 .Q . . 17.34 1.0674 0.88 .Q . . . 17.56 1.0830 0.81 .Q . . " 17.79 1.0974 0.75 .Q . . 18.01 1.1109 0.71 .Q . . 18.23 1.1231 0.60 .Q . . 18.46 1.1339 0.57 .Q . . . "' 18.68 1.1442 0.54 .Q . . • 18.91 1.1541 0.52 .Q . . . 19.13 1.1635 0.50 Q . . . 19.35 1.1725 0.48 Q . . . 19.58 1.1813 0.46 Q . . . 19.80 1.1897 0.45 Q . . . 20.02 1.1979 0.44 Q . . 20.25 1.2058 0.42 Q . . . 20.47 1.2135 0.41 Q . . . 20.69 1.2210 0.40 Q . . 20.92 1.2283 0.39 Q . . , 21.14 1.2354 0.38 Q . . . 21.36 1.2424 0.37 Q . . . 21.59 1.2492 0.36 Q . . S AA 21.81 1.2558 0.36 Q . .■, 22.03 1.2624 0.35 Q . . 22.26 1.2688 0.34 Q . . 22.48 1.2750 0.34 Q . . 22.70 1.2812 0.33 Q . . oft 22.93 1.2872 0.32 Q . . 23.15 1.2932 0.32 Q . . 23.38 1.2990 0.31 Q . . 23.60 1.3048 0.31 Q . . ++�► 23.82 1.3104 0.30 Q . . 24.05 1.3160 0.30 Q . . 24.27 1.3188 0.00 Q . . AIM ma FLOW- THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 13.410 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 1� ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 w INFLOW V _effective depth Cle ----- - - - - -- I (and volume) III w. I detention I I. .V I basin I < - - >1 outflow I I\ I storage I basin outlet V OUTFLOW 4011 DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: al TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 14 *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * * 0.000 0.000 0.000 ** 0.400 0.013 0.380* * 0.900 0.033 1.200 ** ° 1.400 0.059 3.000* * 1.900 0.090 4.000 ** 2.400 0.127 4.700* * 2.900 0.170 5.400 ** 3.400 0.219 7.810* • * 3.900 0.274 9.200 ** 4.400 0.335 10.500* * 4.900 0.403 11.700 ** 5.400 0.478 12.750* * 5.900 0.561 13.700 ** 6.400 0.650 14.600* BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH ;S- O *DT /2; 1S +O *DT /2} NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 1 0.00 0.00000 0.00000 2 0.40 0.00949 0.01651 AAA sow WIC 3 0.90 0.02192 0.04408 am 4 1.40 0.03129 0.08671 5 1.90 0.05306 0.12694 6 2.40 0.08359 0.17041 7 2.90 0.12013 0.21987 iw. 8 3.40 0.14687 0.29113 9 3.90 0.18903 0.35897 10 4.40 0.23803 0.43197 11 4.90 0.29494 0.51106 12 5.40 0.36025 0.59575 13 5.90 0.43447 0.68753 14 6.40 0.51516 0.78484 WHERE S= STORAGE (AF);O= OUTFLOW(AFIMIN.);DT =UNIT INTERVAL(MIN.) awK DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE ""' AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. S TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE r. (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) IN 0.132 0.000 0.30 0.13 0.06 0.004 0.355 0.000 0.30 0.21 0.16 0.007 0.579 0.000 0.30 0.26 0.22 0.008 low 0.802 0.000 0.30 0.28 0.26 0.009 or 1.026 0.000 0.31 0.30 0.28 0.010 1.249 0.000 0.31 0.31 0.29 0.010 we 1.473 0.000 0.31 0.32 0.30 0.010 1.696 0.000 0.31 0.32 0.30 0.010 * 1.920 0.000 0.32 0.33 0.31 0.011 2.143 0.000 0.32 0.33 0.31 0.011 ,.. 2.367 0.000 0.32 0.33 0.31 0.011 2.590 0.000 0.32 0.34 0.32 0.011 2.814 0.000 0.33 0.34 0.32 0.011 3.037 0.000 0.33 0.34 0.32 0.011 .• 3.261 0.000 0.33 0.35 0.33 0.011 3.484 0.000 0.33 0.35 0.33 0.011 3.708 0.000 0.34 0.35 0.33 0.011 3.931 0.000 0.34 0.35 0.34 0.012 4.155 0.000 0.34 0.36 0.34 0.012 4.378 0.000 0.35 0.36 0.34 0.012 4.602 0.000 0.35 0.37 0.35 0.012 4.825 0.000 0.35 0.37 0.35 0.012 5.049 0.000 0.36 0.37 0.35 0.012 • 5.272 0.000 0.36 0.38 0.36 0.012 5.496 0.000 0.37 0.38 0.36 0.012 5.719 0.000 0.37 0.38 0.36 0.012 5.943 0.000 0.38 0.39 0.37 0.013 • 6.166 0.000 0.38 0.39 0.37 0.013 • 6.390 0.000 0.38 0.40 0.38 0.013 6.613 0.000 0.39 0.40 0.38 0.013 6.837 0.000 0.39 0.41 0.39 0.013 Wr 7.060 0.000 0.40 0.41 0.39 0.013 7.284 0.000 0.40 0.41 0.40 0.013 ,,� 7.507 0.000 0.41 0.41 0.40 0.014 7.731 0.000 0.41 0.42 0.41 0.014 WIf 7.954 0.000 0.42 0.42 0.41 0.014 8.177 0.000 0.43 0.43 0.42 0.014 - 8.401 0.000 0.43 0.43 0.42 0.014 8.625 0.000 0.44 0.43 0.43 0.014 8.848 0.000 0.44 0.44 0.44 0.014 J 9.071 0.000 0.45 0.44 0.44 0.015 w 9.295 0.000 0.46 0.45 0.45 0.015 9.518 0.000 0.47 0.45 0.46 0.015 9.742 0.000 0.48 0.45 0.47 0.015 9.965 0.000 0.49 0.46 0.47 0.015 10.189 0.000 0.49 0.47 0.48 0.016 10.413 0.000 0.51 0.47 0.49 0.016 10.636 0.000 0.51 0.48 0.50 0.016 10.859 0.000 0.53 0.48 0.51 0.016 11.083 0.000 0.54 0.49 0.52 0.017 11.307 0.000 0.55 0.50 0.54 0.017 11.530 0.000 0.56 0.51 0.55 0.017 11.753 0.000 0.58 0.52 0.56 0.018 11.977 0.000 0.59 0.52 0.58 0.018 at 12.201 0.000 0.67 0.55 0.61 0.019 12.424 0.000 0.70 0.57 0.65 0.020 12.648 0.000 0.72 0.59 0.68 0.021 12.871 0.000 0.74 0.61 0.71 0.021 13.094 0.000 0.77 0.62 0.73 0.022 13.318 0.000 0.79 0.64 0.76 0.023 13.542 0.000 0.83 0.66 0.79 0.023 •.� 13.765 0.000 0.85 0.67 0.82 0.024 13.988 0.000 0.91 0.70 0.85 0.025 20 o 14.212 0.000 0.93 0.72 0.89 0.026 S = a. 14.436 0.000 1.00 0.75 0.93 0.027 + , 3 , O a 14.659 0.000 1.04 0.78 0.98 0.028 14.883 0.000 1.15 0.83 1.04 0.030 , - ( a 0 1 - 15.106 0.000 1.22 0.88 1.12 0.032 .,. 15.330 0.000 1.42 0.94 1.25 0.035 15.553 0.000 1.49 0.97 1.40 0.037 111 15.777 0.000 1.92 1.07 1.64 0.042 16.000 0.000 2.54 1.23 2.10 0.050 16.223 0.000 1129 3.02 4.17 0.181 E' 7 16.447 0.000 1.60 2.23 ® 0.115 16.670 0.000 1.31 1.54 3.87 0.067 16.894 0.000 1.09 1.06 2.52 0.041 - 17.118 0.000 0.96 0.87 1.46 0.032 17.341 0.000 0.88 0.78 1.08 0.028 17.565 0.000 0.81 0.71 0.95 0.026 17.788 0.000 0.75 0.67 0.86 0.024 18.011 0.000 0.71 0.63 0.79 0.022 18.235 0.000 0.60 0.58 0.72 0.020 18.458 0.000 0.57 0.54 0.65 0.019 18.682 0.000 0.54 0.52 0.60 0.018 18.905 0.000 0.52 0.50 0.56 0.017 • 19.129 0.000 0.50 0.49 0.53 0.016 19.353 0.000 0.48 0.47 0.51 0.016 19.576 0.000 0.46 0.46 0.49 0.015 19.799 0.000 0.45 0.45 0.47 0.015 20.023 0.000 0.44 0.44 0.46 0.015 20.247 0.000 0.42 0.43 0.44 0.014 20.470 0.000 0.41 0.43 0.43 0.014 20.694 0.000 0.40 0.42 0.42 0.014 20.917 0.000 0.39 0.41 0.40 0.013 21.141 0.000 0.38 0.41 0.39 0.013 21.364 0.000 0.37 0.40 0.38 0.013 21.587 0.000 0.36 0.39 0.38 0.013 21.811 0.000 0.36 0.39 0.37 0.013 22.034 0.000 0.35 0.38 0.36 0.012 22.258 0.000 0.34 0.37 0.36 0.012 22.482 0.000 0.34 0.36 0.35 0.012 22.705 0.000 0.33 0.36 0.34 0.012 S 22.928 0.000 0.32 0.35 0.34 0.011 „u 23.152 0.000 0.32 0.34 0.33 0.011 23.375 0.000 0.31 0.34 0.32 0.011 23.599 0.000 0.31 0.33 0.32 0.011 23.823 0.000 0.30 0.33 0.31 0.011 apo 24.046 0.000 0.30 0.32 0.31 0.010 24.270 0.000 0.00 0.19 0.24 0.006 urn a a • Ow S OM S �e. 4101 111 a ow a OR a we II S ala a ON Project: Tract 16383 Date: 1/9/2006 652 -1942 tat Engineer: fl Notes: Developed -10 Year Set #3 1st -24hr 2nd -24hr 1 Design Storm yr 10 2 Catchment Lag time hrs 0.18 " 3 Catchment Area acres 13.01 as 4 Base flow cfs /sq mi 0 111 5 S -graph 6 Maximum loss rate, Fm in /hr 0.44 7 Low loss fraction, Y -bar 0.49 8 Watershed area - averaged 5 - minute point rainfall inches 0.32 0.12 rr Watershed area - averaged 30 - minute point rainfall inches 0.74 0.27 Watershed area - averaged 1 -hour point rainfall inches 1.03 0.37 Watershed area - averaged 3 -hour point rainfall inches 1.83 0.66 So Watershed area - averaged 6 -hour point rainfall inches 2.63 0.95 Watershed area - averaged 24 -hour point rainfall inches 5.87 2.11 9 24 -hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min OW (Fig E -4) 30 -min 1 -hr �• 3 -hr 6 -hr 24 -hr ORA ROL sOO Ow ol- UHinput- 10.xls 2/17/2006 Tract 16383 652 -1942 Meadowood 1/9/2006 Low Loss Fraction & Maximum Loss Rate Developed -10 Year Set # 3 !Cover 1 Area % j Soil type Area , % CN -II j CN -III) Ap % ' S , la Y , Y (wght) Fp (F.0 -6) Fni Fm.(wght) ' 3 -4 Du /Ac, Soil A 1 13.01 1.00 [ A 13.01 1.00 32 j 52 i 0.6 0.60 '9.23 1.85 0.21 0,13 " • 0.74 0.44 0,44 t � 1 (AutoCalc: Impervious) (5.2) (0.4) 98. 0. 0.40 0.2 0.04 0.96 "0.38 13.0 13.01 Y= 0.51 Fm= 0.44 P -24= 5.87 in Est Vol = 3 ac -ft I Low Loss Fraction,Y -bar = 0.491 Return Period 10 AMC Type III (I,II or III) Lag Time 24 -hr Rainfall (other than 100 yr) T I (yr) (in) Tc = 13.81 min from Ratiphal Method Study 2 3.4 Lag = 11.048 min Run: 100 9.4 (Lag = 0.18 hr 1 10 5.87 Tributary area ol- UHinput- 10.xls 2/17/2006 o - y t V V&A N (ter Ave - Ac y) ow RATIONAL METHOD CALIBRATION COEFFICIENT = 0.85 TOTAL CATCHMENT AREA(ACRES) = 13.01 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.440 LOW LOSS FRACTION = 0.490 TIME OF CONCENTRATION(MIN.) = 13.81 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA an USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 '- 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.32 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.74 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.03 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.83 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.63 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.87 al �.. TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 2.88 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 3.48 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) a 0.12 0.0039 0.80 .Q . . 0.35 0.0191 0.80 .Q . . 0.58 0.0344 0.81 .Q . . . 0.81 0.0498 0.81 .Q . . 1.04 0.0653 0.82 .Q . . . *• 1.27 0.0809 0.82 .Q . . . 1.50 0.0966 0.83 .Q . . . 1.73 0.1125 0.83 .Q . . 1.96 0.1284 0.84 .Q . . . *'R 2.19 0.1444 0.84 .Q . . 2.42 0.1605 0.85 .Q . . 2.65 0.1768 0.86 .Q . . 2.88 0.1931 0.86 .Q . . 3.1 i u.4096 0.87 .Q . . . 3.34 0.2262 0.88 .Q . . . 3.57 0.2429 0.88 .Q . . 3.80 0.2598 0.89 .Q . . 4.03 0.2768 0.90 .Q . . . 4.26 0.2939 0.91 .Q . . . 4.49 0.3112 0.91 .Q . . 4.72 0.3286 0.92 .Q . . 4.95 0.3461 0.93 .Q . . 5.18 0.3638 0.94 .Q . . 5.41 0.3817 0.94 .Q . . IMP 5.64 0.3997 0.95 .Q . . 5.87 0.4179 0.96 .Q . . . 6.10 0.4363 0.97 .Q . . . 6.33 0.4548 0.98 .Q . . . mot 6.56 0.4736 0.99 .Q . . . 6.79 0.4925 1.00 .Q . . . 7.02 0.5116 1.01 . Q . . . 7.25 0.5309 1.02. Q . . . . oft 7.48 0.5504 1.03 . Q . 7.71 0.5702 1.04 . Q . . 7.94 0.5901 1.06 . Q . . . <>l • U ow U 8.17 0.6103 1.07 . Q . . on 8.40 0.6308 1.08 . Q . . 8.63 0.6515 1.09 . Q . . 8.86 0.6725 1.11 . Q . . 9.10 0.6937 1.12 . Q . . qui 9.33 0.7153 1.14 .Q . . 9.56 0.7371 1.15 . Q . 9.79 0.7593 1.18 . Q . 10.02 0.7818 1.19 . Q . . 10.25 0.8047 1.22 . Q . . 10.48 0.8279 1.23 . Q . . 10.71 0.8516 1.26 . Q . . 10.94 0.8756 1.27 . Q . . NMI 11.17 0.9001 1.30 . Q . . 11.40 0.9251 1.32 . Q . 11.63 0.9506 1.36 . Q . . 11.86 0.9767 1.38 . Q . . 12.09 1.0032 1.41 . Q . . 12.32 1.0291 1.31 . Q . . 12.55 1.0544 1.36 . Q . . 12.78 1.0806 1.39 . Q . . 13.01 1.1075 1.45 . Q . . • 13.24 1.1355 1.49 . Q . . 13.47 1.1645 1.56 . Q . • 13.70 1.1947 1.61 . Q . 13.93 1.2262 1.71 . Q . . . 14.16 1.2593 1.77 . Q . . 14.39 1.2944 1.91 . Q . . mo, 14.62 1.3315 2.00 . Q . . . 14.85 1.3715 2.21 . Q . . . 15.08 1.4148 2.34 . Q . . 15.31 1.4629 2.72 . Q . . . 15.54 1.5164 2.90 . Q . . . 15.77 1.5792 3.71 . Q . . • 16.00 1.6604 4.83 . Q. . 16.23 1.8953 9. 87. . . . Q. �-- 16.46 2.1139 3.11 . Q . . . 16.69 2.1673 2.51 . Q . . . 16.92 2.2111 2.09 . Q . . . 17.15 2.2485 1.84 . Q . . 17.38 2.2817 1.66 . Q . . . 17.61 2.3120 1.52 . Q . . 17.84 2.3399 1.42 . Q . . • . 18.07 2.3661 1.33 . Q . . . a" 18.30 2.3921 1.40 . Q . . . a 18.53 2.4181 1.34 . Q . . . 18.76 2.4431 1.29 . Q . . 18.99 2.4672 1.24 . Q . . • tar 19.22 2.4905 1.20 . Q . . . 19.45 2.5130 1.17 . Q . . . 19.68 2.5348 1.13 . Q . . . 19.91 2.5561 1.10 . Q . . . PIS 20.14 2.5768 1.08 . Q . . . 20.37 2.5970 1.05 . Q . . . 20.60 2.6168 1.03 . Q . . 20.83 2.6361 1.00 . Q . . 21.06 2.6550 0.98 .Q . . . U 21.29 2.6735 0.97 .Q . . 21.52 2.6917 0.95 .Q . . ,■A 21.75 2.7096 0.93 .Q . . 21.98 2.7272 0.92 .Q . . 22.21 2.7444 0.90 .Q . . U DUI 22.44 2.7614 0.89 .Q . . 22.67 2.7781 0.87 .Q 22.91 2.7946 0.86 .Q . 23.14 2.8109 0.85 .Q . . 23.37 2.8269 0.84 .Q . . 23.60 2.8427 0.83 .Q . . 23.83 2.8583 0.81 .Q . . 24.06 2.8737 0.80 .Q . . 24.29 2.8814 0.00 Q . . FLOW- THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 13.810 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 • INFLOW V _effective depth (and volume) I I I I I detention I I....V I basin < - - >I outflow I I I I\ I I storage I basin outlet V OUTFLOW I3ci TH -'v i'ORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 14 *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * * 0.000 0.000 0.000 ** 0.400 0.013 0.380* * 0.900 0.033 1.200 ** 1.400 0.059 3.000* * 1.900 0.090 4.000 ** 2.400 0.127 4.700* * 2.900 0.170 5.400 ** 3.400 0.219 7.810* * 3.900 0.274 9.200 ** 4.400 0.335 10.500* * 4.900 0.403 11.700 ** 5.400 0.478 12.750* * 5.900 0.561 13.700 ** 6.400 0.650 14.600* BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S- O *DT /2; iS +O *DT /2; NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 1 0.00 0.00000 0.00000 2 0.40 0.00939 0.01661 3 0.90 0.02159 0.04441 4 1.40 0.03047 0.08753 5 1.90 0.05196 0.12804 6 2.40 0.08230 0.17170 7 2.90 0.11864 0.22136 3 1 8 3.40 0.14472 0.29328 9 3.90 0.18650 0.36150 10 4.40 0.23513 0.43487 11 4.90 0.29172 0.51428 12 5.40 0.35673 0.59927 13 5.90 0.43070 0.69130 14 6.40 0.51114 0.78886 WHERE S= STORAGE (AF);O= OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.118 0.000 0.80 0.37 0.17 0.012 0.349 0.000 0.80 0.53 0.47 0.018 0.579 0.000 0.81 0.60 0.65 0.021 0.809 0.000 0.81 0.64 0.74 0.022 1.039 0.000 0.82 0.65 0.78 0.023 1.269 0.000 0.82 0.66 0.80 0.024 1.499 0.000 0.83 0.67 0.82 0.024 1.730 0.000 0.83 0.67 0.82 0.024 1.960 0.000 0.84 0.68 0.83 0.024 2.190 0.000 0.84 0.68 0.84 0.024 2.420 0.000 0.85 0.68 0.84 0.024 2.650 0.000 0.86 0.69 0.85 0.025 2.880 0.000 0.86 0.69 0.86 0.025 3.111 0.000 0.87 0.70 0.86 0.025 3.341 0.000 0.88 0.70 0.87 0.025 3.571 0.000 0.88 0.70 0.87 0.025 3.801 0.000 0.89 0.71 0.88 0.025 4.031 0.000 0.90 0.71 0.89 0.025 4.261 0.000 0.91 0.72 0.89 0.026 4.492 0.000 0.91 0.72 0.90 0.026 4.722 0.000 0.92 0.73 0.91 0.026 4.952 0.000 0.93 0.73 0.92 0.026 5.182 0.000 0.94 0.73 0.92 0.026 5.412 0.000 0.94 0.74 0.93 0.027 5.642 0.000 0.95 0.75 0.94 0.027 • 5.873 0.000 0.96 075 0.95 0.027 6.103 0.000 0.97 0.76 0.96 0.027 6.333 0.000 0.98 0.76 0.97 0.027 6.563 0.000 0.99 0.77 0.98 0.028 6.793 0.000 1.00 0.77 0.99 0.028 7.023 0.000 1.01 0.78 1.00 0.028 7.254 0.000 1.02 0.79 1.01 0.028 7.484 0.000 1.03 0.79 1.02 0.029 7.714 0.000 1.04 0.80 1.03 0.029 7.944 0.000 1.06 0.81 1.04 0.029 8.174 0.000 1.07 0.81 1.05 0.030 8.405 0.000 1.08 0.82 1.07 0.030 8.635 0.000 1.09 0.83 1.08 0.030 8.865 0.000 1.11 0.84 1.09 0.031 9.095 0.000 1.12 0.85 1.11 0.031 9.325 0.000 1.14 0.86 1.12 0.031 9.555 0.000 1.15 0.87 1.14 0.032 9.786 0.000 1.18 0.88 1.15 0.032 10.016 0.000 1.19 0.89 1.17 0.032 10.246 0.000 1.22 0.90 1.19 0.033 10.476 0.000 1.23 0.91 1.21 0.033 10.706 0.000 1.26 0.91 1.24 0.034 10.936 0.000 1.27 0.92 1.26 0.034 11.167 0.000 1.30 0.93 1.28 0.034 11.397 0.000 1.32 0.93 1.31 0.035 11.627 0.000 1.36 0.94 1.33 0.035 11.857 0.000 1.38 0.95 1.36 0.036 12.087 0.000 1.41 0.96 1.39 0.036 12.317 0.000 1.31 0.94 1.37 0.035 12.547 0.000 1.36 0.94 1.34 0.035 12.778 0.000 1.39 0.95 1.37 0.036 13.008 0.000 1.45 0.97 1.41 0.036 13.238 0.000 1.49 0.98 1.46 0.037 13.468 0.000 1.56 1.00 1.51 0.038 13.698 0.000 1.61 1.01 1.57 0.039 13.929 0.000 1.71 1.04 1.64 0.040 \ S • 3 T 14.159 0.000 1.77 1.05 1.72 0.041 V`J 14.389 0.000 1.91 1.09 1.82 0.043 . 3 , 1 14.619 0.000 2.00 1.11 1.93 0.044 14.849 0.000 2.21 1.17 2.07 0.047 VAT '. • , 0 15.079 0.000 2.34 1.21 2.23 0.049 15.309 0.000 2.72 1.30 2.47 0.054 15.540 0.000 2.90 1.36 2.74 0.057 15.770 0.000 3.71 1.56 3.08 0.069 er , 09 1 16.000 0.000 4.83 1.91 3.66 0.091 16? 0 16.230 0.000 19.8 4.37 7.22 0.331 c 16.460 0.000 . 3.39 9.09 0.218 16.691 0.000 2.51 2.60 6.37 0.144 16.921 0.000 2.09 2.00 4.56 0.097 17.151 0.000 1.84 1.47 3.64 0.063 17.381 0.000 1.66 1.14 2.59 0.045 17.611 0.000 1.52 1.02 1.84 0.039 17.841 0.000 1.42 0.97 1.55 0.037 18.072 0.000 1.33 0.94 1.41 0.035 18.302 0.000 1.40 0.95 1.38 0.036 18.532 0.000 1.34 0.94 1.37 0.035 18.762 0.000 1.29 0.93 1.33 0.034 18.992 0.000 1.24 0.92 1.28 0.034 19.222 0.000 1.20 0.90 1.23 0.033 19.453 0.000 1.17 0.89 1.20 0.033 19.683 0.000 1.13 0.87 1.17 0.032 19.913 0.000 1.10 0.85 1.14 0.031 20.143 0.000 1.08 0.84 1.11 0.030 • 20.373 0.000 1.05 0.82 1.08 0.030 20.603 0.000 1.03 0.81 1.06 0.029 20.833 0.000 1.00 0.79 1.03 0.029 21.064 0.000 0.98 0.78 1.01 0.028 21.294 0.000 0.97 0.77 0.99 0.028 21.524 0.000 0.95 0.76 0.97 0.027 21.754 0.000 0.93 0.74 0.95 0.027 21.984 0.000 0.92 0.73 0.94 0.026 22.215 0.000 0.90 0.72 0.92 0.026 22.445 0.000 0.89 0.72 0.91 0.026 22.675 0.000 0.87 0.71 0.89 0.025 22.905 0.000 0.86 0.70 0.88 0.025 23.135 0.000 0.85 0.69 0.86 0.025 23.365 0.000 0.84 0.68 0.85 0.024 23.595 0.000 0.83 0.68 0.84 0.024 23.826 0.000 0.81 0.67 0.83 0.024 24.056 0.000 0.80 0.66 0.82 0.024 24.286 0.000 0.00 0.38 0.59 0.012 I I Project: Tract 16383 Date: 1/9/2006 652 -1942 Engineer: 0 Notes: Developed -25 Year Set #2 1st -24hr 2nd -24hr 1 Design Storm yr 25 2 Catchment Lag time hrs 0.18 3 Catchment Area acres 13.01 4 Base flow cfs /sq mi 0 1 5 S -graph 6 Maximum loss rate, Fm in /hr 0.44 7 Low loss fraction, Y -bar 0.44 8 Watershed area - averaged 5 - minute point rainfall inches 0.38 0.14 Watershed area - averaged 30 - minute point rainfall inches 0.89 0.32 Watershed area - averaged 1 -hour point rainfall inches 1.23 0.44 I Watershed area - averaged 3 -hour point rainfall inches 2.19 0.79 Watershed area - averaged 6 -hour point rainfall inches 3.14 1.13 I Watershed area - averaged 24 -hour point rainfall inches 7.27 2.62 9 24 -hour storm unit interval minutes 5 I Point rainfall unadjusted by depth - area factors 10 Depth -area adjustment factors 5 -min (Fig E -4) 30 -min 1 -hr I 3 -hr 6 -hr 24 -hr I I 1 ol- UHinput- 25.xls 2/17/2006 Tract 16383 652 -1942 Meadowood 1/9/2006 Low Loss Fraction & Maximum Loss Rate 1;veloped - 25 Year Set # 21 Cover ; Area % Soil type Area % CN -II CN -III Ap % 5 „` :•: ;,la: Y`, <: Y'; (Vvght);, Fp (F.C- 6) Frn, °;_ :Ft ,,(wght) 3-4 Du /Ac, Soil A 13.01 1.00 A 13.01 .1:00 32 52 0.6 0.60 ,:9.23;;:' _`; ;, ; .;0:,28 `0 ,17` „'„ _, 0.74 0 44 :; ' 0 44; :r� x .` N ,. .4, ,. ..�. ,A': • +ae.:, ' -`-' A” ; .rte : ;o ,F (AutoCalc:Impervious) ( 5.2) , (0 . 9 8;, 0 . _:.. . , . 040, 0,2 0.04 ,`.QOM: ,0;39 :_., : : .: : : .:::.:.. >.,. 13.0 13.01 Y = 0.56 � Fm= 0.44 P-24= 7.27 in Est Vol = 4 ac -ft 1 Low Loss Fraction,Y -bar = 0.4441 Return Period 25 AMC Type III (I,II or III) Lag Time 24 -hr Rainfall (other than 100 yr) T 1 (yr) (in) Tc = 13.67 min from Rational Method Study 2 3.4 Lag = 10.936 min Run: 100 9.4 [Lag = 0.18 hr 1 25 7.27 Tributary area i, i d ij P oI- UHinput- 25.x(s 2/17/2006 4 • zs _ yam r 01 tAA � /� e . 54 S I � v\ RATIONAL METHOD CALIBRATION COEFFICIENT = 0.87 TOTAL CATCHMENT AREA(ACRES) = 13.01 �!A SOIL -LOSS RATE, Fm,(INCH /HR) = 0.440 LOW LOSS FRACTION = 0.440 TIME OF CONCENTRATION(MIN.) = 13.67 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 -- 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.38 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.89 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.23 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.19 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.14 24 -HOUR POINT RAINFALL VALUE(INCHES) = 7.27 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 3.99 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 3.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) (CFS) 0.05 0.0000 0.00 Q . . �s. 0.28 0.0110 1.17 .Q . . 0.51 0.0330 1.17 .Q . . 0.74 0.0551 1.18 .Q . 0.96 0.0774 1.18 .Q . . . 1.19 0.0998 1.19 .Q . . 1.42 0.1223 1.20 .Q . . . 1.65 0.1450 1.21 .Q . . . 1.87 0.1678 1.21 .Q . . . 2.10 0.1907 1.22 .Q . . 2.33 0.2138 1.23 .Q . . . 2.56 0.2371 1.24 .Q . . . 2.79 0.2605 1.25 .Q . . 3.01 0.2840 1.26 .Q . 3.24 0.3077 1.26 .Q . . . 3.47 0.3316 1.27 .Q . . . 3.70 0.3557 1.28 .Q . . . 3.92 0.3799 1.29 .Q . . 4.15 0.4043 1.30 .Q . . . 4.38 0.4289 1.31 .Q . . . 4.61 0.4537 1.32 .Q . . . 4.84 0.4786 1.33 .Q 5.06 0.5038 1.34 .Q 5.29 0.5292 1.35 .Q . . 5.52 0.5547 1.36 .Q . . 5.75 0.5805 1.38 .Q . . . 5.98 0.6066 1.39 .Q . . 6.20 0.6328 1.40 .Q . . . 6.43 0.6593 1.41 .Q . . 6.66 0.6860 1.43 .Q . . . 6.89 0.7130 1.44 .Q . . . 7.11 0.7403 1.46 .Q . . . 7.34 0.7678 1.47 .Q . . . 7.57 0.7956 1.49 .Q . 7.80 0.8237 1.50 .Q . . Y � 8.03 0.8521 1.52 . Q . . 8.25 0.8808 1.53 . Q 8.48 0.9098 1.55 . Q 8.71 0.9392 1.57 . Q . . . 8.94 0.9689 1.59 . Q . . 9.16 0.9990 1.61 . Q . 9.39 1.0295 1.63. Q . 9.62 1.0604 1.65 . Q . 9.85 1.0917 1.68 . Q . . 10.08 1.1235 1.70 . Q . . 10.30 1.1557 1.73 . Q . . 10.53 1.1885 1.75 . Q . . 10.76 1.2217 1.79 . Q . . 10.99 1.2556 1.81 . Q . . 11.22 1.2900 1.85 . Q . . 11.44 1.3250 1.87 . Q . . 11.67 1.3607 1.92 . Q . . . 11.90 1.3971 1.95 . Q . . . 12.13 1.4334 1.91 . Q . . 12.35 1.4679 1.75. Q . . . 12.58 1.5015 1.82 . Q 12.81 1.5362 1.86 . Q . 13.04 1.5720 1.94 . Q 13.27 1.6091 1.99 . Q . . 13.49 1.6476 2.10 . Q . . . 13.72 1.6877 2.16 . Q . . . 13.95 1.7296 2.30 . Q . . . 14.18 1.7736 2.38 . Q . . . 14.41 1.8205 2.59 . Q . . . 14.63 1.8703 2.71 . Q . . . 14.86 1.9240 2.99 . Q . . . 15.09 1.9821 3.18 . Q . . . 15.32 2.0466 3.68 . Q . . . 15.54 2.1177 3.87 . Q . . . 15.77 2.2009 4.96. Q . . . 16.00 2.3124 6.89 . Q. . . A 16.23 2.6170 t 25.46 . . Q . 16.46 2.8954 4.12 . Q . . 16.68 2.9662 3.40 . Q . . . 16.91 3.0249 2.84 . Q . . . 17.14 3.0751 2.49 . Q . . 17.37 3.1195 2.22 . Q . . . 17.59 3.1597 2.04 . Q . 17.82 3.1968 1.90 . Q . . . 18.05 3.2315 1.79 . Q . . . 18.28 3.2669 1.97 . Q . . . 18.51 3.3033 1.90 . Q . . . 18.73 3.3384 1.83 . Q . . . 18.96 3.3722 1.77 . Q . . 19.19 3.4050 1.71 . Q . . . 19.42 3.4367 1.66 . Q . . . 19.65 3.4676 1.62 . Q . . . 19.87 3.4978 1.58. Q . . . 20.10 3.5271 1.54 . Q . . . 20.33 3.5558 1.51 . Q . . 20.56 3.5839 1.48 .Q . . 20.78 3.6115 1.45 .Q . . . 21.01 3.6385 1.42 .Q . . . 21.24 3.6649 1.39 .Q . . 3 21.47 3.6910 1.37 .Q . . . 21.70 3.7165 1.35 .Q . . 21.92 3.7417 1.33 .Q . . r 22.15 3.7665 1.31 .Q . . 22.38 3.7909 1.29 .Q . . 22.61 3.8150 1.27 .Q . . 22.83 3.8387 1.25 .Q . 23.06 3.8621 1.23 .Q . . 23.29 3.8852 1.22 .Q . . 23.52 3.9080 1.20 .Q . . 23.75 3.9305 1.19 .Q . . 23.97 3.9528 1.18 .Q . . 24.20 3.9748 1.16 .Q . . 24.43 3.9857 0.00 Q . . FLOW- THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 13.670 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW V effective depth I (and volume) I I I I h i 'detention I I.. ..V I basin I < - - >1 outflow I II I l\ I I storage I basin outlet V OUTFLOW DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 14 *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * * 0.000 0.000 0.000 ** 0.400 0.013 0.380* * 0.900 0.033 1.200 ** 1.400 0.059 3.000* * 1.900 0.090 4.000 ** 2.400 0.127 4.700* * 2.900 0.170 5.400 ** 3.400 0.219 7.810* * 3.900 0.274 9.200 ** 4.400 0.335 10.500* * 4.900 0.403 11.700 ** 5.400 0.478 12.750* * 5.900 0.561 13.700 ** 6.400 0.650 14.600* BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH ;S- O *DT /2} jS +O *DT /2} NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 1 0.00 0.00000 0.00000 2 0.40 0.00942 0.01658 3 0.90 0.02170 0.04430 4 1.40 0.03076 0.08724 5 1.90 0.05234 0.12766 6 2.40 0.08275 0.17125 7 2.90 0.11916 0.22084 8 3.40 0.14547 0.29253 9 3.90 0.18739 0.36061 10 4.40 0.23615 0.43385 11 4.90 0.29285 0.51315 12 5.40 0.35796 0.59804 13 5.90 0.43202 0.68998 14 6.40 0.51255 0.78745 WHERE S= STORAGE (AF);O= OUTFLOW(AF/MIN.);DT =UNIT INTERVAL(MIN.) DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.052 0.000 0.00 0.00 0.00 0.000 0.279 0.000 1.17 0.50 0.27 0.017 0.507 0.000 1.17 0.71 0.72 0.025 0.735 0.000 1.18 0.81 0.97 0.029 0.963 0.000 1.18 0.85 1.09 0.031 1.191 0.000 1.19 0.88 1.14 0.032 1.419 0.000 1.20 0.89 1.17 0.033 1.646 0.000 1.21 0.90 1.19 0.033 1.874 0.000 1.21 0.90 1.20 0.033 2.102 0.000 1.22 0.91 1.21 0.033 2.330 0.000 1.23 0.91 1.22 0.033 2.558 0.000 1.24 0.91 1.23 0.034 2.786 0.000 1.25 0.91 1.24 0.034 3.013 0.000 1.26 0.92 1.25 0.034 3.241 0.000 1.26 0.92 1.26 0.034 3.469 0.000 1.27 0.92 1.27 0.034 3.697 0.000 1.28 0.92 1.28 0.034 3.925 0.000 1.29 0.92 1.28 0.034 4.153 0.000 1.30 0.93 1.29 0.034 4.380 0.000 1.31 0.93 1.30 0.035 4.608 0.000 1.32 0.93 1.31 0.035 4.836 0.000 1.33 0.94 1.32 0.035 5.064 0.000 1.34 0.94 1.33 0.035 • - 5292 0.000 1.35 0.94 1.34 0.035 5.520 0.000 1.36 0.94 1.36 0.035 5.747 0.000 1.38 0.95 1.37 0.036 5.975 0.000 1.39 0.95 1.38 0.036 6.203 0.000 1.40 0.96 1.39 0.036 6.431 0.000 1.41 0.96 1.40 0.036 6.659 0.000 1.43 0.96 1.42 0.036 6.887 0.000 1.44 0.97 1.43 0.036 7.115 0.000 1.46 0.97 1.44 0.037 7.342 0.000 1.47 0.97 1.46 0.037 7.570 0.000 1.49 0.98 1.47 0.037 7.798 0.000 1.50 0.98 1.49 0.037 8.026 0.000 1.52 0.99 1.50 0.038 8.254 0.000 1.53 0.99 1.52 0.038 8.481 0.000 1.55 1.00 1.54 0.038 8.709 0.000 1.57 1.00 1.56 0.038 8.937 0.000 1.59 1.01 1.57 0.039 9.165 0.000 1.61 1.01 1.59 0.039 9.393 0.000 1.63 1.02 1.61 0.039 9.621 0.000 1.65 1.02 1.64 0.039 9.848 0.000 1.68 1.03 1.66 0.040 10.076 0.000 1.70 1.04 1.68 0.040 10.304 0.000 1.73 1.04 1.71 0.041 10.532 0.000 1.75 1.05 1.73 0.041 10.760 0.000 1.79 1.06 1.76 0.041 10.988 0.000 1.81 1.07 1.79 0.042 11.215 0.000 1.85 1.08 1.82 0.042 11.443 0.000 1.87 1.08 1.85 0.043 11.671 0.000 1.92 1.10 1.89 0.043 11.899 0.000 1.95 1.11 1.92 0.044 12.127 0.000 1.91 1.10 1.93 0.043 12.355 0.000 1.75 1.06 1.85 0.041 12.583 0.000 1.82 1.07 1.80 0.042 12.810 0.000 1.86 1.08 1.83 0.042 13.038 0.000 1.94 1.10 1.89 0.043 13.266 0.000 1.99 1.12 1.95 0.044 13.494 0.000 2.10 1.14 2.03 0.046 1 13.722 0.000 2.16 1.16 2.11 0.047 13.949 0.000 2.30 1.20 2.20 0.048 Q, 22 14.177 0.000 2.38 1.22 2.31 0.050 14.405 0.000 2.59 1.27 2.45 0.052 14.633 0.000 2.71 1.31 2.61 0.054 �� Z 14.861 0.000 2.99 1.38 2.80 0.058 15.089 0.000 3.18 1.44 3.00 0.061 15.316 0.000 3.68 1.58 3.21 0.070 • 15.544 0.000 3.87 1.70 3.48 0.078 15.772 0.000 4.96 2.01 3.87 0.098 16.000 0.000 6.89 2.57 4.55 0.142 16.228 0.000 r 5.4 5.26 8.70 0.458 - 13 16.456 0.000 4.12 4.29 11.34 0.322 - _ I - 1 16.684 0.000 3.40 3.38 8.96 0.217 16.911 0.000 2.84 2.67 6.39 0.150 t it 17.139 0.000 2.49 2.15 4.71 0.108 17.367 0.000 2.22 1.67 3.94 0.076 17.595 0.000 2.04 1.33 3.14 0.055 17.823 0.000 1.90 1.14 2.41 0.046 18.051 0.000 1.79 1.08 1.96 0.042 18.278 0.000 1.97 1.11 1.90 0.044 18.506 0.000 1.90 1.10 1.93 0.043 18.734 0.000 1.83 1.08 1.88 0.042 18.962 0.000 1.77 1.06 1.81 0. 041 19.190 0.000 1.71 1.05 1.75 0.041 19.418 0.000 1.66 1.03 1.70 0.040 19.645 0.000 1.62 1.02 1.65 0.039 19.873 0.000 1.58 1.01 1.61 0.039 20.101 0.000 1.54 1.00 1.57 0.038 20.329 0.000 1.51 0.99 1.53 0.038 20.557 0.000 1.48 0.98 1.50 0.037 20.784 0.000 1.45 0.97 1.47 0.037 21.012 0.000 1.42 0.96 1.44 0.036 21.240 0.000 1.39 0.96 1.41 0.036 21.468 0.000 1.37 0.95 1.39 0.036 21.696 0.000 1.35 0.94 1.37 0.035 21.924 0.000 1.33 0.94 1.34 0.035 22.151 0.000 1.31 0.93 1.32 0.035 22.379 0.000 1.29 0.93 1.30 0.034 22.607 0.000 1.27 0.92 1.28 0.034 22.835 0.000 1.25 0.92 1.26 0.034 23.063 0.000 1.23 0.91 1.25 0.034 23.291 0.000 1.22 0.91 1.23 0.033 23.518 0.000 1.20 0.90 1.22 0.033 23.746 0.000 1.19 0.90 1.20 0.033 i 23.974 0.000 1.18 0.89 1.19 0.033 24.202 0.000 1.16 0.88 1.18 0.032 24.430 0.000 0.00 0.49 0.85 0.016 • I ii el L. Project: Tract 16383 Date: 1/9/2006 652 -1942 IN Engineer: p Notes: Developed -100 Year Set #1 1st -24hr 2nd -24hr 1 Design Storm yr 100 2 Catchment Lag time hrs 0.18 3 Catchment Area acres 13.01 4 Base flow cfs /sq mi 0 PR iiii 5 S -graph 11 6 Maximum loss rate, Fm in /hr 0.44 Ill 7 Low loss fraction, Y -bar 0.40 E 8 Watershed area - averaged 5 - minute point rainfall inches 0.48 0.17 Watershed area - averaged 30 - minute point rainfall inches 1.10 0.40 i • Watershed area - averaged 1 -hour point rainfall inches 1.53 0.55 p" Watershed area - averaged 3 -hour point rainfall inches 2.72 0.98 al Watershed area - averaged 6 -hour point rainfall inches 3.90 1.40 Pi"' i kit Watershed area - averaged 24 -hour point rainfall inches 9.40 3.38 _ 9 24 -hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E -4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr ol- UHinput100.x1s 2/17/2006 - J Tract 16383 652 -1942 Meadowood 1/9/2006 Low Loss Fraction & Maximum Loss Rate Developed -100 Year Set # 1 Cover , Area ( % Soil type Area % .j CN -II CN -III Ap % . S la • Y . Y(wght) Fp (F.0 -6) Fm Ftti (wght) L 3 - 4 Du /Ac, Soil A 13.01 1.00 A .1 13.01 1.00 • I 32 52 0.6 0.60 9.23 ;1.85 0:36, '0,22 0.74 0.44 0.44 - r +_ (AutoCalc:Impervious); I (5:2) (0.4) 98 0 0.40 0.2 0.04 0:97 0.39 13.0 13.01 Y= 0.60 Fm= 0.44 P -24= 9.40 in Est Vol = 6 ac - Low Loss Fraction,Y -bar = 0.3961 Return Period 100 AMC Type III (I,II or III) Lag Time 24 -hr Rainfall (other than 100 yr) T I (yr) (in) Tc = 13.5 min from Rational Method Study 2 3.4 Lag = 10.8 min Run: 100 9.4 ILag = 0.18 hr 100 9.4 Tributary area ol- UHinput100.xls 2/17/2006 ( u9 - Q Kd e r Ave. . Est RATIONAL METHOD CALIBRATION COEFFICIENT = 0.87 TOTAL CATCHMENT AREA(ACRES) = 13.01 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.440 LOW LOSS FRACTION = 0.400 TIME OF CONCENTRATION(MIN.) = 13.50 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.48 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.10 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.53 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.72 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.90 24 -HOUR POINT RAINFALL VALUE(INCHES) = 9.40 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 5.49 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 4.70 TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) (CFS) 0.03 0.0000 0.00 Q . . . 0.25 0.0157 1.69 .Q . . . 0.47 0.0472 1.70 .Q . . . 0.70 0.0789 1.71 .Q . . . 0.93 0.1108 1.72 .Q . . . 1.15 0.1428 1.73 .Q 1.38 0.1750 1.74 .Q 1.60 0.2074 1.74 .Q . . 1.83 0.2399 1.76 .Q . . . 2.05 0.2727 1.76 .Q 2.28 0.3056 1.78 .Q . 2.50 0.3387 1.79 .Q . . . 2.72 0.3721 1.80 .Q . . . 2.95 0.4056 1.81 .Q . . . 3.17 0.4393 1.82 .Q . . . 3.40 0.4733 1.83 .Q . . . 3.62 0.5075 1.85 .Q . . . 3.85 0.5419 1.85 .Q . . . 4.07 0.5765 1.87 .Q . . . 4.30 0.6114 1.88 .Q . . 4.53 0.6465 1.90 .Q . . . 4.75 0.6818 1.91 .Q . . . 4.97 0.7175 1.92 .Q . 5.20 0.7533 1.93 .Q . . . 5.43 0.7895 1.95 .Q . . 5.65 0.8259 1.96 .Q . . 5.88 0.8626 1.98 .Q . 6.10 0.8996 2.00 .Q . . . 6.32 0.9369 2.02. Q . . . 6.55 0.9745 2.03 . Q . . . . 6.78 1.0125 2.05. Q . . . 7.00 1.0507 2.06. Q . . 7.22 1.0894 2.09 . Q . . . . 7.45 1.1283 2.10 . Q . . . 7.68 1.1677 2.13 . Q . . . 7.90 1.2074 2.14 . Q . . 8.12 1.2475 2.17 . Q . . 8.35 1.2880 2.19 . Q . . 8.57 1.3290 2.22 . Q . . 8.80 1.3704 2.23 . Q . . 9.02 1.4123 2.27 . Q . . 9.25 1.4546 2.29 . Q . . 9.48 1.4975 2.32 . Q . . 9.70 1.5409 2.34 . Q . . 9.93 1.5848 2.38 . Q . . 10.15 1.6293 2.40 . Q . . 10.38 1.6744 2.45 . Q . . 10.60 1.7202 2.47 . Q . . 10.82 1.7667 2.52 . Q . . 11.05 1.8138 2.55 . Q . . 11.27 1.8618 2.61 . Q . . 11.50 1.9105 2.64 . Q . . 11.73 1.9601 2.70 . Q . . 11.95 2.0106 2.73 . Q . . 12.18 2.0590 2.47 . Q . . 12.40 2.1038 2.34 . Q . . 12.62 2.1483 2.44 . Q . . 12.85 2.1941 2.49 . Q . . 13.07 2.2415 2.60 . Q . . 13.30 2.2905 2.67 . Q . . 13.52 2.3414 2.81 . Q . . 13.75 2.3944 2.89 . Q . . 13.98 2.4498 3.08 . Q . . 14.20 2.5081 3.19 . Q . . . 14.43 2.5699 3.46 . Q . . . 14.65 2.6357 3.61 . Q . . . 14.88 2.7065 4.00 . Q . . . 15.10 2.7831 4.24 . Q . 15.32 2.8683 4.92 . Q 15.55 2.9624 5.20 . Q . . . 15.77 3.0728 6.68 . Q . . . 16.00 3.2231 9.48 . Q. . . 16.23 3.6205 . . Q . �--- 16.45 3.9820 5.62 . Q . . . 16.67 4.0765 4.54 . Q . . . 16.90 4.1540 3.79 . Q . . . 17.12 4.2201 3.33 . Q . . 17.35 4.2787 2.98 . Q . . . 17.58 4.3319 2.74 . Q . . . 17.80 4.3810 2.55 . Q . . 18.02 4.4268 2.39 . Q . . 18.25 4.4748 2.77 . Q . . . 18.48 4.5254 2.67 . Q . . 18.70 4.5741 2.58 . Q . . . 18.92 4.6213 2.50. Q . . . 19.15 4.6671 2.43 . Q . . . 19.38 4.7116 2.36 . Q . . 19.60 4.7550 2.30 . Q . . . 19.83 4.7974 2.25 . Q . . . 20.05 4.8388 2.20. Q . . . 20.27 4.8793 2.16. Q . . . 20.50 4.9191 2.12 . Q . . 20.73 4.9580 2.08. Q . . 20.95 4.9963 2.04 . Q . . 21.17 5.0339 2.01 . Q . . . 21.40 5.0709 1.97 .Q . . 21.62 5.1074 1.94 .Q . . . 21.85 5.1432 1.92 .Q . . 22.08 5.1786 1.89 .Q . . • 22.30 5.2135 1.86 .Q . . 22.52 5.2479 1.84 .Q . . 22.75 5.2818 1.81 .Q . . 22.98 5.3154 1.79 .Q . 23.20 5.3485 1.77 .Q 23.42 5.3812 1.75 .Q . . 23.65 5.4136 1.73 .Q . . 23.88 5.4456 1.71 .Q . 24.10 5.4773 1.69 .Q . 24.33 5.4931 0.00 Q . . 1 FLOW- THROUGH DETENTION BASIN MODEL �` SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: �C1 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 13.500 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW hi V _effective depth I (and volume) I II) I detention I I I basin I < - - >I outflow I I I I\ I I storage I basin outlet ., V OUTFLOW DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 14 *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * id * 0.000 0.000 0.000 ** 0.400 0.013 0.380* * 0.900 0.033 1.200 ** 1.400 0.059 3.000* * 1.900 0:090 4.000** 2.400 0.127 4.700* * 2.900 0.170 5.400 ** 3.400 0.219 7.810* * 3.900 0.274 9.200 ** 4.400 0.335 10.500* * 4.900 0.403 11.700 ** 5.400 0.478 12.750* * 5.900 0.561 13.700 ** 6.400 0.650 14.600* BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH ;S- O *DT /2} {S +O *DT /2} NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 1 0.00 0.00000 0.00000 2 0.40 0.00947 0.01653 3 0.90 0.02184 0.04416 4 1.40 0.03111 0.08689 5 1.90 0.05281 0.12719 6 2.40 0.08330 0.17070 7 2.90 0.11979 0.22021 8 3.40 0.14639 0.29161 9 3.90 0.18846 0.35954 10 4.40 0.23738 0.43262 11 4.90 0.29422 0.51178 12 5.40 0.35946 0.59654 13 5.90 0.43362 0.68838 14 6.40 0.51426 0.78574 WHERE S= STORAGE(AF);O= OUTFLOW (AF /MIN.);DT =UNIT INTERVAL(MIN.) DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.025 0.000 0.00 0.00 0.00 0.000 0.250 0.000 1.69 0.67 0.41 0.024 0.475 0.000 1.70 0.94 1.09 0.035 0.700 0.000 1.71 1.02 1.49 0.039 0.925 0.000 1.72 1.04 1.66 0.040 1.150 0.000 1.73 1.04 1.71 0.041 1.375 0.000 1.74 1.05 1.73 0.041 1.600 0.000 1.74 1.05 1.74 0.041 1.825 0.000 1.76 1.05 1.75 0.041 2.050 0.000 1.76 1.06 1.76 0.041 2.275 0.000 1.78 1.06 1.77 0.041 1A 2.500 0.000 1.79 1.06 1.78 0.041 6 2.725 0.000 1.80 1.07 1.79 0.042 2.950 0.000 1.81 1.07 1.80 0.042 3.175 0.000 1.82 1.07 1.81 0.042 3.400 0.000 1.83 1.07 1.82 0.042 3.625 0.000 1.85 1.08 1.83 0.042 3.850 0.000 1.85 1.08 1.85 0.042 4.075 0.000 1.87 1.09 1.86 0.043 4.300 0.000 1.88 1.09 1.87 0.043 4.525 0.000 190 1.09 1.88 0.043 4.750 0.000 1.91 1.10 1.90 0.043 4.975 0.000 1.92 1.10 1.91 0.043 5.200 0.000 1.93 1.10 1.93 0.044 5.425 0.000 1.95 1.11 1.94 0.044 5.650 0.000 1.96 1.11 1.95 0.044 5.875 0.000 1.98 1.12 1.97 0.044 6.100 0.000 2.00 1.12 1.99 0.044 6.325 0.000 2.02 1.13 2.00 0.045 6.550 0.000 2.03 1.13 2.02 0.045 6.775 0.000 2.05 1.14 2.04 0.045 7.000 0.000 2.06 1.14 2.05 0.045 7.225 0.000 2.09 1.15 2.07 0.046 7.450 0.000 2.10 1.15 2.09 0.046 7.675 0.000 2.13 1.16 2.11 0.046 7.900 0.000 2.14 1.16 2.13 0.047 8.125 0.000 2.17 1.17 2.15 0.047 8.350 0.000 2.19 1.17 2.17 0.047 8.575 0.000 2.22 1.18 2.20 0.048 8.800 0.000 2.23 1.19 2.22 0.048 9.025 0.000 2.27 1.19 2.24 0.048 9.250 0.000 2.29 1.20 2.27 0.049 9.475 0.000 2.32 1.21 2.30 0.049 9.700 0.000 2.34 1.22 2.33 0.049 9.925 0.000 2.38 1.23 2.35 0.050 10.150 0.000 2.40 1.23 2.39 0.050 • 10.375 0.000 2.45 1.24 2.42 0.051 10.600 0.000 2.47 1.25 2.45 0.051 10.825 0.000 2.52 1.26 2.49 0.052 11.050 0.000 2.55 1.27 2.53 0.052 11.275 0.000 2.61 1.29 2.57 0.053 11.500 0.000 2.64 1.30 2.61 0.054 11.725 0.000 2.70 1.31 2.66 0.054 11.950 0.000 2.73 1.32 2.70 0.055 12.175 0.000 2.47 1.27 2.62 0.052 12.400 0.000 2.34 1.23 2.45 0.050 12.625 0.000 2.44 1.24 2.41 0.051 12.850 0.000 2.49 1.25 2.45 0.051 13.075 0.000 2.60 1.28 2.53 0.053 13.300 0.000 2.67 1.30 2.61 0.054 13.525 0.000 2.81 1.34 2.71 0.056 13.750 0.000 2.89 1.36 2.82 0.057 13.975 0.000 3.08 1.41 2.94 0.060 14.200 0.000 3.19 1.45 3.06 0.062 14.425 0.000 3.46 1.53 3.18 0.067 14.650 0.000 3.61 1.61 3.35 0.072 14.875 0.000 4.00 1.74 3.56 0.080 15.100 0.000 4.24 1.87 3.82 0.088 15.325 0.000 4.92 2.08 4.10 0.104 Pe 15.550 0.000 5.20 2.28 4.40 0.118 15.775 0.000 6.68 2.70 4.83 0.153 16.000 0.000 9.48 3.33 6.30 0.212 w p40-1A 16.225 0.000 33.26 6 10.92 0.627 �---- V�J 16.450 0.000 5.41 `t173 0.480 16.675 0.000 4.54 4.48 0.346 �, S EL -{- 6. 16.900 0.000 3.79 3.59 9.51 0.240 7 17.125 0.000 3.33 2.93 6.93 0.173 17.350 0.000 2.98 2.46 5.16 0.132 = >3,4?? 17.575 0.000 2.74 2.03 4.48 0.100 17.800 0.000 2.55 1.66 3.85 0.075 18.025 0.000 2.39 1.40 3.26 0.059 01043. _ `3 S T C 18.250 0.000 2.77 1.35 2.91 6.056 18.475 0.000 2.67 1.32 2.76 0.055 18.700 0.000 2.58 1.29 2.65 0.053 • 18.925 0.000 2.50 1.27 2.56 0.052 19.150 0.000 2.43 1.25 2.48 0.051 19.375 0.000 2.36 1.23 2.41 0.050 19.600 0.000 2.30 1.21 2.35 0.049 19.825 0.000 2.25 1.20 2.29 0.048 20.050 0.000 2.20 1.18 2.24 0.048 20.275 0.000 2.16 1.17 2.19 0.047 20.500 0.000 2.12 1.16 2.15 0.046 20.725 0.000 2.08 1.15 2.11 0.046 20.950 0.000 2.04 1.14 2.07 0.045 21.175 0.000 2.01 1.13 2.03 0.045 21.400 0.000 1.97 1.12 2.00 0.044 21.625 0.000 1.94 1.11 1.97 0.044 21.850 0.000 1.92 1.10 1.94 0.043 22.075 0.000 1.89 1.09 1.91 0.043 22.300 0.000 1.86 1.09 1.88 0.043 22.525 0.000 1.84 1.08 1.86 0.042 22.750 0.000 1.81 1.07 1.83 0.042 22.975 0.000 1.79 1.07 1.81 0.042 23.200 0.000 1.77 1.06 1.79 0.041 23.425 0.000 1.75 1.05 1.77 0.041 23.650 0.000 1.73 1.05 1.75 0.041 23.875 0.000 1.71 1.04 1.73 0.040 24.100 0.000 1.69 1.04 1.71 0.040 24.325 0.000 0.00 0.54 1.16 0.019 I WEST BASIN MISCELLANEOUS HYDRAULIC CALCULATIONS MADOLE & ASSOCIATES, INC, Job Tr. 16383 652 -1942 - 61 arif Civil Engineers -Land Surveyors- Planners Sheet No. of 760 -A S. Rochester Avenue Calculated by: jcc Date 5/12/2006 Ontario, CA 91761 Checked by: wii Date (909)937 -9151 fax937 -9152 Scale . EMERGENCY SPILLWAY DESIGN CAPACITY = 1,000 -YEAR PEAK FLOW RATE Q= 1.35XQum 5 Q100 = 33.5 DESIGN Q1000 = 45.2 C.F.S. Weir Discharge Equation (Trapezoidal w/3:1 upstream slope) y Q= C L H A(3/2) f Q = 45.225 C = 3.4 H = 0.44 L = 46 Feet - :.:... :: .:::. N ..,,,..,,...,...,,,. /r,. ns .... ,.: ;..,..... P: \652 - 1942 \Drainage\383 CALS\383- spillway.xls Printed: 1:39 PM- 5/12/2006 1 of 1 At 1 Q100 WS = 23.87' - - 2' -4" - -2' -O" 1'- 8 "---- 0 1 DIA. TRASH RACK - o Ii I� 1 TRASH RACK ESP Q. II II 4I A -i 4 SLOPE ' 1 f � i P P P NI 6 .�.0-,-"/� \‘`4 6.0' I CONCRETE DROP INLET @ WEST BASIN N. T.S MADOLE & ASSOCIATES, INC. CONSUG CML ENGINEERS I( UIN AND LAND PLANNERS 780 -A S. ROCHESTER AVENUE ONTARIO, CA 91781 (909) 937 -9151 I � 'EAST BASIN( SECTION TITLE ❑ QEX EAST BASIN UNDEVELOPED HYDROLOGY ❑ 2, 10, 25, and 100 year Pre - developed Hydrologic Studies I� ❑ Q EAST BASIN DEVELOPED HYDROLOGY ❑ 2, 10, 25, and 100 year Developed Hydrologic Studies ❑ 100 year Catch Basin Hydrologic Study ❑ D EAST BASIN STREET FLOW DEPTH AND CATCH BASIN SIZING ❑ Street Cross Section Diagrams ❑ Catch Basin Sizing Calculations Ii ❑ H EAST BASIN STORM DRAIN HYDRAULICS ❑ Line D ❑ Line E ❑ QUH EAST BASIN DETENTION BASIN HYDROGRAPH AND ROUTING ❑ 2, 10, 25, and 100 year Hydrograph and Detention Basin Routing ❑ M EAST BASIN MISCELLANEOUS HYDRAULIC CALCULATIONS ❑ Emergency Spill Way Calculations ❑ Concrete Drop Inlet Detail ❑ R REFERENCES & MAPS ❑ Soils Map (from San Bernardino County Hydrology Manual) o Isohyetal Map (from San Bernardino County Hydrology Manual) ❑ Rainfall Intesity Data ❑ Undeveloped Hydrology Map j" ❑ Developed Hydrology Map ❑ Developed Catch Basin Hydrology Map EAST BASIN UNDEVELOPED HYDROLOGY (2, 10, 25, &. 100 -YEAR) i i iN MADOLE & ASSOCIATES, INC. Job Tract 16383 Civil Engineers -Land Surveyors- Planners Sheet No. of 760 -A South Rochester Avenue Calculated by: Date 7/17/2006 Ontario, CA 91761 Checked by: Date (909)937 -9151 fax937 -9152 Scale nts Rainfall Intensify Data i Slope of Intensity /Duration curve 1 0.6 ii Duration Retum Period (year) hr 2 5 10 25 100 1 0.68 0.88 1.03 1.23 153 3 1.21 1.56 1.83 2.19 2.72 6 1 :75 2.25 2.63 3.14 3.9 Ewa 24 3.4 4.81 5.87 7.27 9.4 slope 0.53 0.52 0.52 0.52 0.52 tat iii 1 (= values taken from Isohyetals, San Bemardino County Hydrology Manual ili All other values "interpolated" using logarithmic equations as follows: - -> Exp( +/- Slope x Ln(T des) + Ln(ref 1) -1+ Slope x Ln(ref T)) - -> 1100 -110 / Ln(100 /10) x Ln(des Period / 10) + 110 I; P. ili ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2005 Advanced Engineering Software (aes) Ver. 11.0 Release Date: 06/01/2005 License ID 1251 Analysis prepared by: Madole &. Associates 760 -A Rochester Avenue, Ontario, CA 91761 11 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16383 - JN: 652 -1942 * Fontana, San Bernardino, CA * 2 -year predeveloped condition for Cypress basin routing ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: CYDO2E.DAT TIME /DATE OF STUDY: 16:24 02/17/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.6800 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW - DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 • »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 165.00 ELEVATION DATA: UPSTREAM(FEET) = 50.50 DOWNSTREAM(FEET) = 47.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.389 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.752 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc w ii II LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER Iii "GRASS" A 0.63 0.82 1.000 50 12.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 0.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 56 li »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< » »>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 47.80 DOWNSTREAM(FEET) = 41.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 330.00 CHANNEL SLOPE = 0.0206 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 li *ESTIMATED CHANNEL HEIGHT(FEET) = 0.22 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.488 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ii NATURAL FAIR COVER "GRASS" A 1.36 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.95 II TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.41 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 3.89 Tc(MIN.) = 16.28 POR SUBAREA AREA(ACRES) = 1.36 SUBAREA RUNOFF(CFS) = 0.82 i ll EFFECTIVE AREA(ACRES) = 1.99 AREA - AVERAGED Fm(INCH/HR) = 0.82 AREA - AVERAGED Fp(INCH /HR) = 0.82 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.99 PEAK FLOW RATE(CFS) = 1.20 1. GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.22 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET /SEC.) = 1.53 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 495.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 56 » »>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 41.00 DOWNSTREAM(FEET) = 32.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 510.00 CHANNEL SLOPE = 0.0176 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 ii "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.26 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.255 . SUBAREA LOSS RATE DATA(AMC II): 11 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 2.15 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.60 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 5.32 Tc(MIN.) = 21.60 SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 0.84 ii ii 11 EFFECTIVE AREA(ACRES) = 4.14 AREA - AVERAGED Fm(INCH/HR) = 0.82 iii AREA- AVERAGED Fp(INCH /HR) = 0.82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 1.62 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.25 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET /SEC.) = 1.67 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1005.00 FEET. ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 56 li »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< » »>TRAVELTIME THRU SUBAREA«<« ELEVATION DATA: UPSTREAM(FEET) = 32.00 DOWNSTREAM(FEET) = 27.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00 CHANNEL SLOPE = 0.0107 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.32 ii * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.105 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER al "GRASS" A 3.07 0.82 1.000 50 RESIDENTIAL "1 DWELLING /ACRE" A 0.82 0.98 ' 0.800 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.85 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.958 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.14 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.50 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 5.11 P . ii Tc(MIN.) = 26.71 SUBAREA AREA(ACRES) = 3.89 SUBAREA RUNOFF(CFS) = 1.03 EFFECTIVE AREA(ACRES) = 8.03 AREA - AVERAGED Fm(INCH /HR) = 0.82 AREA- AVERAGED Fp(INCH /HR) = 0.83 AREA - AVERAGED Ap = 0.98 Po TOTAL AREA(ACRES) = 8.03 PEAK FLOW RATE(CFS) = 2.09 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.30 li END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET /SEC.) = 1.48 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1465.00 FEET. ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 210.00 IS CODE = 56 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< li »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 27.10 DOWNSTREAM(FEET) = 26.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE = 0.0014 II GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.46 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.974 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER II "GRASS" A 1.37 0.82 1.000 50 RESIDENTIAL "1 DWELLING /ACRE" A 0.66 0.98 0.800 32 41 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.935 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 0.74 AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 6.28 TC(MIN.) = 32.99 SUBAREA AREA(ACRES) = 2.03 SUBAREA RUNOFF(CFS) = 0.30 EFFECTIVE AREA(ACRES) = 10.06 AREA - AVERAGED Fm(INCH/HR) = 0.81 AREA - AVERAGED Fp(INCH /HR) = 0.84 AREA - AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 10.06 PEAK FLOW RATE(CFS) = 2.09 11; NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.44 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.34 FLOW VELOCITY(FEET /SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 = 1745.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.06 TC(MIN.) = 32.99 EFFECTIVE AREA(ACRES) = 10.06 AREA - AVERAGED Fm(INCH/HR)= 0.81 tad AREA- AVERAGED Fp(INCH/HR) = 0.84 AREA- AVERAGED Ap = 0.971 /'7 = �� e � PEAK FLOW RATE(CFS) = 2.09 ( END OF RATIONAL METHOD ANALYSIS r i; I; ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2005 Advanced Engineering Software (aes) Ver. 11.0 Release Date: 06/01/2005 License ID 1251 Analysis prepared by: Madole &. Associates 760 -A Rochester Avenue, Ontario, CA 91761 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16383 - JN: 652 -1942 * * Fontana, San Bernardino, CA * 10 -year predeveloped condition for Cypress basin routing ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: CYD10E.DAT TIME /DATE OF STUDY: 16:46 02/17/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.8800 i; *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING 1: WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.1ti7 n.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME - OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 165.00 ELEVATION DATA: UPSTREAM(FEET) = 50.50 DOWNSTREAM(FEET) = 47.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.389 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.268 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc t: I; LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 0.63 0.82 1.000 50 12.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 0.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 56 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< » »>TRAVELTIME THRU SUBAREA««< II ELEVATION DATA: UPSTREAM(FEET) = 47.80 DOWNSTREAM(FEET) = 41.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 330.00 CHANNEL SLOPE = 0.0206 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 il *ESTIMATED CHANNEL HEIGHT(FEET) = 0.25 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.970 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 1.36 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 I; TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.53 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.68 AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 3.28 Tc(MIN.) = 15.67 II SUBAREA AREA(ACRES) = 1.36 SUBAREA RUNOFF(CFS) = 1.41 EFFECTIVE AREA(ACRES) = 1.99 AREA - AVERAGED Fm (INCH /HR) = 0.82 AREA- AVERAGED Fp(INCH /HR) = 0.82 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.99 PEAK FLOW RATE(CFS) = 2.06 ili GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.26 END OF SUBAREA CHANNEL FLOW HYDRAULICS: 1; DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET /SEC.) = 1.88 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 495.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r i FLOW PROCESS FROM NODE 110.00 10 NODE 115.00 IS CODE = 56 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< » »>TRAVELTIME THRU SUBAREA««< ii ELEVATION DATA: UPSTREAM(FEET) = 41.00 DOWNSTREAM(FEET) = 32.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 510.00 CHANNEL SLOPE = 0.0176 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 1; "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.32 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.700 SUBAREA LOSS RATE DATA(AMC II): 11 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 2.15 0.82 1.000 50 1: SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.92 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.95 AVERAGE FLOW DEPTH(FEET) = 0.21 TRAVEL TIME(MIN.) = 4.36 Tc(MIN.) = 20.03 SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 1.70 li il EFFECTIVE AREA(ACRES) = 4.14 AREA - AVERAGED Fm(INCH /HR) = 0.82 li AREA- AVERAGED Fp(INCH /HR) = 0.82 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 3.28 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.32 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET /SEC.) = 2.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1005.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 56 li »> »COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »» >TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 32.00 DOWNSTREAM(FEET) = 27.10 II CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00 CHANNEL SLOPE = 0.0107 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.42 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.519 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER I; "GRASS" A 3.07 0.82 1.000 50 RESIDENTIAL "1 DWELLING /ACRE" A 0.82 0.98 0.800 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.85 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.958 ' TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.86 AVERAGE FLOW DEPTH(FEET) = 0.30 TRAVEL TIME(MIN.) = 4.12 ir TC(MIN.) = 24.15 6 SUBAREA AREA(ACRES) = 3.89 SUBAREA RUNOFF(CFS) = 2.48 EFFECTIVE AREA(ACRES) = 8.03 AREA - AVERAGED Fm(INCH/HR) = 0.82 AREA- AVERAGED Fp(INCH /HR) = 0.83 AREA- AVERAGED Ap = 0.98 1: TOTAL AREA(ACRES) = 8.03 PEAK FLOW RATE(CFS) = 5.08 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.42 li END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.32 FLOW VELOCITY(FEET /SEC.) = 1.91 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1465.00 FEET. il ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 210.00 IS CODE = 56 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »» >TRAVELTIME THRU SUBAREA« ELEVATION DATA: UPSTREAM(FEET) = 27.10 DOWNSTREAM(FEET) = 26.70 . CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE = 0.0014 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.66 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.361 II SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 1.37 0.82 1.000 50 RESIDENTIAL "1 DWELLING /ACRE" A 0.66 0.98 0.800 32 II SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.935 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.59 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 0.96 AVERAGE FLOW DEPTH(FEET) = 0.55 TRAVEL TIME(MIN.) = 4.88 TC(MIN.) = 29.02 SUBAREA AREA(ACRES) = 2.03 SUBAREA RUNOFF(CFS) = 1.01 EFFECTIVE AREA(ACRES) = 10.06 AREA - AVERAGED Fm(INCH /HR) = 0.81 AREA- AVERAGED Fp(INCH /HR) = 0.84 AREA - AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 10.06 PEAK FLOW RATE(CFS) = 5.08 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.63 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.53 FLOW VELOCITY(FEET /SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 = 1745.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.06 TC(MIN.) = 29.02 EFFECTIVE AREA(ACRES) = 10.06 AREA - AVERAGED Fm(INCH /HR)= 0.81 AREA- AVERAGED Fp(INCH /HR) = 0.84 AREA- AVERAGED Ap = 0.971 1 & f PEAK FLOW RATE(CFS) = 5.08 ID END OF RATIONAL METHOD ANALYSIS I; • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2005 Advanced Engineering Software (aes) Ver. 11.0 Release Date: 06/01/2005 License ID 1251 Analysis prepared by: Madole &. Associates 760 -A Rochester Avenue, Ontario, CA 91761 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * Tract 16383 - JN: 652 -1942 * Fontana, San Bernardino, CA * 25 -year predeveloped condition for Cypress basin routing ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: CYD25E.DAT TIME /DATE OF STUDY: 16:47 02/17/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 11 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED I/ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 165.00 ELEVATION DATA: UPSTREAM(FEET) = 50.50 DOWNSTREAM (FEET) = 47.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.389 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.654 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 1 vg ii LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 0.63 0.82 1.000 50 12.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 I; SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 1.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 56 1: »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< » »>TRAVELTIME THRU SUBAREA««< 2 ELEVATION DATA: UPSTREAM(FEET) = 47.80 DOWNSTREAM(FEET) = 41.00 II CHANNEL LENGTH THRU SUBAREA(FEET) = 330.00 CHANNEL SLOPE = 0.0206 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 I; *ESTIMATED CHANNEL HEIGHT(FEET) = 0.27 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.328 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS O LAND USE NATURAL FAIR COVER GROUP (ACRES) (INCH /HR) (DECIMAL) CN II "GRASS" A 1.36 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.97 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.82 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 3.02 Tc(MIN.) = 15.41 SUBAREA AREA(ACRES) = 1.36 SUBAREA RUNOFF(CFS) = 1.85 EFFECTIVE AREA(ACRES) = 1.99 AREA - AVERAGED Fp(INCH/HR) = 0.82 AREA- AVERAGED Fp(INCH /HR) = 0.82 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.99 PEAK FLOW RATE(CFS) = 2.70 I "' GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 6 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.29 ii; END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET /SEC.) = 2.01 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 495.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCE30 rhGi NODE 110.00 TO NODE 115.00 IS CODE = 56 » »>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< » »>TRAVELTIME THRU SUBAREA««< li ELEVATION DATA: UPSTREAM(FEET) = 41.00 DOWNSTREAM(FEET) = 32.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 510.00 CHANNEL SLOPE = 0.0176 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 ii "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.35 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.024 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 2.15 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.87 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.10 ii AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 4.05 Tc(MIN.) = 19.46 SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 2.33 ii il I EFFECTIVE AREA(ACRES) = 4.14 AREA - AVERAGED Fm(INCH /HR) = 0.82 AREA- AVERAGED Fp(INCH /HR) = 0.82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 4.49 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.36 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.26 FLOW VELOCITY(FEET /SEC.) = 2.22 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1005.00 FEET. II ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 56 >» »COMPUTE TRAPEZOIDAL CHANNEL FLOW « «< »> »TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 32.00 DOWNSTREAM(FEET) = 27.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00 CHANNEL SLOPE = 0.0107 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD( FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.47 PR * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.822 ii SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER lir "GRASS" A 3.07 0.82 1.000 50 10 RESIDENTIAL "1 DWELLING /ACRE" A 0.82 0.98 0.800 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.85 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.958 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.26 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.06 AVERAGE FLOW DEPTH(FEET) = 0.36 TRAVEL TIME(MIN.) = 3.73 P Tc(MIN.) = 23.19 t iii SUBAREA AREA(ACRES) = 3.89 SUBAREA RUNOFF(CFS) = 3.54 EFFECTIVE AREA(ACRES) = 8.03 AREA - AVERAGED Fm(INCH /HR) = 0.82 AREA- AVERAGED Fp(INCH /HR) = 0.83 AREA - AVERAGED Ap = 0.98 ri* TOTAL AREA(ACRES) = 8.03 PEAK FLOW RATE(CFS) = 7.27 kit GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.49 1; END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET /SEC.) = 2.12 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1465.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 210.00 IS CODE = 56 » »>COMPUTE TRAPEZOIDAL CHANNEL FLOW«« < li »»> TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 27.10 DOWNSTREAM(FEET) = 26.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE = 0.0014 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.77 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.640 ii SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 1.37 0.82 1.000 50 RESIDENTIAL "1 DWELLING /ACRE" A 0.66 0.98 0.800 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 1; SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.935 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.03 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.05 AVERAGE FLOW DEPTH(FEET) = 0.66 TRAVEL TIME(MIN.) = 4.46 Tc(MIN.) = 27.64 SUBAREA AREA(ACRES) = 2.03 SUBAREA RUNOFF(CFS) = 1.52 EFFECTIVE AREA(ACRES) = 10.06 AREA - AVERAGED Fm(INCH /HR) = 0.81 AREA- AVERAGED Fp(INCH /HR) = 0.84 AREA- AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 10.06 PEAK FLOW RATE(CFS) = 7.47 GIVEN CHANNEL BASE(FEET) = (:)(FACTO HANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S R = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.74 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.64 FLOW VELOCITY(FEET /SEC.) = 1.03 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 = 1745.00 FEET. 1; END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.06 TC(MIN.) = 27.64 EFFECTIVE AREA(ACRES) = 10.06 AREA - AVERAGED Fm(INCH/HR)= 0.81 AREA- AVERAGED Fp(INCH /HR) = 0.84 AREA- AVERAGED Ap = 0.971 01 PEAK FLOW RATE(CFS) = 7.47 AS = 7 fS END OF RATIONAL METHOD ANALYSIS I; Pin C C 16 I; I ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2005 Advanced Engineering Software (aes) ii Ver. 11.0 Release Date: 06/01/2005 License ID 1251 Analysis prepared by: Madole &. Associates I/ 760 -A Rochester Avenue, Ontario, CA 91761 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 16383 - JN: 652 -1942 * * Fontana, San Bernardino, CA * * 100 -year predeveloped condition for Cypress basin routing * II ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: CYDOOE.DAT TIME /DATE OF STUDY: 16:32 02/17/2006 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 = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.2300 li *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 1; GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) II 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED II ****** *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 • li » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 165.00 ELEVATION DATA: UPSTREAM(FEET) = 50.50 DOWNSTREAM(FEET) = 47.80 I; Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.389 li * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.169 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc il LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 0.63 0.82 1.000 50 12.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 ii SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 1.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 56 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA««< II ELEVATION DATA: UPSTREAM(FEET) = 47.80 DOWNSTREAM(FEET) = 41.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 330.00 CHANNEL SLOPE = 0.0206 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.30 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.807 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 11 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 1.36 0.82 1.000 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.55 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.98 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 2.78 Tc(MIN.) = 15.17 li SUBAREA AREA(ACRES) = 1.36 SUBAREA RUNOFF(CFS) = 2.43 EFFECTIVE AREA(ACRES) = 1.99 AREA - AVERAGED Fm(INCH /HR) = 0.82 AREA- AVERAGED Fp(INCH /HR) = 0.82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.99 PEAK FLOW RATE(CFS) = 3.56 I; GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.32 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET /SEC.) = 2.19 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 495.00 FEET. II ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 56 » »>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< II » »>TRAVELTIME THRU SUBAREA «<« ELEVATION DATA: UPSTREAM(FEET) = 41.00 DOWNSTREAM(FEET) = 32.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 510.00 CHANNEL SLOPE = 0.0176 I/ GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.39 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.463 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 2.15 0.82 1.000 50 li SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.15 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.30 II AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 3.69 Tc(MIN.) = 18.86 SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 3.18 II ii EFFECTIVE AREA(ACRES) = 4.14 AREA - AVERAGED Fm(INCH /HR) = 0.82 II AREA- AVERAGED Fp(INCH /HR) = 0.82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 6.12 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 li *ESTIMATED CHANNEL HEIGHT(FEET) = 0.41 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.31 FLOW VELOCITY(FEET /SEC.) = 2.44 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1005.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 56 li »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 32.00 DOWNSTREAM(FEET) = 27.10 li CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00 CHANNEL SLOPE = 0.0107 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.53 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.225 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN I/ NATURAL FAIR COVER "GRASS" A 3.07 0.82 1.000 50 RESIDENTIAL "1 DWELLING /ACRE" A 0.82 0.98 0.800 32 II SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.85 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.958 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.60 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.21 AVERAGE FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = 3.47 TC(MIN.) = 22.34 SUBAREA AREA(ACRES) = 3.89 SUBAREA RUNOFF(CFS) = 4.95 EFFECTIVE AREA(ACRES) = 8.03 AREA - AVERAGED Fm(INCH /HR) = 0.82 AREA - AVERAGED Fp(INCH /HR) = 0.83 AREA - AVERAGED Ap = 0.98 1; TOTAL AREA(ACRES) = 8.03 PEAK FLOW RATE(CFS) = 10.19 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.55 II END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET /SEC.) = 2.34 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1465.00 FEET. II ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 210.00 IS CODE = 56 I »» >COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »» >TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 27.10 DOWNSTREAM(FEET) = 26.70 li CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE = 0.0014 GIVEN CHANNEL BASE(FEET) = 5 .00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.88 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.012 I SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER II "GRASS" A 1.37 0.82 1.000 50 RESIDENTIAL "1 DWELLING /ACRE" A 0.66 0.98 0.800 32 li 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.935 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.29 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.15 AVERAGE FLOW DEPTH(FEET) = 0.77 TRAVEL TIME(MIN.) = 4.07 Tc(MIN.) = 26.41 SUBAREA AREA(ACRES) = 2.03 SUBAREA RUNOFF(CFS) = 2.20 EFFECTIVE AREA(ACRES) = 10.06 AREA — AVERAGED Fm(INCH/HR) = 0.81 AREA — AVERAGED Fp(INCH /HR) = 0.84 AREA— AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 10.06 PEAK FLOW RATE(CFS) = 10.85 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.86 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.76 FLOW VELOCITY(FEET /SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 = 1745.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.06 TC(MIN.) = 26.41 EFFECTIVE AREA(ACRES) = 10.06 AREA — AVERAGED Fm(INCH /HR)= 0.81 AREA — AVERAGED Fp(INCH/HR) = 0.84 AREA— AVERAGED Ap = 0.971 N IOs V S Cast — PEAK FLOW RATE(CFS) = 10.85 IfiD = TJ END OF RATIONAL METHOD ANALYSIS I/ • EAST BASIN DEVELOPED HYDROLOGY (2, 10, 25, &. 100 -YEAR) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 17460 FONTANA * Q100 -YR HYDROLOGY STUDY CALCULATION * JN: 652 -1942 TN CYDOO.DAT ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: P: \652 - 1942 \DRAINAGE \CYDOO.DAT TIME /DATE OF STUDY: 09:21 07/21/2006 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 = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5300 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTO. 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 IS CODE = 21 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 33.40 DOWNSTREAM(FEET) = 29.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.574 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.576 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.82 0.80 0.60 52 14.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.08 TOTAL AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) = 5.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.57 RAINFALL INTENSITY(INCH/HR) = 3.58 AREA - AVERAGED Fm(INCH /HR) = 0,48 AREA- AVERAGED Fp(INCH /HR) = 0,80 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.82 TOTAL STREAM AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 510.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 33.90 DOWNSTREAM(FEET) = 29.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.971 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.024 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.70 0.80 0.60 52 11.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 ° SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.43 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 5.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 610.00 IS CODE = 41 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « < ELEVATION DATA: UPSTREAM(FEET) = 25.40 DOWNSTREAM(FEET) = 25.20 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.)° = 4.33 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 5.43 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 12.14 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 610.00 = 495.00 FEET. ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 vac CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.14 RAINFALL INTENSITY(INCH /HR) = 3.99 AREA- AVERAGED Fm(INCH /HR) = 0.48 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.70 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.43 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 5.08 14.57 3.576 0.80( 0.48) 0.60 1.8 600.00 2 5.43 12.14 3.990 0.80( 0.48) 0.60 1.7 500.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 10.22 12.14 3.990 0.80( 0.48) 0.60 3.2 500.00 2 9.86 14.57 3.576 0.80( 0.48) 0.60 3.5 600.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.22 Tc(MIN.) = 12.14 EFFECTIVE AREA(ACRES) = 3.22 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.52 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 610.00 = 600.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.52 TC(MIN.) = 12.14 n '^ EFFECTIVE AREA(ACRES) = 3.22 AREA - AVERAGED Fm(INCH /HR)= 0.48 (�C10 b = 10. C4t AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.60 • PEAK FLOW RATE(CFS) = 10.22 j C - IZ.14 vA'r, ** PEAK FLOW RATE TABLE ** 'L STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 10.22 12.14 3.990 0.80( 0.48) 0.60 3.2 500.00 2 9.86 14.57 3.576 0.80( 0.48) 0.60 3.5 600.00 END OF RATIONAL METHOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 17460 FONTANA * * Q25 -YR HYDROLOGY STUDY CALCULATION * * JN: 652 -1942 TN CYD25.DAT * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: P: \652 - 1942 \DRAINAGE \CYD25.DAT TIME /DATE OF STUDY: 10:18 07/21/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.2300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 33.40 DOWNSTREAM(FEET) = 29.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.574 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.875 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.82 0.98 0.60 32 14.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.75 TOTAL AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) = 3.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.57 RAINFALL INTENSITY(INCH /HR) = 2.88 AREA- AVERAGED Fm(INCH/HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.82 4 TOTAL STREAM AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 510.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 33.90 DOWNSTREAM(FEET) = 29.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.971 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.235 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.70 0.98 0.60 32 11.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 4.05 TOTAL AREA(ACRES) = 1.70 PFAT< z'Tnw PAmcii-sc,\ = 4.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * ** * * * *** FLOW PROCESS FROM NODE 510.00 TO NODE 610.00 IS CODE = 41 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 25.40 DOWNSTREAM(FEET) = 25.20 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.00 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.05 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 12.16 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 610.00 = 495.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.16 RAINFALL INTENSITY(INCH /HR) = 3.21 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.70 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.05 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 3.75 14.57 2.875 0.98( 0.59) 0.60 1.8 600.00 2 4.05 12.16 3.205 0.98( 0.59) 0.60 1.7 500.00 w RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 7.64 12.16 3.205 0.97( 0.58) 0.60 3.2 500.00 2 7.30 14.57 2.875 0.98( 0.59) 0.60 3.5 600.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.64 Tc(MIN.) = 12.16 EFFECTIVE AREA(ACRES) = 3.22 AREA - AVERAGED Fm(INCH/HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.52 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 610.00 = 600.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.52 TC(MIN.) = 12.16 EFFECTIVE AREA(ACRES) = 3.22 AREA - AVERAGED Fm(INCH /HR)= 0.59 `g c f = 7 6 p AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.60 ( l "1' PEAK FLOW RATE(CFS) = 7.64 - 12,14 N V1. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 7.64 12.16 3.205 0.97( 0.58) 0.60 3.2 500.00 2 7.30 14.57 2.875 0.98( 0.59) 0.60 3.5 600.00 END OF RATIONAL METHOD ANALYSIS - 4 4 4 ********************************************* * * *4r* * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 17460 FONTANA * Q10 -YR HYDROLOGY STUDY CALCULATION * JN: 652 -1942 TN CYD1O.DAT ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: P: \652 - 1942 \DRAINAGE \CYD10.DAT TIME /DATE OF STUDY: 10:14 07/21/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONST. riitv.J.o: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 IS CODE = 21 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 33.40 DOWNSTREAM(FEET) = 29.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.574 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.408 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.82 0.98 0.60 32 14.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 2.99 TOTAL AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) = 2.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< A TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.57 RAINFALL INTENSITY(INCH /HR) = 2.41 AREA - AVERAGED Fm(INCH/HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.82 TOTAL STREAM AREA(ACRES) _ 1.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 510.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 33.90 DOWNSTREAM(FEET) = 29.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.971 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.709 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.70 0.98 0.60 32 11.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.25 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 3.25 S ********************************************* * * * * * * * * * * ** * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 610.00 IS CODE = 41 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 25.40 DOWNSTREAM(FEET) = 25.20 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.76 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 3.25 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 12.17 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 610.00 = 495.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.17 RAINFALL INTENSITY(INCH /HR) = 2.68 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.70 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.25 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 2.99 14.57 2.408 0.98( 0.59) 0.60 1.8 600.00 2 3.25 12.17 2.682 0.98( 0.59) 0.60 1.7 500.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.12 12.17 2.682 0.97( 0.58) 0.60 3.2 500.00 2 5.81 14.57 2.408 0.98( 0.59) 0.60 3.5 600.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.12 Tc(MIN.) = 12.17 EFFECTIVE AREA(ACRES) = 3.22 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.52 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 610.00 = 600.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.52 TC(MIN.) = 12.17 EFFECTIVE AREA(ACRES) = 3.22 AREA - AVERAGED Fm(INCH/HR)= 0.59 ��J 6 1 eft AREA - AVERAGED Fp(INCH/HR) = 0.98 AREA - AVERAGED Ap = 0.60 10 PEAK FLOW RATE(CFS) = 6.12 • IX- 12.17 1060 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.12 12.17 2.682 0.97( 0.58) 0.60 3.2 500.00 2 5.81 14.57 2.408 0.98( 0.59) 0.60 3.5 600.00 END OF RATIONAL METHOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 17460 FONTANA * * Q02 -YR HYDROLOGY STUDY CALCULATION * * JN: 652 -1942 TN CYD02.DAT * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: P: \652 - 1942 \DRAINAGE \CYD02.DAT TIME /DATE OF STUDY: 10:00 07/21/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH /HOUR) = 0.6800 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ___ 1 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW- DEE'fH CONS1'ty- il.ivlo. 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 33.40 DOWNSTREAM(FEET) = 29.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.574 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.589 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.82 0.98 0.60 32 14.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) = 1.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.57 RAINFALL INTENSITY(INCH /HR) = 1.59 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.82 TOTAL STREAM AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 510.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 33.90 DOWNSTREAM(FEET) = 29.50 Tc = K *H LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.971 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.789 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.70 0.98 0.60 32 11.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 1.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 610.00 IS CODE = 41 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 25.40 DOWNSTREAM(FEET) = 25.20 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.19 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.84 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 12.21 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 610.00 = 495.00 FEET. FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.21 RAINFALL INTENSITY(INCH /HR) = 1.77 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.70 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.84 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 1.65 14.57 1.589 0.98( 0.59) 0.60 1.8 600.00 2 1.84 12.21 1.768 0.98( 0.59) 0.60 1.7 500.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 3.46 12.21 1.768 0.98( 0.59) 0.60 3.2 500.00 2 3.21 14.57 1.589 0.98( 0.59) 0.60 3.5 600.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.46 Tc(MIN.) = 12.21 EFFECTIVE AREA(ACRES) = 3.22 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.52 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 610.00 = 600.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.52 TC(MIN.) = 12.21Q 3 S C{$ EFFECTIVE AREA(ACRES) = 3.22 AREA - AVERAGED Fm(INCH/HR)= 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.60 �Z� L' MAIN PEAK FLOW RATE(CFS) = 3.46 .G ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 3.46 12.21 1.768 0.98( 0.59) 0.60 3.2 500.00 2 3.21 14.57 1.589 0.98( 0.59) 0.60 3.5 600.00 END OF RATIONAL METHOD ANALYSIS • EAST BASIN, DEVELOPED HYDROLOGY FOR CATCH BASIN SIZING ;I S ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PIR RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE II (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 ill Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 2! * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 17460 - JN: 652 -1942 * 111 * Fontana, San Bernardino, CA * * 100 -year Hydrologic Study for Catch Basin Sizing * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: P: \652 - 1942 \DRAINAGE \CYDOOCB.DAT TIME /DATE OF STUDY: 14:02 07/21/2006 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 = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* II SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* r7 Is *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR i ll; NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: II 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« II INITIAL SUBAREA FLOW - LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 33.40 DOWNSTREAM(FEET) = 29.50 ii Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.574 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.576 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) ii ii RESIDENTIAL ii "3 -4 DWELLINGS /ACRE" A 1.82 0.98 0.60 32 14.57 c8 It 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 '� SUBAREA RUNOFF(CFS) = 4.90 t 4 TOTAL AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) = 4.90 li ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 510.00 IS CODE = 21 1; »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 450.00 li ELEVATION DATA: UPSTREAM(FEET) = 33.90 DOWNSTREAM(FEET) = 29.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.971 ii * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.024 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.70 0.98 0.60 32 11.97 Q SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 CB , 8 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.26 . C S TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 5.26 �&I'a z � �* END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.70 TC(MIN.) = 11.97 rim EFFECTIVE AREA(ACRES) = 1.70 AREA - AVERAGED Fm(INCH/HR)= 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 5.26 END OF RATIONAL METHOD ANALYSIS ill li li II I li , EAST BASIN STREET FLOW & CATCH BASIN SIZING R/W R/W 64' 12' 20' CL 20' 12' rag » 0.16' 6 . „ 6.5', 6.5' 5' 6" 29' LEVEL LINE AC PAVEMENT 0 2% woo CONC.--/ .: . ` Itill SIDEWALK CONC. 6 CONC. CURB SIDEWALK To & GUTTER T YP /CAL SEC T / CONC. CURB "11_,. "D" & "E" STREET & GUTTER O "A STRE (STA. 10 +00.00 TO STA. 14 +36.00) "D" STREET (STA.10 +00.00 TO STA. 17 +32.35) "E" STREET (STA. 10 +00.00 TO STA. 19 +28.65) NOT TO SCALE TI 5.5 J:\652- 1942\streetststOl.dwa. 5/16/2006 8:56 :44 AM. TN. TN i r... , I — Rive + 'g — _ - ..._- - - - - -- ) = t' •{ \ It '` E Te.T 4 9 C-f S \ ue = ",3= p ........____4 \ C.11. 41 1 IiiLlikviO Nok. Is404 407 .• !r.±►i � 4 i kii t; AVON ! wrl. J:\652-1942\Zuti117460.dwo. 5/10/2006 2:19:38 PM. TN. TN ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 TIME /DATE OF STUDY: 10:21 05/08/2006 Problem Descriptions: TRACT 17460 STREET FLOW DEPTH & CATCH BASIN CALCULATIONS Q100- CB #7 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »» STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 4.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 15.09 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.06 PRODUCT OF DEPTH &VELOCITY = 0.85 II li ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 ii Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 TIME /DATE OF STUDY: 10:23 05/08/2006 Problem Descriptions: TRACT 17460 CATCH BASIN SIZING CALCULATIONS Q100 -YR CB #7 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.90 GUTTER FLOWDEPTH(FEET) = 0.41 BASIN LOCAL DEPRESSION (FEET) = 0.33 ri FLOWBY BASIN ANALYSIS RESULTS: ii BASIN WIDTH FLOW INTERCEPTION 1.25 0.74 1.50 0.88 2.00 1.16 li 2.50 1.43 3.00 1.70 3.50 1.96 4.00 2.22 li 4.50 2.45 5.00 2.66 5.50 2.87 6.00 3.07 il 6.50 3.27 7.00 3.46 7.50 3.64 8.00 3.79 I 8.50 3.94 9.00 4.08 9.50 4.21 10.00 4.34 II 10.50 4.46 11.00 4.58 11.50 4.69 1 12.00 4.80 < ' l _ I4 . • OK 12.47 4.90 �J t� II AIA! ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, Ca 91761 TIME /DATE OF STUDY: 10:21 05/08/2006 Problem Descriptions: TRACT 17460 STREET FLOW DEPTH & CATCH BASIN CALCULATIONS Q100- CB #8 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »» STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 5.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 1: INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.06 PRODUCT OF DEPTH &VELOCITY = 0.91 ,, II * * *** ***************** * ** * * ** * * * * * * ** * * * * * * * * * ** * * * ** * * * * * * * * * * * *** *** * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 li Analysis prepared by: Madole & Associates, Inc. II 760 -A S. Rochester Avenue Ontario, Ca 91761 II TIME /DATE OF STUDY: 10:28 05/08/2006 Problem Descriptions: TRACT 17460 CATCH BASIN SIZING CALCULATIONS Q100 -YR CB #8 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ii »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« I; Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I; STREETFLOW(CFS) = 5.30 GUTTER FLOWDEPTH(FEET) = 0.44 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION li 1.25 0.81 1.50 0.97 2.00 1.27 2.50 1.56 II 3.00 1.86 3.50 2.15 4.00 2.42 4.50 2.67 II 5.00 2.90 5.50 3.12 6.00 3.34 6.50 3.56 7.00 3.76 7.50 3.95 8.00 4.12 8.50 4.28 II 9.00 4.43 9.50 4.58 10.00 4.71 II 10.50 4.84 11.00 4.96 11.50 5.08 I 12.00 5.19 12.50 12.52 5.30 5.30 ! 11 ii o h 1 I I EAST BASIN I STORM DRAIN HYDRAULICS • W 4 W 1 I•-- -1 1-- I 11--t 1-( i--- -1 i---1 I--I I---I i---1 1 --t 1---I 1-1 I--- I S--1 1--f 1--- -1 II--- -1 11---1 I-- 111 1 111 1 1 111 11 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 ! 1 1 FILE: D.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 7 -21 -2006 Time: 3:12:17 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California Q100 -YR LINE "D" CYPRESS BASIN * ***************************************************************************************** * * * * * * * * * * * * * * * * * * ** * * * * * * * * * ** * * * * ** ** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem - Ch Slope SF Ave HF SE Dpth Froude NlNorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 1000.000 23.150 .520 23.670 5.40 2.70 .11 23.78 .00 .38 4.00 .500 4.000 .00 0 .0 11.002 .0079 .0041 .05 .00 .67 .32 .013 .00 .00 BOX I 1011.002 23.237 .500 23.737 5.40 2.70 .11 23.85 .50 .38 4.00 .500 4.000 .00 0 .0 .408 .0079 .0019 .00 .50 .67 .32 .013 .00 .00 BOX I 1011.410 23.240 .495 23.735 5.40 2.73 .12 23.85 .00 .38 4.00 .500 4.000 .00 0 .0 2.137 .0075 .0020 .00 .49 .68 .32 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I I I 1 I I I I I 1 1 I I 1013.547 23.256 .471 23.727 5.40 2.86 .13 23.85 .00 .38 4.00 .500 4.000 .00 0 .0 - 1 - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - 1 - - I - 1 1.512 .0075 .0023 .00 .47 .73 .32 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I I I I I I I I I I 1 I I 1015.060 23.267 .450 23.717 5.40 3.00 .14 23.86 .00 .38 4.00 .500 4.000 .00 0 .0 - I - - 1 - - I - - 1 - - I - - I - - I - - I - - I - - I - - 1 - - I - - 1 - (- HYDRAULIC JUMP I I I I I I I I I I I I I 1015.060 23.267 .322 23.589 5.40 4.20 .27 23.86 .00 .38 4.00 .500 4.000 .00 0 .0 - I - 1 - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - 1 75.043 .0075 .0075 .56 .32 1.30 .32 .013 .00 .00 BOX I I I I I I I I I I I I I 1090.103 23.827 .322 24.149 5.40 4.20 .27 24.42 .00 .38 4.00 .500 4.000 .00 0 .0 - I - I - - 1 - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 19.938 .0075 • .0078 .15 .32 1.30 .32 .013 .00 .00 BOX 1 1 111 111 111 1 1 111 11 11 11 11 11 11 ■ 1 111 11 11 11 11 ■ 1 FILE: D.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 7 -21 -2006 Time: 3:12:17 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California Q100 -YR LINE "D" CYPRESS BASIN Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1110.040 23.976 .314 24.290 5.40 4.30 .29 24.58 .00 .38 4.00 .500 4.000 .00 0 .0 11.156 .0075 .0087 .10 .31 1.35 .32 .013 .00 .00 BOX 1121.196 24.060 .299 24.359 5.40 4.51 .32 24.68 .00 .38 4.00 .500 4.000 .00 0 .0 6.590 .0075 .0102 .07 .30 1.45 .32 .013 .00 .00 BOX 1127.786 24.109 .285 24.394 5.40 4.73 .35 24.74 .00 .38 4.00 .500 4.000 .00 0 .0 4.958 .0075 .0118 .06 .29 1.56 .32 .013 .00 .00 BOX 1132.744 24.146 .272 24.418 5.40 4.97 .38 24.80 .00 .38 4.00 .500 4.000 .00 0 .0 4.087 .0075 .0137 .06 .27 1.68 .32 .013 .00 .00 BOX 1136.831 24.176 .259 24.436 5.40 5.21 .42 24.86 .00 .38 4.00 .500 4.000 .00 0 .0 3.527 .0075 .0160 .06 .26 1.80 .32 .013 .00 .00 BOX 1140.358 24.203 .247 24.450 5.40 5.46 .46 24.91 .00 .38 4.00 .500 4.000 .00 0 .0 3.125 .0075 .0186 .06 .25 1.94 .32 .013 .00 .00 BOX 1143.483 24.226 .236 24.462 5.40 5.73 .51 24.97 .00 .38 4.00 .500 4.000 .00 0 .0 2.816 .0075 .0217 .06 .24 2.08 .32 .013 .00 .00 BOX 1146.300 24.247 .225 24.472 5.40 6.01 .56 25.03 .00 .38 4.00 .500 4.000 .00 0 .0 2.566 .0075 .0252 .06 .22 2.23 .32 .013 .00 .00 BOX 1148.866 24.266 .214 24.480 5.40 6.30 .62 25.10 .00 .38 4.00 .500 4.000 .00 0 .0 2.357 .0075 .0294 .07 .21 2.40 .32 .013 .00 .00 BOX 1 1 1 ti 11 1 _ 1 11 1 11 1 11 1 1 1 1 1 11 1 1 1 1 1 1 11 1 11 1 11 J 11 1 11 1 11 1 11 1 FILE: D.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 7 -21 -2006 Time: 3:12:17 Tract 16383 - JN: 652 -1942 Fontana, San Bernardino, California Q100 -YR LINE "D" CYPRESS BASIN ******************************************************************************************** ** *:r * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super Critical1Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 1151.223 24.284 .204 24.488 5.40 6.61 .68 25.17 .00 .38 4.00 .500 4.000 .00 0 .0 2.177 .0075 .0343 .07 .20 2.58 .32 .013 .00 .00 BOX I 1153.400 24.300 .195 24.495 5.40 6.93 .75 25.24 .50 .38 4.00 .500 4.000 .00 0 .0 TRANS STR .0049 .0211 .17 .50 2.77 .013 .00 .00 BOX I 1161.560 24.340 .786 25.126 5.40 4.72 .35 25.47 .06 .82 1.95 2.000 .000 .00 1 .0 9.350 .0053 .0054 .05 .84 1.09 .79 .013 .00 .00 PIPE I 1170.910 24.390 .786 25.176 5.40 4.72 .35 25.52 .00 .82 1.95 2.000 .000 .00 1 .0 17.492 .0054 .0053 .09 .79 1.09 .79 .013 .00 .00 PIPE I 1188.402 24.484 .789 25.273 5.40 4.68 .34 25.61 .00 .82 1.96 2.000 .000 .00 1 .0 3.018 .0054 .0049 .01 .79 1.07 .79 .013 .00 .00 PIPE I 1191.420 24.500 .820 25.320 5.40 4.45 .31 25.63 .00 .82 1.97 2.000 .000 .00 1 .0 TRANS STR 10.2402 .0024 .00 .82 1.00 .013 .00 .00 PIPE I 1191.421 24.510 1.170 25.680 5.40 1.15 .02 25.70 .00 .38 4.00 3.000 4.000 .00 0 .0 5.999 .0000 .0002 .00 1.17 .19 .00 .013 .00 .00 BOX I 1197.420 24.510 1.171 25.681 5.40 1.15 .02 25.70 .00 .38 4.00 3.000 4.000 .00 0 .0 WALL ENTRANCE I I 1197.420 24.510 1.172 25.682 5.40 6.88 .73 26.42 .00 1.26 .67 .670 .670 .00 0 .0 I I 1197.420 24.510 1.264 25.774 5.40 6.38 .63 26.41 .00 1.26 .67 .670 .670 .00 0 .0 1 1 1 1 1 1 1 1 IL I t 1 1 1 1 1 t 1 I 1 [ 1 ! 1 I l i R I III I 1 t 1 1 1 IF 1 FILE: D.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 7 -21 -2006 Time: 3:12: 9 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 PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 3 0 .000 .500 4.000 .000 .000 .00 CD 2 4 1 2.000 CD 3 3 0 .000 3.000 4.000 .000 .000 .00 CD 4 2 0 .000 .670 .670 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Tract 16383 - JN: 652 -1942 HEADING LINE NO 2 IS - Fontana, San Bernardino, California HEADING LINE NO 3 IS - Q100-YR LINE "D" CYPRESS BASIN W S P G W 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 1000.000 23.150 1 23.670 * ELEMENT NO 2 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1011.410 23.240 1 .013 14.528 45.000 .000 1 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1153.400 24.300 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE 1161.560 24.340 2 .013 10.873 - 43.000 ELEMENT NO 5 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1170.910 24.390 2 .013 23.810 - 22.500 .000 0 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1191.420 24.500 2 .013 .000 .000 .000 0 ELEMENT NO 7 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE 1191.421 24,510 3 .013 .000 .000 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1197.420 24.510 3 .013 .000 .000 .000 0 ELEMENT NO 9 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 1197.420 24,510 4 .500 ELEMENT NO 10 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1197.420 24 ' 10 4 24.510 11 ti 1 1 1 1 I . 1 1 1 1 1 1 1 1 1 1 1 11111 1 1 1 1 1 1 11 1 t 1 1 1 1 1 D.WSW T1 Tract 16383 - 7N: 652 -1942 0 T2 Fontana, San Bernardino, California T3 Q100 -YR LINE t'D" CYPRESS BASIN So 1000.000 23.150 1 23.670 R 1011.410 23.240 1 .013 45.000 .000 1 R 1153.400 24.300 1 .013 .000 .000 0 TS 1161.560 24.340 2 .013 - 43.000 R 1170.910 24.390 2 .013 - 22.500 .000 0 R 1191.420 24.500 2 .013 .000 .000 0 TS 1191.421 24.510 3 .013 .000 R 1197.420 24.510 3 .013 .000 .000 0 WE 1197.420 24.510 4 .500 SH 1197.420 24.510 4 24.510 CD 1 3 0 .000 .500 4.000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 3 0 .000 3.000 4.000 .000 .000 .00 CD 4 2 0 .000 .670 .670 .000 .000 .00 Q 5.400 .0 Page 1 r n . M�1 z 1 11--4 I-1 1-1 1F --I 11-1 1--- -1 1---1 1-1 1-1 1 -1 1--1 J--1 1-1 1-1 1---1 1-1 1-1 11-I 1- ti tillitilL1111111111111111 11 1111111 1 R i l l i FILE: E.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 7 -21 -2006 Time: 3:24:54 Tract 16383 - JN: 652-1942 Fontana, San Bernardino, California Q100 -YR LINE "E" CYPRESS BASIN * * * * **** *********************************************************************************** * *s * * ** * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFSI (FPS) Head Grd.E1. Elev Depth Width Dia. -FT or I.D. 2L Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall 2R Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1006.210 1425.030 2.820 1427.850 10.20 3.25 .16 1428.01 .00 1.14 .00 2.000 .000 .00 1 .0 4.940 .0061 .0020 .01 2.82 .00 1.09 .013 .00 .00 PIPE 1011.150 1425.060 2.800 1427.860 10.20 3.25 .16 1428.02 .00 1.14 .00 2.000 .000 .00 1 .0 7.600 .0039 .0020 .02 .00 .00 1.26 .013 .00 .00 PIPE 1018.750 1425.090 2.805 1427.895 10.20 3.25 .16 1428.06 .00 1.14 .00 2.000 .000 .00 1 .0 14.140 .0057 .0020 .03 2.80 .00 1.12 .013 .00 .00 PIPE 1032.890 1425.170 2.753 1427.923 10.20 3.25 .16 1428.09 .00 1.14 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I 1032.890 1425.170 2.998 1428.168 10.20 .24 .00 1428.17 .00 .25 14.00 5.020 14.000 .00 0 .0 JUNCT STR .0032 .0000 .00 3.00 .02 .013 .00 .00 RECTANG I 1036.060 1425.181 2.989 1428.171 5.12 .12 .00 1428.17 .00 .16 14.00 5.020 14.000 .00 0 .0 WALL EXIT I 1036.060 1425.181 2.990 1428.171 5.12 1.63 .04 1428.21 .00 .80 .00 2.000 .000 .00 1 .0 44.830 .0051 .0005 .02 .00 .00 .77 .013 .00 .00 PIPE I 1080.890 1425.410 2.788 1428.198 5.12 1.63 .04 1428.24 .00 .80 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I 1080.890 1425.410 2.850 1428.260 5.12 .13 .00 1428.26 .00 .16 14.00 4.780 14.000 .00 0 .0 Ik I IL I E I Ik I II I 1 I II I t i t 1 1 I Ik I II I I I IL I Ik . I 1 I 1 I t. I II I FILE: E.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 7 -21 -2006 Time: 3:24 :46 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 PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 2.500 CD 3 4 1 1.500 CD 4 2 0 .000 5.020 14.000 .00 CD 5 2 0 .000 4.780 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Tract 16383 - JN: 652 -1942 HEADING LINE NO 2 IS - Fontana, San Bernardino, California HEADING LINE NO 3 IS - Q100-YR LINE "E" CYPRESS BASIN W S P G W 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 1006.210 1425.030 1 1427.850 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1011.150 1425.060 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1018.750 1425.090 1 .013 14.047 - 31.000 .000 0 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1032.890 1425.170 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A WALL ENTRANCE * U/S DATA STATION INVLRT SECT FP 1032.890 1425.170 4 .500 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1032.890 1425.170 4 .013 .000 .000 .000 0 ELEMENT NO 7 IS A JUNCTION * * * * * * * U/S DATA STATION IN\ SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1036.060 1425,180 4 4 0 .013 5.080 .000 1425.180 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1036.060 1425.181 4 .013 .000 .000 .000 0 ELEMENT NO 9 IS A WALL EXIT * U/S DATA STATION INVERT SECT 1036.060 1425.181 1 ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1036.060 1425.181 1 .013 .000 .000 .000 0 111 11 al 11 11 111 11 11 11 11 11 11 11 11 11 11 1 1 11 al ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1080.890 1425.410 1 .013 122.313 - 21.000 .000 0 ELEMENT NO 12 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1080.890 1425.410 5 .500 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 13 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1080.890 1425.410 5 1425.410 f 1 1 1 L i I l i 11111 1 1 1 1 1 1 1 1 W I t i R I R I I I [ I 11 i I III E.WSW T1 Tract 16383 - 7N: 652 -1942 0 T2 Fontana, San Bernardino, California T3 Q100 - YR LINE "E" CYPRESS BASIN 50 1006.2101425.030 1 1427.850 R 1011.1501425.060 1 .013 .000 R 1018.7501425.090 1 .013 - 31.000 R 1032.8901425.170 1 .013 .000 WE 1032.8901425.170 4 .500 R 1032.8901425.170 4 .013 .000 .000 0 7x 1036.0601425.180 4 4 .013 5.080 1425.180 90.0 .000 R 1036.0601425.181 4 .013 .000 .000 0 Wx 1036.0601425.181 1 R 1036.0601425.181 1 .013 .000 .000 0 R 1080.8901425.410 1 .013 - 21.000 .000 0 WE 1080.8901425.410 5 .500 SH 1080.8901425.410 5 1425.410 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 2 0 .000 5.020 14.000 .000 .000 .00 CD 5 2 0 .000 4.780 14.000 .000 .000 .00 Q 5.120 .0 Page 1 I ' I EAST BASIN DEVELOPED UNIT HYDROGRAPH AND FLOOD ROUTING I A.V ^�J 4 ' EAV / O 10' 6' 5' _ I 2 -1 DIAMETER BARS 10' , 2' -4" 2' -0" 1' -8" „ I� 2 -1/4" DIAMETER BARS TOE OF 3:1 SLOPE 4" 6" MIN RIP-RAP z / 6" MIN R!P -RAP � AT 4.56 APART, 6" RADIUS I ca W AT 4.56 " APART, I WITH CLASS 2 BACKING WITH CLASS 2 1,,`('. Ia AS TRASH -RACK 4, AS TRASH -RACK CL 24 " RCP I 2 Z a BACKING 6" RADIU o PER DETAIL Y" HEREON LINE D" o PER DETAIL Y" HEREON I z 1 � N A � " � c 'Z' + RIM 7 E . 1424.50 BOT. a ;,..4 1...i � ' `� I O^ I-= DETENTION BASIN . 10 v1 p w CD Li_ ,.. L � tea. N Q , ■. Al �! O V O op 4.5" / f i \ 0.50% m FLOW 1 I� I ,-� CL 24" RCP .. �. f. o li �1 " LINE D" 6" MIN RIP -RAP ' "`I 4.5 DETAIL Y" j 12 " _ 4' -4" 8" WITH CLASS 2 BACKING NOT TO SCALE N 4' -4" 8 " 1/4" DIAMETER BAR " —6 : -O ' " 1/4" DIAMETER BAR WALL REINFORCED 12 IN THE MIDDLE OF OPENING IN THE MIDDLE OF OPENING PER NOTE (TYP.) PLAN AS TRASH -RACK AS TRASH -RACK NOTE: SECTION X -X 1. WALL REINFORCING /4 ®12" BOTH HORIZONTAL AND VERTICAL. 2. MANHOLE COVER SHALL BE PRESSURE TYPE NOTE.' PER R.C.F.C. AND W.C.D. STD. DWG. N0. MH256 INLET DETAIL / LINE D �� ROCK SHALL BE 200# (DETAIL ON SHEET 5) 2 �� NOT TO SCALE NOT 200 -1.6 & 300 -11 t J. \C12 -1942 utuiin1ad04.Jwu. 8/17/2006 9.27.14 AM. Cuiiid c ■ NM I Summary Table for West Basin: SAINI Undev. Dev. Basin Actual Pre - developed Runoff 90% Runoff Discharge Mitigation Year Intensity (Year) (cfs) (mitigation) (cfs) (cfs) ( %) 2 2 6.3 5.6 11.4 5.2 83% 10 5 10.1 9.1 20.4 9.1 90% 25 10 13.1 11.8 25.6 11.3 87% 100 25 17.0 15.3 33.5 13.6 80% I Summary Table for East Basin: Undev. Dev. Basin Actual Pre - developed Runoff 90% Runoff Discharge Mitigation Year Intensity (Year) (cfs) (mitigation) (cfs) (cfs) ( %) 2 2 2.1 1.9 3.5 1.9 91% 10 5 5.1 4.6 6.1 2.9 57% 25 10 7.5 6.7 7.6 3.5 47% 100 25 10.9 9.8 10.2 5.4 50% I or I I 1 . : 7 - Project: Tract 17460 Date: 5/4/2006 652 -1942 Engineer: I] mon Notes: Developed -100 Year Set #1 al 1st -24hr 2nd -24hr ,,,,,, 1 Design Storm yr 100 2 Catchment Lag time hrs 0.16 NO 3 Catchment Area acres 3.52 a 4 Base flow cfs /sq mi 0 ..e 5 S -graph 6 Maximum loss rate, Fm in /hr 0.44 a 7 Low loss fraction, Y -bar 0.40 •• 8 Watershed area - averaged 5 - minute point rainfall inches 0.48 0.17 or Watershed area - averaged 30 - minute point rainfall inches 1.10 0.40 Watershed area - averaged 1 -hour point rainfall inches 1.53 0.55 Watershed area - averaged 3 -hour point rainfall inches 2.72 0.98 irr Watershed area - averaged 6 -hour point rainfall inches 3.90 1.40 Watershed area - averaged 24 -hour point rainfall inches 9.40 3.38 SIN 9 24 -hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr ., 3 -hr 6 -hr 24 -hr a OS i 460 - UHinput.xls 7/21/2006 Tract 17460 652-942 Cypress 5/4/2006 / �w�saF��ion& Me�mumL�mRm� � [ m��o�d'iBOYm� S�# 1| Cover r Area % Soil type Area /% CN-II CN-III A 96 3-4 3.52 1.00 A 3.52 1.00 32 52 0.6 0.60 111111 11111211111111111W 1111 1M114 11111` (AutoCalc: Impervious) (1.4) A0,4\ 08 0 . 0.40 0.2 0.04 0.97 0.89 ' �. :' / 3.5 3.52 Y= 0.00 Fm= 0.44 P-24= 9.40 in Est Vo = 2 ac-ft Low Loss FnactionY�bor= 0300U ' � U Return Period 100 AMC Type U| (1,11 or 111) Lag Time 24-hr Rainfall (other than 1O0m) T 1 Tc = 12.14 min from Rational Method Study 2 3.4 Lag = 9.712 min Run: 100 9.4 ULeo� O1Ghr U 100 9.4 U ~ ' Tributary area 460'UHinput.xjo 7/21/3006 ,.. MO NPR . i om SMALL AREA UNIT HYDROGRAPH MODEL MO (C) Copyright 1989 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 on MO Analysis prepared by: Madole & Associates, Inc. "' 760 -A S. Rochester Avenue Ontario, Ca 91761 W sum ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OM Problem Descriptions: ion TRACT 17460 FONTANA Q100 -YR UNIT HYDROGRAPH CALCULATION Ili JN: 652 -1942 TN ow S RATIONAL METHOD CALIBRATION COEFFICIENT = 0.93 TOTAL CATCHMENT AREA(ACRES) = 3.52 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.440 um LOW LOSS FRACTION = 0.400 10 TIME OF CONCENTRATION(MIN.) = 12.14 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED me RETURN FREQUENCY(YEARS) = 100 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.48 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.10 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.53 Mb 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.72 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.90 MO 24 -HOUR POINT RAINFALL VALUE(INCHES) = 9.40 sin MO TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 1.59 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 1.17 um MO TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) am 0.02 0.0000 0.00 Q . . Mi 0.22 0.0041 0.49 Q . . 0.42 0.0123 0.49 Q . . 0.62 0.0205 0.49 Q . """" 0.82 0.0288 0.50 Q . . ON 1.03 0.0371 0.50 Q . • 1.23 0.0454 0.50 Q . . 1.43 0.0538 0.50 .Q . . we 1.63 0.0623 0.51 .Q . 1.84 0.0707 0.51 .Q . MO 2.04 0.0793 0.51 Q . 2.24 0.0878 0.51 .Q . - 2.44 0.0964 0.52 .Q . 2.65 0.1051 0.52 .Q . MO 2.85 0.1138 0.52 .Q . . 3.05 0.1226 0.52 .Q . mg 3.25 0.1314 0.53 .Q . . 3.46 0.1402 0.53 .Q . OW 3.66 0.1491 0.53 .Q . . OM OM a a • a a 00000010010101000 01000000 +0 00001000100000 0 0 0 0 0 0 0 0 V' C' 'C 10 tf) l0 l0 <0 N N N CO CO 01 Ol O O r-1 .--I N NCO co C' d' 10 l0 N N CO 61 O O N N C' C' l0 N CO 61 N N O ri C' l0 Ol c-I lO O 'C CO 10 O N Ol O .-1 M 61 N N CO LO N N to 10 to to t.f) L if) tf) 10 10 tf) l0 lO l0 l0 1/4.0 l0 lfl lfl lfl 10 lfl lfl lfl lfl lfl l0 N N N N N N N N N N N 10 r N N N CO CO N 61 61 CD .H N N 1010 O 61 N N M r-I CD 61 OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO r-1ri r-i r-I --I rI N N O.--1 ri r-1. -1 O ri r-1 r-1 N M tf) N O C' CO CO O7 tf) N 01 CO N N CO O N l0 O l0 N 61 O N NOM CD C' .-i O O N l0 N O1 61 O N (n O 10 CO M M N N N a' C C' d' N N O N M N l0 O N Cil O c-1 CO N 10 tf)C' CO CO N r -1.- -I CD CD O Ol 61 CT CT O O O. -1.-1 N N co C' U) N CO 01 ri MIn N CD -i C' lO Ol CO tf) N OD CD N tf) CO c-i L) CD LC) .-1 CO 101010 CD 10 Cl0 N N Mv' co 61 N l0 N co 61 co r-i N CO d' If) ■0 N N CO CT CD 1-1 M C' In l0 N CO CT 0 N CO C' 10 N CO 01 O 1-1 co C' 10 10 07 61 O 1-1 M C' 10 l0 CO CT -H N V' 10 N 61 .-I c1' l0 61 CO C r-I r-I 1-1 1-1 1-4 N N N N N N N N N N N CO CO CO CO CO CO M co co C' v' q' C' d' d' d' If) if) 117 tf) tl) 10 tf) tf) l0 l0 10 10 l0 l0 10 10 N N N N N N CO CO CO CD 61 CD c-1 r-I r-I N N . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Cl CD CD CD CD O O O O CD CD CD CD CD O O CD CD CD CD CD CD O CD CD CD CD CD CD 0 CD CD CD CD CD CD CD CD CD CD CD CD CD U CO CD CD CD CD CD CD 0 0 CD CD CD CD CD CD CD CD 1-1 .-1 .- I r-I 10 10 l0 N N N N CO CO CO CO C) CT 61 CT Cif CD O CD O 1-1 r-I ri ri N N N (NI CO CO co co co C V' C' C' tf) t1) tf) tf) l0 l0 10 '0 N N N N N CO W CO CO 61 C71 Ol 61 CD CD CD O CD r4 O O N Q' l0 CO CD (N C l0 CO 0 N d' 10 CO 1-1 M tf) N 61 .-4 co in N 61 1-1 co in N d> .--1 co il) N 01 .--I co tf) N Ol r-I M t1 C- 01 r♦ CO If) N Cil 4 CO tf) N 61 .-I M l0 CO CD N v' 1 .0 CO CD N CO a' C a' C d' tf) tf) 10 tf) t1) l0 l0 1.0 10 l0 N N N N N CO OD CO CO CO 61 Ol 61 Cil Cr) O O CD CD CD r-1 .-4 r-1 ri .--1 N N ( N N CO CO CO CO CO C' v' c' N' C' to tf) tf) t4) ■0 10 10 l0 l0 N N r-I .-i r-1 r1 r ri 1-4 .-1 .-4 .-' .-1 ri 1-- ri r-I r- . r-I ri r1 1-1 1 a 1 , [ i f I I i i I i I l 1 1 1 3 1 1 1 1 I I 1 1 I .11 1 I I 1 1 1 ! mo MM ost M 17.42 1.2436 0.83 .Q . n.s 17.62 1.2570 0.77 .Q . 17.82 1.2696 0.73 .Q . 110 18.02 1.2814 0.69 .Q . 18.23 1.2939 0.80 Q . no 18.43 1.3071 0.77 .Q . 18.63 1.3198 0.75 .Q . MO 18.83 1.3322 0.73 .Q . 19.03 1.3443 0.71 .Q . NW 19.24 1.3560 0.69 Q . 19.44 1.3674 0.68 Q . MO 19.64 1.3786 0.66 .Q . 19.84 1.3896 0.65 .Q . 20.05 1.4003 0.64 .Q . om 20.25 1.4109 0.62 .Q . 20.45 1.4212 0.61 Q . ON 20.65 1.4314 0.60 .Q . 20.86 1.4414 0.59 .Q . "IW 21.06 1.4512 0.58 Q . 21.26 1.4609 0.58 .Q . MM 21.46 1.4705 0.57 .Q . 21.67 1.4799 0.56 .Q . w 21.87 1.4892 0.55 .Q . 22.07 1.4984 0.55 .Q . MM 22.27 1.5075 0.54 Q . 22.47 1.5164 0.53 Q . ,® 22.68 1.5253 0.53 Q . 22.88 1.5341 0.52 Q . O W 23.08 1.5427 0.51 .Q . 23.28 1.5513 0.51 Q . 23.49 1.5598 0.50 .Q . MOM 23.69 1.5681 0.50 Q . 23.89 1.5765 0.49 Q . Oo 24.09 1.5847 0.49 Q . 24.30 1.5888 0.00 Q . - Problem Descriptions: TRACT 17460 FONTANA 411M Q100 -YR UNIT HYDROGRAPH CALCULATION JN: 652 -1942 TN Oo •w FLOW- THROUGH DETENTION BASIN MODEL * SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 12.140 ear DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 Of ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ow INFLOW Mr I • I I - V effective depth I (and volume) MO I I I I detention I V on I basin 1 < - -> outflow 1 I MO I \ I storage I basin outlet on V OUTFLOW • OW am MO w MO MO DEPTH-VS.-STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 Mi *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * * 0.000 0.000 0.000 ** 0.500 0.010 0.900* " * 1.000 0.020 1.800 ** 1.500 0.040 2.400* 0 * 2.000 0.060 2.900 ** 3.000 0.100 3.600* * 3.800 0.160 14.300 ** 5.000 0.240 16.900* * 5.500 0.280 18.500 ** moo BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: d i INTERVAL DEPTH {S- O *DT /2} {S +0 *DT /2} NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) on 1 0.00 0.00000 0.00000 2 0.50 0.00248 0.01752 Ai 3 1.00 0.00495 0.03505 4 1.50 0.01993 0.06007 mil 5 2.00 0.03575 0.08425 6 3.00 0.06990 0.13010 MO 7 3.80 0.04044 0.27956 8 5.00 0.09870 0.38130 9 5.50 0.12532 0.43468 um WHERE S= STORAGE (AF);O= OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) e r DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES moo OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE VA AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE mx (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) MO 0.016 0.000 0.00 0.00 0.00 0.000 0.218 0.000 0.49 0.23 0.21 0.005 mom 0.420 0.000 0.49 0.27 0.45 0.005 0.623 0.000 0.49 0.27 0.49 0.005 OM 0.825 0.000 0.50 0.28 0.49 0.006 1.027 0.000 0.50 0.28 0.50 0.006 mu 1.230 0.000 0.50 0.28 0.50 0.006 1.432 0.000 0.50 0.28 0.50 0.006 SO 1.634 0.000 0.51 0.28 0.50 0.006 1.837 0.000 0.51 0.28 0.51 0.006 2.039 0.000 0.51 0.28 0.51 0.006 as 2.241 0.000 0.51 0.28 0.51 0.006 • 2.444 0.000 0.52 0.29 0.51 0.006 2.646 0.000 0.52 0.29 0.52 0.006 2.848 0.000 0.52 0.29 0.52 0.006 m 3.051 0.000 0.52 0.29 0.52 0.006 lid 3.253 0.000 0.53 0.29 0.53 0.006 3.455 0.000 0.53 0.29 0.53 0.006 3.658 0.000 0.53 0.30 0.53 0.006 *m 3.860 0.000 0.54 0.30 0.54 0.006 4.062 0.000 0.54 0.30 0.54 0.006 MA 4.265 0.000 0.54 0.30 0.54 0.006 4.467 0.000 0.55 0.30 0.55 0.006 am 4.669 0.000 0.55 0.31 0.55 0.006 4.872 0.000 0.56 0.31 0.55 0.006 ON 5.074 0.000 0.56 0.31 0.56 0.006 5.276 0.000 0.56 0.31 0.56 0.006 um 5.479 0.000 0.57 0.31 0.56 0.006 5.681 0.000 0.57 0.32 0.57 0.006 • 5.883 0.000 0.57 0.32 0.57 0.006 6.086 0.000 0.58 0.32 0.58 0.006 6.288 0.000 0.58 0.32 0.58 0.006 ow 6.490 0.000 0.59 0.33 0.58 0.007 MO 6.693 0.000 0.59 0.33 0.59 0.007 s OM csi ea k to ems.. N 4• N 160 Is 4.^ 1_ E • I N N N N N N N N N r- N N t- CO CO CO CO OD CO CO CO 0 000 CO CO CO CO CO CO 0101010 0 11 N N M V' l0 t'N NC"- V' N .-1 V V' r-1 01 O1 0 O O1 0 0 0 0 0 0 1� N N N 00000000000000000000000000000 . 1 . - I. - -1 f-1 r-I r- I. -i.-I .-• N M N (.0 V' N. -1. O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1--1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 O O r-i r-1 N N M V. V' 10 If) 0 1 CO co 0) O ,--t N fr) V' (C) 10 N 01 10 r - 1 01 O N (C) N 0 M l0 O U') r-1 N V' C' N 0 ■ 11 0 01 O CO 0 01 .--I O N (.0 N C N N sr. N O 01 N 0 C' Cl (C) l0 0 0 0 0 l0 l0 0 l0 l0 l0 l0 LO l0 l0 l0 N. N t N r- N t` N N N N l0 N N f N CO 00 CO 01 01 0 0 .-i N M S' (0 1--1 0 Sr l0 r-1 (f) r-1 01 CO N N. N N N N N r- l0 l0 l0 l0 l0 0 0 0 0 O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 r- i r -1 r -1 r-1 r - 1 .- •• -' 1 N 1 f) 0 N N r -1 .- 10 0 0 0 0 0 0 0 0 0 0 0 O O O CO M V' V' V' V' If) lf) (C) l0 l0 l0 r-- N CO CO 01 01 0 0 r-1 r-1 N M M V' O co 0) O •--1 N V' If) N 0) CV Sr 00 ,--I N r-1 ,--I C '+0 Cr) N l0 N 01 0 M t- r-I 0) cT M N ri 0 0) co N Lo in 1 ) co M co M co co co M M M M CO M C•1 co co ('0 M V' V' V' C V' V' V' V' V' M M 'G' V' V' V' V' V• Q' LC) 1.0 L() l0 l0 N CO CO 0 V M O (f) 0 N U") V' Q' V' M V' V' V' V' V M M M M co ' ( 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r1 1-1 M N r-1 r1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 •• •1 N N M M V• V' tf) l0 N N O 01 0 0 N N Sr V' l0 N 001 N O 0 •i V' l0 01 r-1 l0 O V' CO 0 0 N 01 0 1 M 01 r N CO 0 .-1 1 M N C') 01 O N lf) co r1 O co 0 ul V' (N l0 ■0 1/40 l0 1.0 l0 l0 l0 l0 l0 l0 l0 1.0 l0 l0 l0 N N N N N N r - N N N. N (0 N N N N co co co 0) 01 0 .-1 N N (0 in O 0) N r- M rH 0 01 O N N l0 CO N N t- 1 l0 l0 (0 ■0 l0 l0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r1 r-1 r-1 r-I r-1 r-I N N O r1 r-I r-i r-1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . • . . . • . . . . . . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 If) N O N V' I- 0) r-1 V' l0 O r-i M Lo co O N If) N 0) N V' l0 01 ri M l0 CO 0 M tf) N O N V. N 01 .-1 V' LCD CO r-I M N co 0 (V (C) N 01 N V' 1 .0 01 r-1 CO l0 CO 0 M If) N O N V' N 01 al 01 0 0 0 0 0 r-i r-i 1-1 r-I N N N N M M M M co V• V' V' V' N L In u0 l0 l0 (.0 0 N N N N N CO CO O CO 01 01 01 O) 0 0 0 0 0 •-1 ••I r-1 r-1 N N N N M CO co CM <t' V V' V' V' O 0 M if) t- O) r - 1 M N N 01 r-i Co (0 N 0) r - i M tf) r - 0) r1 M u) t - 01 r-I M O N 01 ,H M (0 t - 01 r-1 M to t - Ol r- co If) N 0 N V• l0 CO O N V' l0 CO 0 N V' l0 O O N V' l0 CO 0 N lO t�NNN 0000001 0101010100000 r-I ri r 1 ri r - 1 V' V' V' V' V' 00 Io101OOOl0t t - t - - - 00 000010101010100 r-1 ri r-I r-I •-I •-1 r-1 r-I r-I r-1 r-1 r-1 1-1 r-1 ri .-1 r-I rl r-i r-1 r-I r I r-♦ ri r-1 ri r-1 ri •l 1-1 -H r-1 •-1 r1 r-i r-1 rl ri r-1 •• r-1 r-1 r-1 rl •i ri 1--1 ri ri N N i 11 1 11 1 i 1 11 1 i 1 1 1 i 1 1 1 J t 1 1 .i 1 i 1 11 1 ! i II 1 1 1 A i i 1 i } y F g N N N f` lc) lD 10 19 10 19 10 10 10 ID 19 10 10 to L--1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CD 0 0 N r 0 C) CO N N 10 if) a• a' 0) N N r-i r O O Ol CO 10 ID 10 to U) r.0 u ) U) 10 10 10 u0 to in 10 10 to to C N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a' CO 0) N N r r-1 O O O O) 61 O) CO CO OD CO (` a' 0) 0) (r) CO (0 0) 0) M 0) 0) 0) N N N N N N N N O 00000000000000000000 .-I O rn co N N 10 to U) d' M 0) (NI r-1 r-I O O C)) 0) 0 1.0 10 to to 10 U) to to tf) 1() to 1() N N in tf) • • • • • • • • • • • • • • • • • • • • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 O O O O O O O O O O O O O • • • • • • • • • • • • • • • • • • • • O O O O O O O O O O O O O O O O O O O O ID CO ■-1 0) 10 CO O N t!) N 0) N Q• 10 Cr) r-I 0) 10 to to to t.f) 10 10 10 19 N N N N N co OD co CO Ol 0) Ql •• Lc) co O N V'ID CO N V'10 COON V'1000ON • • • • • • • • • • • • • • • OOO'- ir- lr -Ir-i ri NNNNNMM 0) )(')a' V' ('40) N N N N N N N N N N N N N N N N N N i i s v I 1 i 1 i i 11 i i i t i .11 i 11 [ I i II a E 11 i i t 1 a leg Project: Tract 17460 Date: 5/4/2006 652 -1942 Engineer: IJ Notes: Developed -25 Year Set #2 1st -24hr 2nd -24hr 1 Design Storm Yr 25 mou 2 Catchment Lag time hrs 0.16 3 Catchment Area acres 3.52 a 4 Base flow cfs /sq mi 0 5 S -graph 6 Maximum loss rate, Fm in /hr 0.44 7 Low loss fraction, Y -bar 0.44 UPI 8 Watershed area - averaged 5 - minute point rainfall inches 0.38 0.14 a Watershed area - averaged 30 - minute point rainfall inches 0.89 0.32 Watershed area - averaged 1 -hour point rainfall inches 1.23 0.44 Watershed area - averaged 3 -hour point rainfall inches 2.19 0.79 Watershed area - averaged 6 -hour point rainfall inches 3.14 1.13 Watershed area - averaged 24 -hour point rainfall inches 7.27 2.62 • 9 24 -hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors ""' 10 Depth -area adjustment factors 5 -min (Fig E -4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr ' MIR r a 460 - UHinput.xls 7/21/2006 1 . Tract 17460 652 -1942 Cypress 5/4/2006 Low Loss Fraction & Maximum Loss Rate [Developed -25 Year Set # 21 !Cover Area % Soil type Area % CN -II CN -III Ap % S , la . Y _. ; , Y (viiglt), Fp (F.0 -6) 3 -4 Du /Ac, Soil A 3.52 1.00 A 3.52 1.00 32 52 0.6 0.60 923 1.85 0.28' .::0;:17',. 0.74 O.Aa4... .; ;;0E44 ' (AutoCatc: Impervious), (1.4) (0.4) 98 0 0.40. 0,2 0.04; =07 .. •,x0:39• " 3.5 3.52 Y= 0.56 Fm= 0.44 P -24= 7.27 in Est Vol = 1 ac -ft Low Loss Fraction,Y -bar = 0.4441 Return Period 25 AMC Type 111 (I,II or 111) Lag Time 24 -hr Rainfall (other than 100 yr) T 1 Y (yr) (in) Tc = 12.16 min from Rational Method Study 2 3.4 Lag = 9.728 min Run: 100 9.4 !Lag = 0.16 hr 25 7.27 Tributary area 460 - UHinput.xls 7/21/2006 N III I; ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** II SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 II Analysis prepared by: Madole & Associates, Inc. ;I 760 -A S. Rochester Avenue Ontario, Ca 91761 il ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Descriptions: il TRACT 17460 FONTANA Q25 -YR UNIT HYDROGRAPH CALCULATION JN: 652 -1942 TN li ii RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 3.52 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.440 LOW LOSS FRACTION = 0.440 TIME OF CONCENTRATION(MIN.) = 12.16 ii SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.38 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.89 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.23 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.19 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.14 i ll 24 -HOUR POINT RAINFALL VALUE(INCHES) = 7.27 TOTAL CATCHMENT RUNOFF VOLUME ;. ^_CnE .721"_T - 1 12 TOTAL CATCHMENT SOIL -LOSS VOLUME (ACRE -rk T ) = 1.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** il TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) 0.19 0.0027 0.33 Q . 0.39 0.0082 0.33 .Q . . 0.60 0.0137 0.33 .Q . 0.80 0.0192 0.33 Q . '1.00 0.0248 0.33 .Q . . . 1.21 0.0304 0.33 .Q . . 1.41 0.0360 0.34 .Q . . . 1.61 0.0416 0.34 .Q . . . 1.81 0.0473 0.34 .Q . . 2.02 0.0530 0.34 .Q . . II 2.22 0.0587 0.34 Q . . . 2.42 0.0645 0.35 .Q . 2.62 0.0703 0.35 .0 . . . 2.83 0.0761 0.35 .Q . . II 3.03 0.0820 0.35 Q . . . 3.23 0.0879 0.35 .Q . 3.43 0.0939 0.36 .Q . . . li 0 • • • • 0 a 00 00 0000000 0000000000 0 000000000000000000000000000000000000 0 .................................... ............................... l0 VD 1O N N N N OD 00 CO CO 01 0'1 01 O O O 1-1 rl rl N N M C'1 V' V' in in C0 lfl N N 00 CO 01 O ri ri N 01 V' U) r1 01 rl C' 'Cr U) CO 01 N cr 01 H N O O1 V' 01 CO CO V. N N 1-1 N 0) M 0) M Cn 01 01 01 Cn 01 01 CO M cT V• cT d• V' V' V' V' •• V■ V' cT a• V' V' V' a' V' v' in in in U) in in in in V' U1 U) in i) in in CO CO CO N N CO CO 01 O O V' H 0 N O CD N . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .-1 r i N l .-1 r l O O 0001010 N V' CO OI N U)01 V'01 in ri CO in 01 1000 r1 M 000101 CO 01 0 O0 CO CO CO CD ri U)O N U) in 1fl U101 M CA CO 0101 ri N CO 01 CO O ri N U) U)[� rf tf) CO 0NN V' 01 U) rl co V' O CO N 01 U) rl CO V' r1 CO CT ri CO U) N 01 CD 01 O N V' N dl N U) N 0 CO CD V' N H O CD N CO U1 V' N rl 01 CO N N N N N CO O 01 CO O in N O N N V' 01 N N CO al O ri ri N 01 01 V' G' U) CO CO N co 0001 O O ri N N 01 V' in U) CO N N co 010 ri H N N V' in CO lfl N co 010 r1 N N M V' U)CD C CD 01 ri N M in CO co O N in co O N V' in O ri ri rl ri ri ri ri ri ri r1 ri r1 ri ri r1 N N N N N N N N N N N N N N 01 01 01 01 01 01 01 01 01 01 01 01 V' V' cT V' V V' V' V' V' V' V• U) U) in in in in CO CD CD N CO co CO CD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 V' V' V' U) in U) U) CO CO CO lD N N N N CD CD CD 01 01 01 01 O 0 0 0 ri ri ri ri N N N 01 CO 01 M V' V' V' V' U) in in in CO 1D lfl N N N N CO CO CO CO 01 01 01 01 O 0 0 ri .-i H ri CO CIOO(NJ V' CO O V'CO V' CO COON V' CO OD rA 01U1 l- Ol r-4 01 ul C- C0 ri 01U)r -cr) 01U1h 01 ri 01 u r-)H 01 r-01 MU)l- (7) 01 i co CD (NI ,v VD co O N 01 cT 0' V' V' V' in U) U) in U) CO CO CO CO CO C` N N N N 0) CO CO OD O0 01 Cr) 01 01 01 0 0 0 0 0 1 ri r4 ri ri N Cs.; CV N N N 01 Cn M 01 V' V' C' V' V' U1 U) in N 00 0O CO CO VD N r1 ri r1 ri ri rl ri rl H rl ri ri ri rl ri ri ri ri ri r1 rl H ri ri ri r1 rl ri ri ri r1 rl ri ri ri tal MIS I 0, I 17.22 0.8681 0.66 . Q . . OR 17.42 0.8787 0.60 . Q . . . Ii 17.62 0.8884 0.56 . Q . . 17.82 0.8976 0.53 . Q . . 18.03 0.9062 0.50 . Q . AIR 18.23 0.9150 0.56 . Q . . Ill 18.43 0.9242 0.54 Q 18.63 0.9330 0.52 . Q . 18.84 0.9415 0.50 . Q . . !I 19.04 0.9498 0.49 .Q . . II 19.24 0.9579 0.47 Q . 19.45 0.9657 0.46 .0 19.65 0.9734 0.45 .Q . . 19.85 0.9809 0.44 .Q . . P. 20.05 0.9882 0.43 .Q . 20.26 0.9954 0.42 .Q . . 20.46 1.0024 0.42 .Q . . 20.66 1.0093 0.41 .Q . . RR 20.86 1.0161 0.40 .Q . . hi 21.07 1.0228 0.39 .Q . . 21.27 1.0293 0.39 .Q . . 21.47 1.0358 0.38 .Q . . 21.67 1.0422 0.38 .Q . . 21.88 1.0484 0.37 .Q . . 22.08 1.0546 0.37 .Q . . 22.28 1.0607 0.36 .Q . . A! 22.49 1.0667 0.36 .Q . . II 22.69 1.0727 0.35 Q 22.89 1.0786 0.35 Q . 23.09 1.0844 0.34 .Q . . r 23.30 1.0901 0.34 .Q . . IN 23.50 1.0958 0.34 Q 23.70 1.1014 0.33 Q 23.90 1.1069 0.33 .Q . . 24.11 1.1124 0.33 .Q . . 24.31 1.1152 0.00 Q . . li Problem Descriptions: iii TRACT 17460 FONTANA 025 -YR UNIT HYDROGRAPH CALCULATION JN: 652 -1942 TN li FLOW - THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: illi CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 12.160 ill DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 II II INFLOW I 41 i I 1 V effective depth I (and volume) 1 I I 1 I detention 1 I V I basin I < - - >I outflow 1 I I 1 I \ I I storage I basin outlet V OUTFLOW g ii so om DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: MO TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * III * 0.000 0.000 0.000 ** 0.500 0.010 0.900* * 1.000 0.020 1.800 ** 1.500 0.040 2.400* * 2.000 0.060 2.900 ** 3.000 0.100 3.600* * 3.800 0.160 14.300 ** 5.000 0.240 16.900* * 5.500 0.280 18.500 ** BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S- O *DT /2} {S +O *DT /2} 1; NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 1 0.00 0.00000 0.00000 2 0.50 0.00246 0.01754 3 1.00 0.00493 0.03507 PM 4 1.50 0.01990 0.06010 ii 5 2.00 0.03571 0.08429 6 3.00 0.06985 0.13015 7 3.80 0.04024 0.27976 8 5.00 0.09847 0.38153 9 5.50 0.12507 0.43493 WHERE S= STORAGE (AF);O= OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) DETENTION BASIN ROUTING RESULTS: I: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.192 0.000 0.33 0.16 0.14 0.003 1 0.395 0.000 0.33 0.18 0.30 0.004 L W 0.597 0.000 0.33 0.18 0.32 0.004 0.800 0.000 0.33 0.18 0.33 0.004 1.003 0.000 0.33 0.18 0.33 0.004 1.205 0.000 0.33 0.19 0.33 0.004 1.408 0.000 0.34 0.19 0.33 0.004 1.611 0.000 0.34 0.19 0.34 0.004 1.813 0.000 0.34 0.19 0.34 0.004 2.016 0.000 0.34 0.19 0.34 0.004 2.219 0.000 0.34 0.19 0.34 0.004 2.421 0.000 0.35 0.19 0.34 0.004 2.624 0.000 0.35 0.19 0.35 0.004 2.827 0.000 0.35 0.19 0.35 0.004 ii 3.029 0.000 0.35 0.20 0.35 0.004 3.232 0.000 0.35 0.20 0.35 0.004 3.435 0.000 0.36 0.20 0.35 0.004 3.637 0.000 0.36 0.20 0.36 0.004 li 3.840 0.000 0.36 0.20 0.36 0.004 4.043 0.000 0.36 0.20 0.36 0.004 4.245 0.000 0.37 0.20 0.36 0.004 • 4.448 0.000 0.37 0.20 0.37 0.004 li 4.651 0.000 0.37 0.21 0.37 0.004 4.853 0.000 0.37 0.21 0.37 0.004 5.056 0.000 0.38 0.21 0.37 0.004 5.259 0.000 0.38 0.21 0.38 0.004 ii 5.461 0.000 0.38 0.21 0.38 0.004 5.664 0.000 0.38 0.21 0.38 0.004 5.867 0.000 0.39 0.21 0.39 0.004 6.069 0.000 0.39 0.22 0.39 0.004 6.272 0.000 0.39 0.22 0.39 0.004 ii 6.475 0.000 0.40 0.22 0.39 0.004 6.677 0.000 0.40 0.22 0.40 0.004 li 4 r OR a PP i 6.880 0.000 0.40 0.22 0.40 0.004 P 7.083 0.000 0.41 0.23 0.40 0.005 i 7.285 0.000 0.41 0.23 0.41 0.005 7.488 0.000 0.41 0.23 0.41 0.005 7.691 0.000 0.42 0.23 0.42 0.005 7.893 0.000 0.42 0.23 0.42 0.005 ii 8.096 0.000 0.43 0.24 0.42 0.005 8.299 0.000 0.43 0.24 0.43 0.005 8.501 0.000 0.44 0.24 0.43 0.005 8.704 0.000 0.44 0.24 0.44 0.005 8.907 0.000 0.45 0.25 0.44 0.005 9.109 0.000 0.45 0.25 0.45 0.005 9.312 0.000 0.46 0.25 0.45 0.005 9.515 0.000 0.46 0.25 0.46 0.005 ;I 9.717 0.000 0.47 0.26 0.46 0.005 9.920 0.000 0.47 0.26 0.47 0.005 10.123 0.000 0.48 0.27 0.47 0.005 10.325 0.000 0.48 0.27 0.48 0.005 !A 10.528 0.000 0.49 0.27 0.49 0.005 Il 10.731 0.000 0.50 0.28 0.49 0.006 10.933 0.000 0.51 0.28 0.50 0.006 11.136 0.000 0.51 0.28 0.51 0.006 !1 11.339 0.000 0.52 0.29 0.52 0.006 II 11.541 0.000 0.53 0.29 0.52 0.006 11.744 0.000 0.54 0.30 0.53 0.006 11.947 0.000 0.55 0.30 0.54 0.006 i: 12.149 0.000 0.51 0.29 0.53 0.006 12.352 0.000 0.49 0.28 0.51 0.006 12.555 0.000 0.51 0.28 0.50 0.006 12.757 0.000 0.52 0.29 0.51 0.006 12.960 0.000 0.54 0.30 0.53 0.006 I; 13.163 0.000 0.55 0.30 0.54 0.006 13.365 0.000 0.58 0.32 0.56 0.006 13.568 0.000 0.59 0.33 0.58 0.007 13.771 0.000 0.62 0.34 0.60 0.007 13.973 0.000 0.64 0.35 0.63 0.007 Il 14.176 0.000 0.69 0.38 0.66 0.008 1 14.379 0.000 0.71 0.39 0.69 0.008 14.581 0.000 0.77 0.42 0.73 0.008 lk)• S ' 2 i • f3 I; 14.784 0.000 0.80 0.44 0.78 0.009 14.987 0.000 0.89 0.48 0.83 0.010 15.189 0.000 0.94 0.52 0.90 0.010 15.392 0.000 1.09 0.59 1.00 0.012 + 3 • Q 15.595 0.000 1.08 Fn 1 m j��' _ 4 0.012 v 15.797 0.000 1.46 U. /7 1.2., 0.016 16.000 0.000 2.14 1.09 1.67 0.024 16.203 0.000 7.67 3.03 2.97 0.102 3,�' C Imp 16.405 0.000 1.23 2.11 3.50 0.064 at o WA 16.608 0.000 1.01 1.42 2.64 0.037 II 16.811 0.000 0.84 0.90 1.97 0.018 17.013 0.000 0.74 0.48 1.24 0.010 17.216 0.000 0.66 0.38 0.77 0.008 1; 17.419 0.000 0.60 0.34 0.65 0.007 17.621 0.000 0.56 0.32 0.59 0.006 17.824 0.000 0.53 0.30 0.55 0.006 18.027 0.000 0.50 0.28 0.52 0.006 18.229 0.000 0.56 0.30 0.53 0.006 18.432 0.000 0.54 0.30 0.54 0.006 18.635 0.000 0.52 0.29 0.53 0.006 18.837 0.000 0.50 0.28 0.51 0.006 I 19.040 0.000 0.49 0.27 0.50 0.005 II 19.243 0.000 0.47 0.26 0.48 0.005 19.445 0.000 0.46 0.26 0.47 0.005 19.648 0.000 0.45 0.25 0.46 0.005 19.851 0.000 0.44 0.25 0.45 0.005 II 20.053 0.000 0.43 0.24 0.44 0.005 20.256 0.000 0.42 0.24 0.43 0.005 LOLoCCC V' CC V'C V. V• V'CCC V. V. V. T-4 00000000000000000000 00000000000000000000 • • • • • • • • • • • • • • • • • • • • 0000000000000000000 N .-1 H 0 01 01 W CO N N( l0 In L C C C ("•1 CO 01 C C C Cr) Cr) CO CO CO M C) Cr) co co co co (`1 co C) .-1 • • • • • • • • • • • • • • • • • • • • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CO M N N N . .-1 -10000 01 al 01 01 01 CO CO Cr) (N N (N N N N N N N N N N .-1 -1 -1 .--I .-1 .-i 1-1 O • • • • • • • • • • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N r1 0 01 01 CO CO N N VD l0 1.0 C!) C C C Cr) Cr) Cr) 0 C C M co co C) M co co co C') co co co co co M O • • • • • • • • • • • • • • • • • • • • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • 00000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • • • • • • • • • • • • • • • • • • • • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0) e - • C N 0) (N u) C` 0 M in co M l0 0l . -1 C N O1 C!) l0 l0 l0 lO N N C` dD 00 00 0 0l 0) 0) 0) O O O O C l0 OD 0 N C l0 OD 0 N C l0 CO 0 N C N 01 c-1 Cr • • • • • • • • • • • • • • • • • • • • 0 0 0 .-i .-I r-1 .--1 . N N N N N M M M M M C C N N N N N N N N N N N N N N N N N N N (N il oil Project: Tract 17460 Date: 5/4/2006 652 -1942 al Engineer: Q BI Notes: Developed -10 Year Set #3 1st -24hr 2nd -24hr 1 Design Storm yr 10 2 Catchment Lag time hrs 0.16 3 Catchment Area acres 3.52 4 Base flow cfs /sq mi 0 I 5 S -graph 6 Maximum loss rate, Fm in /hr 0.44 7 Low loss fraction, Y -bar 0.49 8 Watershed area - averaged 5 - minute point rainfall inches 0.32 0.12 Watershed area - averaged 30 - minute point rainfall inches 0.74 0.27 r Watershed area - averaged 1 -hour point rainfall inches 1.03 0.37 ^ Watershed area - averaged 3 -hour point rainfall inches 1.83 0.66 iiir Watershed area - averaged 6 -hour point rainfall inches 2.63 0.95 r• ;�. • Watershed area - averaged 24 -hour point rainfall inches 5.87 2.11 L 9 24 -hour storm unit interval minutes 5 ii Point rainfall unadjusted by depth - area factors E 10 Depth -area adjustment factors 5 -min li (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr I I 460 - UHinput.xls 7/21/2006 Tract 17460 652 -1942 Cypress 5/4/2006 Low Loss Fraction & Maximum Loss Rate (Developed -10 Year Set # 31 ! Cover Area % Soil type Area A la , CN -II CN -III Ap % S la , Y. , ..;Y.(wght), Fp (F.0 -6) . Fm . Ftri.(wght) 3 -4 Du /Ac, Soil A 3.52 1.00 A 3.52 1.00 32 52 0.6 0.60 9.23 1.85 0.21 ' 0,13:- 0.74 0.44: ;.:'. (AutoCalc: Impervious) (1.4) (0.4) l 98 0 0.40 0.2 0.04 0.96 0.38 3.5 3.52 Y= 0.51 ' Fm= 0.44 P -24= 5.87 in Est Vol = 1 ac -ft Low Loss Fraction,Y -bar = 0.491 Return Period 10 AMC Type III (I,II or III) Lag Time 24 -hr Rainfall (other than 100 yr) T I (yr) (in) Tc = 12.17 min from Rational Method Study 2 3.4 Lag = 9.736 min Run: 100 9.4 (Lag = 0.16 hr 10 5.87 Tributary area 460 - UHinput.xls 7/21/2006 II ill: 1�14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ill SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2004 Advanced Engineering Software (aes) • Ver. 10.0 Release Date: 01/01/2004 License ID 1251 ii Analysis prepared by: Madole & Associates, Inc. y 760 -A S. Rochester Avenue Ontario, Ca 91761 ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Problem Descriptions: ii TRACT 17460 FONTANA 010 -YR UNIT HYDROGRAPH CALCULATION JN: 652 -1942 TN I: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.89 TOTAL CATCHMENT AREA(ACRES) = 3.52 mo 17 TOTAL RATE, Fm,(INCH /HR) = 0.440 LOW LOSS FRACTION = 0.490 TIME OF CONCENTRATION(MIN.) = 12.17 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.32 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.74 Pm � - 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.03 Ili 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.83 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.63 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.87 NM ii TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.82 TOTAL CATCHMENT SOIL -LOSS VOLT_ME!TO*?E_rr - 0.91 ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME VOLUME 0 0. 2.5 5.0 7.5 10.0 lill (HOURS) (AF) (CFS) NB 0.18 0.0019 0.23 Q . . . 0.38 0.0057 0.23 Q . , ii 0.58 0.0095 0.23 Q . . 0.79 0.0134 0.23 Q . . 0.99 0.0172 0.23 Q . . 1.19 0.0211 0.23 Q . II 1.40 0.0250 0.23 Q . 1.60 0.0290 0.24 Q . . 1.80 0.0329 0.24 Q . . , 2.00 0.0369 0.24 Q . . 2.21 0.0409 0.24 Q . . 2.41 0.0450 0.24 Q . 2.61 0.0490 0.24 Q . . 2.82 0.0531 0.24 Q . . 3.02 0.0572 0.25 Q . . . 3.22 0.0613 0.25 Q . , II 3.42 0.0655 0.25 Q . . , 3.63 0.0697 0.25 .Q . . ii • • 0 0 0 000000 a a 00 01 01 01 0 0 0 01 0101 010001 0101 01010101 0101 010101 0101 01010101 0 01 0101001 001 0 100101 0 if in O0 00NNNNN000ooa1 01010000 -- Ir - INNNMMC'C'C' Lc) l00Na) C) 00 NC'tONCO r - CO C) Ls) (N (N (N Lc) Mtn N N (N N N N (N N N N N N N N (N N (N N NC'') co co co co co co c'') CO c) co m M c'') M M M M M M C' M M c'') M •'C' V'C' cr. C' to to to VD ION CO CO.-1 r WI/ in CO • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r-i r-1 LCD 0 0 0 0 0 C) N C'N r-1 C• 01 M OD M CO V 0 r C'r al CO 100 00N 000 M LO O Cr OI CO N O co r 00. C OI CO O M N N 01 at 0 C'r -ir-i tf) M OC' O to Mr-I C' N 0 N C'00) r M Co N lO r - 1 to al d' co co r N N r♦ lO ■-1 to O to 0 to O tf) O lfl . - i l0 N r (N CO C O Co -1 r CO 0 l0 N al l0 N CO to ri CO lO M r-I 0 r lfl Co to lfl r O C' 0 N t0 CO a1 r1 O Ol r r 0000 a) al 0 o r r N (N M MC C' it) Cl) l0 lO r r N 0 a1 a10 r --I r (N MM C' C'to lO lO • r 0 a1 0)0. - 1. - i (N co C' d' CO lO N co a 10 N co to N M C)O (N MM 0 0 0 0 0 0 0. - r•i r - i r - I t - I r - i r - I r - I r r r r r"i r'i ."'1 r'1 r'1 '""i r'i •-i N N N N N N N N N N N N N N N N N M M M M M M M M M M M M C' a' C C' v' tf) CO lO VD ■.0 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 0 • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M MC' C' V'C' to tf) N l0 l0 l0lO r r r 00000010100000 r- 1r-Ir-1r -1 (N N N CO M('')MC'C'C' Co to to tolD l0 l0 r r r r 0000010010000 r-I. -1 r-i r-CN 00 N C'10000 N C' 000 N C' 000 N 'C'000 N Co N 0)r (')Co N 6l r Ml)) N alr co Co r 0) r M In r 0) r M Cl) N 0l r co tnr a1 r 1 co Co 00 N C' 000 • • • . • • • • • • . . • • • • . • • • . • . • • . . • • . • • • • • • . . . . . • • . • . • • . . • • • . • • . • • CO • V' C' C' C' C' Co to Co to Co l0 lO l0 0 0 N N N N N a) 00 0 a) 0o 0) 01 a1 a1 01 0 0 0 0 0 . - I . - i r - i r - 1 r4 N (N N N N M C') CO M co C' v' C' V' C' to to to to lO lO lO IO IO r r r-1 .-i r-i r-I r--I r-i r-I r--1 r-1 r-1 r-♦ 1-1 r--I r•1 1-1 .--1 r-i r-1 r 1 ri r-I 1-1 .--I 1-1 ri r1 .-i .-1 1-1 .-i r-I r-1 La Lai LAI �;x <; !!!A MO Ii 17.42 0.6477 0.46 .Q . . pp1 17.62 0.6552 0.43 .Q . II 17.83 0.6621 0.40 .0 . 18.03 0.6686 0.38 Q . 18.23 0.6752 0.40 .Q . 18.43 0.6817 0.38 Q . 18.64 0.6881 0.37 Q . II 18.84 0.6942 0.36 .Q . . 19.04 0.7001 0.35 .Q . . 19.25 0.7059 0.34 .Q . I; 19.45 0.7115 0.33 Q . . 19.65 0.7169 0.32 Q . 19.85 0.7223 0.31 Q . 20.06 0.7275 0.31 .Q . . 11; 20.26 0.7325 0.30 Q . . 20.46 0.7375 0.29 Q . 20.67 0.7424 0.29 .Q . . 20.87 0.7472 0.28 .Q . . 21.07 0.7519 0.28 .Q . 11 21.27 0.7565 0.27 .0 . . 21.48 0.7611 0.27 .Q . 21.68 0.7655 0.26 .Q . 21.88 0.7700 0.26 Q 22.08 0.7743 0.26 .Q . 22.29 0.7786 0.25 .Q . . 22.49 0.7828 0.25 Q . r 22.69 0.7869 0.25 Q . Ili 22.90 0.7911 0.24 Q . 23.10 0.7951 0.24 Q . 23.30 0.7991 0.24 Q . 23.50 0.8031 0.23 Q . re 23.71 0.8070 0.23 Q . . kr 23.91 0.8109 0.23 Q . 24.11 0.8147 0.23 Q . . ,pw 24.32 0.8166 0.00 Q . ill Problem Descriptions: TRACT 17460 FONTANA Q10 -YR UNIT HYDROGRAPH CALCULATION JN: 652 -1942 TN r1 FLOW- THROUGH DETENTION BASIN MODEL II SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 12.170 illi DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW 1 1 • I V effective depth 1 (and volume) 1 1 1 1 detention I V li 1 basin 1< - -> outflow 1 I 1 \ 1 storage 1 basin outlet V OUTFLOW I: 4 ii ii • DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 VI *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * * 0.000 0.000 0.000 ** 0.500 0.010 0.900* * 1.000 0.020 1.800 ** 1.500 0.040 2.400* * 2.000 0.060 2.900 ** 3.000 0.100 3.600* * 3.800 0.160 14.300 ** 5.000 0.240 16.900* * 5.500 0.280 18.500 ** BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S- O *DT /2} {S +0 *DT /2} NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 1 0.00 0.00000 0.00000 2 0.50 0.00246 0.01754 3 1.00 0.00491 0.03509 4 1.50 0.01988 0.06012 ii 5 2.00 0.03569 0.08431 6 3.00 0.06983 0.13017 7 3.80 0.04014 0.27986 8 5.00 0.09835 0.38165 I: 9 5.50 0.12494 0.43506 WHERE S= STORAGE (AF);O= OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES LI OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE f ill (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) li 0.179 0.000 0.23 0.11 0.10 0.002 0.382 0.000 0.23 0.12 0.21 0.002 0.585 0.000 0.23 0.13 0.23 0.003 0.787 0.000 0.23 0.13 0.23 0.003 0.990 0.000 0.23 0.13 0.23 0.003 1.193 0.000 0.23 0.13 0.23 0.003 I; 1.396 0.000 0.23 0.13 0.23 0.003 1.599 0.000 0.24 0.13 0.23 0.003 1.802 0.000 0.24 0.13 0.24 0.003 2.004 0.000 0.24 0.13 0.24 0.003 rm 2.207 0.000 0.24 0.13 0.24 0.003 II 2.410 0.000 0.24 0.13 0.24 0.003 2.613 0.000 0.24 0.13 0.24 0.003 2.816 0.000 0.24 0.14 0.24 0.003 3.019 0.000 0.25 0.14 0.24 0.003 ill; 3.221 0.000 0.25 0.14 0.25 0.003 3.424 0.000 0.25 0.14 0.25 0.003 3.627 0.000 0.25 0.14 0.25 0.003 3.830 0.000 0.25 0.14 0.25 0.003 li 4.033 0.000 0.25 0.14 0.25 0.003 4.236 0.000 0.26 0.14 0.25 0.003 4.438 0.000 0.26 0.14 0.26 0.003 • 4.641 0.000 0.26 0.14 0.26 0.003 il 4.844 0.000 0.26 0.15 0.26 0.003 5.047 0.000 0.26 0.15 0.26 0.003 5.250 0.000 0.27 0.15 0.26 0.003 5.453 0.000 0.27 0.15 0.27 0.003 li 5.655 0.000 0.27 0.15 0.27 0.003 5.858 0.000 0.27 0.15 0.27 0.003 6.061 0.000 0.27 0.15 0.27 0.003 6.264 0.000 0.28 0.15 0.28 0.003 I; 6.467 0.000 0.28 0.16 0.28 0.003 6.670 0.000 0.28 0.16 0.28 0.003 6.872 0.000 0.28 0.16 0.28 0.003 ii 1; II 7.075 0.000 0.29 0.16 0.29 0.003 7.278 0.000 0.29 0.16 0.29 0.003 MO 7.481 0.000 0.29 0.16 0.29 0.003 7.684 0.000 0.30 0.16 0.29 0.003 7.887 0.000 0.30 0.17 0.30 0.003 - 8.089 0.000 0.30 0.17 0.30 0.003 ii 8.292 0.000 0.30 0.17 0.30 0.003 8.495 0.000 0.31 0.17 0.31 0.003 8.698 0.000 0.31 0.17 0.31 0.003 8.901 0.000 0.32 0.18 0.31 0.004 OM 9.104 0.000 0.32 0.18 0.32 0.004 ill 9.307 0.000 0.32 0.18 0.32 0.004 9.509 0.000 0.33 0.18 0.32 0.004 9.712 0.000 0.33 0.18 0.33 0.004 9.915 0.000 0.34 0.19 0.33 0.004 II 10.118 0.000 0.34 0.19 0.34 0.004 10.321 0.000 0.34 0.19 0.34 0.004 10.523 0.000 0.35 0.19 0.35 0.004 10.726 0.000 0.36 0.20 0.35 0.004 II 10.929 0.000 0.36 0.20 0.36 0.004 11.132 0.000 0.37 0.20 0.36 0.004 11.335 0.000 0.38 0.21 0.37 0.004 1; 11.538 0.000 0.38 0.21 0.38 0.004 11.740 0.000 0.39 0.22 0.38 0.004 11.943 0.000 0.40 0.22 0.39 0.004 12.146 0.000 0.38 0.21 0.39 0.004 fill 12.349 0.000 0.37 0.21 0.38 0.004 Iii 12.552 0.000 0.39 0.21 0.38 0.004 12.755 0.000 0.39 0.22 0.39 0.004 12.958 0.000 0.41 0.23 0.40 0.005 13.160 0.000 0.42 0.23 0.41 0.005 :: 13.363 0.000 0.44 0.24 0.42 0.005 13.566 0.000 0.45 0.25 0.44 0.005 13.769 0.000 0.47 0.26 0.46 0.005 13.972 0.000 0.48 0.27 0.47 0.005 #110 14.174 0.000 0.51 0.28 0.50 0.006 1 14.377 0.000 0.53 0.29 0.52 0.006 O. S _ z G. % 14.580 0.000 0.58 0.32 0.55 0.006 iJ 14.783 0.000 0.60 0.33 0.58 0.007 14.986 0.000 0.66 0.36 0.63 0.007 d [� i 15.189 0.000 0.71 0.39 0.68 0.008 Z. `i a 15.391 0.000 0.82 0.45 0.75 0.009 15.594 0.000 0.83 0.46 0.81 0.009 136x. . 24. S fig 15.797 0.000 1.12 0.0 0.95 0.012 16.000 0.000 1.49 0.80 1.25 0.016 16.203 0.000 6.12 2.48 2.34 0.079 C'� 16.406 0.000 0.94 1.66 2.90 0.046 Q$0 Z. 16.608 0.000 0.76 1.05 2.21 0.022 II 16.811 0.000 0.63 0.48 1.37 0.010 17.014 0.000 0.55 0.33 0.73 0.007 17.217 0.000 0.50 0.28 0.55 0.006 17.420 0.000 0.46 0.26 0.49 0.005 MN 2 17.623 0.000 0.43 0.24 0.45 0.005 VI 17.826 0.000 0.40 0.23 0.42 0.005 18.028 0.000 0.38 0.21 0.39 0.004 • 18.231 0.000 0.40 0.22 0.39 0.004 in 18.434 0.000 0.38 0.21 0.39 0.004 ii 18.637 0.000 0.37 0.21 0.38 0.004 18.840 0.000 0.36 0.20 0.37 0.004 19.043 0.000 0.35 0.19 0.36 0.004 19.245 0.000 0.34 0.19 0.35 0.004 NB 19.448 0.000 0.33 0.18 0.34 0.004 19.651 0.000 0.32 0.18 0.33 0.004 19.854 0.000 0.31 0.17 0.32 0.003 ill 20.057 0.000 0.31 0.17 0.31 0.003 il 20.259 0.000 0.30 0.17 0.30 0.003 20.462 0.000 0.29 0.16 0.30 0.003 II ii 20.665 0.000 0.29 0.16 0.29 0.003 01/4 20.868 0.000 0.28 0.16 0.29 0.003 21.071 0.000 0.28 0.15 0.28 0.003 21.274 0.000 0.27 0.15 0.28 0.003 21.476 0.000 0.27 0.15 0.27 0.003 21.679 0.000 0.26 0.15 0.27 0.003 II 21.882 0.000 0.26 0.15 0.26 0.003 22.085 0.000 0.26 0.14 0.26 0.003 22.288 0.000 0.25 0.14 0.26 0.003 22.491 0.000 0.25 0.14 0.25 0.003 22.694 0.000 0.25 0.14 0.25 0.003 22.896 0.000 0.24 0.14 0.25 0.003 23.099 0.000 0.24 0.13 0.24 0.003 23.302 0.000 0.24 0.13 0.24 0.003 li 23.505 0.000 0.23 0.13 0.24 0.003 23.708 0.000 0.23 0.13 0.23 0.003 23.910 0.000 0.23 0.13 0.23 0.003 24.113 0.000 0.23 0.13 0.23 0.003 II 24.316 0.000 0.00 0.02 0.13 0.000 II 1; fi ii I; li li li i ii: Fl Project: Tract 17460 Date: 5/4/2006 652 -1942 Is Engineer: n Notes: Developed -2 Year Set #5 1st -24hr 2nd -24hr 1 Design Storm yr 2 2 Catchment Lag time hrs 0.16 3 Catchment Area acres 3.52 4 Base flow cfs /sq mi 0 III 5 S -graph 6 Maximum loss rate, Fm in /hr 0.44 7 Low loss fraction, Y -bar 0.59 8 Watershed area - averaged 5 - minute point rainfall inches 0.21 0.08 Watershed area - averaged 30 - minute point rainfall inches 0.49 0.18 Watershed area - averaged 1 -hour point rainfall inches 0.68 0.24 r Watershed area - averaged 3 -hour point rainfall inches 1.21 0.44 II Watershed area - averaged 6 -hour point rainfall inches 1.75 0.63 Watershed area - averaged 24 -hour point rainfall inches 3.40 1.22 9 24 -hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors AI 10 Depth -area adjustment factors 5 -min II (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr 460 - UHinput.xls 7/21/2006 i Tract 17460 652 -1942 Cypress 5/4/2006 Low Loss Fraction & Maximum Loss Rate FDeveloped -2 Year Set # 51 Cover Area % Soil t se Area % 1 CN -II '; CN -III Ap % S la . Y .Y w•ht , F. F.0 -6 Fm . ,Fm w•ht 3 -4 Du /Ac, Soil A 3.52 1. A 3.52 1.00 32 52 0.6 0.60 9.23 1.85 0,07 0.04, 0.74 0,44 , ..0.44 111111 11111111111 . NM Ell al III ' (AutoCalc:Impervious), (1.4) (0.4) 98 0 0.40 0.2 0.04 0.93 0.37 3.5 3.52 Y= 0.41 Fm= 0.44 P -24= 3.40 in Est Vol = 0 ac -ft Low Loss Fraction,Y -bar = 0.5861 Return Period 2 AMC Type III (I,II or III) Lag Time 24 -hr Rainfall (other than 100 yr) T I (yr) (in) Tc = 12.21 min from Rational Method Study 2 3.4 Lag = 9.768 min Run: 100 9.4 !Lag = 0.16 hr ! 2 3.4 Tributary area 460-UHinput.xls 7/21/2006 II I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. il 760 -A S. Rochester Avenue Ontario, Ca 91761 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Descriptions: II TRACT 17460 FONTANA Q02 -YR UNIT HYDROGRAPH CALCULATION JN: 652 -1942 TN 1; RATIONAL METHOD CALIBRATION COEFFICIENT = 0.88 TOTAL CATCHMENT AREA(ACRES) = 3.52 illi SOIL -LOSS RATE, Fm,(INCH /HR) = 0.440 LOW LOSS FRACTION = 0.590 TIME OF CONCENTRATION(MIN.) = 12.21 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.21 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.49 r 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.68 li 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.21 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.75 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.40 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.38 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) II 0.13 0.0000 0.00 Q - 0.33 0.0007 0.09 Q . • 0.53 0.0022 0.09 Q . . 0.74 0.0037 0.09 Q . 0.94 0.0051 0.09 Q . 1.14 0.0066 0.09 Q . • 1.35 0.0081 0.09 Q . - II 1.55 0.0097 0.09 Q . . 1.75 0.0112 0.09 Q . • 1.96 0.0127 0.09 Q . . 2.16 0.0143 0.09 Q . . . 41 2.37 0.0158 0.09 Q . • VI 2.57 0.0174 0.09 Q . • 2.77 0.0190 0.09 Q . 2.98 0.0206 0.10 Q . . 3.18 0.0222 0.10 Q . . . 3.38 0.0238 0.10 Q . . II 3.59 0.0254 0.10 Q . . I: II 3.79 0.0271 0.10 Q . rim 3.99 0.0288 0.10 Q LJ 4.20 0.0304 0.10 Q ii 4.40 0.0321 0.10 Q . 4.60 0.0338 0.10 Q . ii 4.81 0.0356 0.10 Q . 5.01 0.0373 0.10 Q . 5.21 0.0391 0.11 Q . 5.42 0.0408 0.11 Q 5.62 0.0426 0.11 Q ii 5.82 0.0444 0.11 Q . 6.03 0.0463 0.11 Q . 6.23 0.0481 0.11 Q 6.44 0.0500 0.11 Q . . li 6.64 0.0519 0.11 Q . . 6.84 0.0538 0.11 Q 7.05 0.0557 0.12 Q . 7.25 0.0577 0.12 Q . 7.45 0.0596 0.12 Q . . 7.66 0.0616 0.12 Q • 7.86 0.0637 0.12 Q 8.06 0.0657 0.12 Q . 8.27 0.0678 0.12 Q 8.47 0.0699 0.13 Q . 8.67 0.0721 0.13 Q 8.88 0.0742 0.13 Q . 9.08 0.0764 0.13 Q 9.28 0.0787 0.13 Q 9.49 0.0809 0.14 Q 9.69 0.0832 0.14 Q . . 9.90 0.0856 0.14 Q . ri 10.10 0.0879 0.14 Q . . 10.30 0.0904 0.14 Q . 10.51 0.0928 0.15 Q 10.71 0.0953 0.15 Q . F" 10.91 0.0979 0.15 Q Illi 11.12 0.1005 0.16 Q . 11.32 0.1032 0.16 Q . 11.52 0.1059 0.16 Q . ri 11.73 0.1087 0.17 Q . 11.93 0.1116 0.17 Q . 12.13 0.1146 0.19 Q . 12.34 0.1179 0.20 Q li 12.54 0.1213 0.21 Q . . 12.74 0.1248 0.21 Q . 12.95 0.1284 0.22 Q . . 13.15 0.1321 0.22 Q . . li 13.35 0.1360 0.23 Q . . 13.56 0.1400 0.24 Q . 13.76 0.1441 0.25 Q . . 13.97 0.1484 0.26 .Q . . 14.17 0.1529 0.27 .Q . II 14.37 0.1575 0.28 Q . . 14.58 0.1624 0.30 .Q . 14.78 0.1676 0.32 .Q . 14.98 0.1732 0.35 .Q . ii 15.19 0.1792 0.37 .Q . . 15.39 0.1860 0.43 .Q . 15.59 0.1932 0.43 .Q . • 15.80 0.2018 0.59 . Q . . ii 16.00 0.2132 0.78 Q . . 16.20 0.2493 3.51 . Q 16.41 0.2830 0.49 .Q . . 16.61 0.2904 0.40 .Q . . . li 16.81 0.2965 0.33 .Q . 17.02 0.3018 0.29 .Q . 17.22 0.3064 0.27 .Q . ii 17.42 0.3107 0.25 Q . 17.63 0.3147 0.23 Q 17.83 0.3185 0.22 Q . 18.03 0.3220 0.20 Q . 18.24 0.3252 0.17 Q _ li 18.44 0.3280 0.17 Q . 18.65 0.3308 0.16 Q . 18.85 0.3334 0.15 Q . 19.05 0.3359 0.15 Q . II 19.26 0.3383 0.14 Q . 19.46 0.3407 0.14 Q . 19.66 0.3429 0.13 Q . 19.87 0.3451 0.13 Q . 20.07 0.3473 0.13 Q . 20.27 0.3493 0.12 Q . 20.48 0.3514 0.12 Q . 20.68 0.3533 0.12 Q . 20.88 0.3553 0.11 Q . 21.09 0.3572 0.11 Q , 21.29 0.3590 0.11 Q . 21.49 0.3608 0.11 Q . 21.70 0.3626 0.10 Q . 21.90 0.3643 0.10 Q . 22.11 0.3660 0.10 Q . 22.31 0.3677 0.10 Q . 22.51 0.3694 0.10 Q . I; 22.72 0.3710 0.10 Q . 22.92 0.3726 0.09 Q . 23.12 0.3742 0.09 Q . 23.33 0.3757 0.09 Q . 23.53 0.3772 0.09 Q . 23.73 0.3787 0.09 Q . 23.94 0.3802 0.09 Q . 24.14 0.3817 0.09 Q . 24.34 0.3824 0.00 Q . P. Problem Descriptions: TRACT 17460 FONTANA 1; Q10 -YR UNIT HYDROGRAPH CALCULATION JN: 652 -1942 TN li FLOW - THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 12.210 ii DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 II INFLOW 1 1 1 ii V effective depth I (and volume) 1 1 1 I detention 1 V A 1 basin i< - - > outflow 1 1 1 \ I storage 1 basin outlet V OUTFLOW I: ii I! DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: { TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 ® *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * * 0.000 0.000 0.000 ** 0.500 0.010 0.900* ii * 1.000 0.020 1.800 ** 1.500 0.040 2.400* * 2.000 0.060 2.900 ** 3.000 0.100 3.600* * 3.800 0.160 14.300 ** 5.000 0.240 16.900* * 5.500 0.280 18.500 ** BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S- O *DT /2} {S +0 *DT /2) NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) ii 1 0.00 0.00000 0.00000 2 0.50 0.00243 0.01757 3 1.00 0.00486 0.03514 4 1.50 0.01982 0.06018 li 5 2.00 0.03561 0.08439 6 3.00 0.06973 0.13027 7 3.80 0.03975 0.28025 8 5.00 0.09789 0.38211 ili 9 5.50 0.12443 0.43557 WHERE S= STORAGE (AF);O= OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES li OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE ii (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.127 0.000 0.00 0.00 0.00 0.000 0.330 0.000 0.09 0.04 0.04 0.001 0.534 0.000 0.09 0.05 0.08 0.001 0.737 0.000 0.09 0.05 0.09 0.001 0.941 0.000 0.09 0.05 0.09 0.001 1.145 0.000 0.09 0.05 0.09 0.001 1.348 0.000 0.09 0.05 0.09 0.001 1.551 0.000 0.09 0.05 0.09 0.001 1.755 0.000 0.09 0.05 0.09 0.001 1.958 0.000 0.09 0.05 0.09 0.001 I; 2.162 0.000 0.09 0.05 0.09 0.001 2.365 0.000 0.09 0.05 u.09 u.001 2.569 0.000 0.09 0.05 0.09 0.001 2.772 0.000 0.09 0.05 0.09 0.001 2.976 0.000 0.10 0.05 0.09 0.001 li 3.180 0.000 0.10 0.05 0.10 0.001 3.383 0.000 0.10 0.05 0.10 0.001 3.586 0.000 0.10 0.05 0.10 0.001 3.790 0.000 0.10 0.05 0.10 0.001 li 3.993 0.000 0.10 0.06 0.10 0.001 4.197 0.000 0.10 0.06 0.10 0.001 4.400 0.000 0.10 0.06 0.10 0.001 4.604 0.000 0.10 0.06 0.10 0.001 I; 4.808 0.000 0.10 0.06 0.10 0.001 5.011 0.000 0.10 0.06 0.10 0.001 5.214 0.000 0.11 0.06 0.10 0.001 5.418 0.000 0.11 0.06 0.11 0.001 li 5.622 0.000 0.11 0.06 0.11 0.001 5.825 0.000 0.11 0.06 0.11 0.001 6.029 0.000 0.11 0.06 0.11 0.001 6.232 0.000 0.11 0.06 0.11 0.001 6.436 0.000 0.11 0.06 0.11 0.001 ii 6.639 0.000 0.11 0.06 0.11 0.001 6.842 0.000 0.11 0.06 0.11 0.001 1: II II 7.046 0.000 0.12 0.06 0.11 0.001 7.249 0.000 0.12 0.06 0.12 0.001 7.453 0.000 0.12 0.07 0.12 0.001 7.656 0.000 0.12 0.07 0.12 0.001 7.860 0.000 0.12 0.07 0.12 0.001 8.064 0.000 0.12 0.07 0.12 0.001 ii 8.267 0.000 0.12 0.07 0.12 0.001 8.470 0.000 0.13 0.07 0.13 0.001 8.674 0.000 0.13 0.07 0.13 0.001 8.878 0.000 0.13 0.07 0.13 0.001 ii 9.081 0.000 0.13 0.07 0.13 0.001 9.285 0.000 0.13 0.07 0.13 0.001 9.488 0.000 0.14 0.08 0.13 0.002 9.691 0.000 0.14 0.08 0.14 0.002 II 9.895 0.000 0.14 0.08 0.14 0.002 10.098 0.000 0.14 0.08 0.14 0.002 10.302 0.000 0.14 0.08 0.14 0.002 10.505 0.000 0.15 0.08 0.15 0.002 II 10.709 0.000 0.15 0.08 0.15 0.002 10.913 0.000 0.15 0.09 0.15 0.002 11.116 0.000 0.16 0.09 0.16 0.002 11.319 0.000 0.16 0.09 0.16 0.002 I; 11.523 0.000 0.16 0.09 0.16 0.002 11.727 0.000 0.17 0.09 0.17 0.002 11.930 0.000 0.17 0.09 0.17 0.002 12.134 0.000 0.19 0.10 0.18 0.002 12.337 0.000 0.20 0.11 0.19 0.002 li 12.540 0.000 0.21 0.11 0.20 0.002 12.744 0.000 0.21 0.12 0.21 0.002 12.947 0.000 0.22 0.12 0.21 0.002 13.151 0.000 0.22 0.12 0.22 0.002 I: 13.355 0.000 0.23 0.13 0.23 0.003 13.558 0.000 0.24 0.13 0.24 0.003 13.762 0.000 0.25 0.14 0.24 0.003 13.965 0.000 0.26 0.14 0.25 0.003 I; 14.168 0.000 0.27 0.15 0.26 0.003 14.372 0.000 0.28 0.15 0.27 0.003 14.576 0.000 0.30 0.17 0.29 0.003 14.779 0.000 0.32 0.17 0.31 0.003 ' I s Z/' .02 14.983 0.000 0.35 0.19 0.33 0.004 N� �P li 15.186 0.000 0.37 0.20 0.36 0.004 15.389 0.000 0.43 0.23 0.39 0.005 I. 5 22 15.593 0.000 0.43 0.24 0.43 0.005 II 15.796 0.000 0.59 0. 31 0.50 0.006 150F �,4,� 16.000 0.000 0.i 0.41 0.66 0.008 16.204 0.000 3.51 1.52 1.58 0.041 16.407 0.000 0.49 0.82 1.94 0.016 16.611 0.000 0.40 0.30 1.01 0.006 16.814 0.000 0.33 0.20 0.45 0.004 R s IA Os 17.017 0.000 0.29 0.17 0.33 0.003 f� 17.221 0.000 0.27 0.15 0.29 0.003 17.424 0.000 0.25 0.14 0.26 0.003 II 17.628 0.000 0.23 0.13 0.24 0.003 17.832 0.000 0.22 0.12 0.22 0.002 18.035 0.000 0.20 0.11 0.21 0.002 18.239 0.000 0.17 0.10 0.19 0.002 II 18.442 0.000 0.17 0.09 0.17 0.002 18.646 0.000 0.16 0.09 0.16 0.002 18.849 0.000 0.15 0.09 0.16 0.002 19.052 0.000 0.15 0.08 0.15 0.002 19.256 0.000 0.14 0.08 0.15 0.002 19.459 0.000 0.14 0.08 0.14 0.002 19.663 0.000 0.13 0.07 0.14 0.001 19.866 0.000 0.13 0.07 0.13 0.001 ii 20.070 0.000 0.13 0.07 0.13 0.001 20.274 0.000 0.12 0.07 0.12 0.001 20.477 0.000 0.12 0.07 0.12 0.001 II II I 20.681 0.000 0.12 0.06 0.12 0.001 I: 20.884 0.000 0.11 0.06 0.12 0.001 21.087 0.000 0.11 0.06 0.11 0.001 21.291 0.000 0.11 0.06 0.11 0.001 21.495 0.000 0.11 0.06 0.11 0.001 ii 21.698 0.000 0.10 0.06 0.11 0.001 21.901 0.000 0.10 0.06 0.10 0.001 22.105 0.000 0.10 0.06 0.10 0.001 22.309 0.000 0.10 0.06 0.10 0.001 22.512 0.000 0.10 0.05 0.10 0.001 il 22.716 0.000 0.10 0.05 0.10 0.001 22.919 0.000 0.09 0.05 0.10 0.001 23.122 0.000 0.09 0.05 0.09 0.001 23.326 0.000 0.09 0.05 0.09 0.001 ii 23.530 0.000 0.09 0.05 0.09 0.001 23.733 0.000 0.09 0.05 0.09 0.001 23.936 0.000 0.09 0.05 0.09 0.001 24.140 0.000 0.09 0.05 0.09 0.001 li 24.344 0.000 0.00 0.01 0.05 0.000 li I ii; li I il il il I II T I ' S I 1 i I FAST BASIN MISCELL HYDRAULIC CAI 4 CULATIONS Art MADOLE & ASSOCIATES, INC. Job Tr_ 17460 652.1942 Civil Engineers -Land Surveyors- Planners Sheet No. of 760 -A S. Rochester Avenue Calculated by: jcc Date 5/15/2006 Ontario, CA 91761 Checked by: wli , Date (909)937 -9151 fax937 -9152 Scale EMERGENCY SPILLWAY DESIGN CAPACITY = 1,000 -YEAR PEAK FLOW RATE Q= 1.35XQ1oo Q1oo= 9.75 DESIGN Qi000 = 13.2 C.F.S. Weir Discharge Equation (Trapezoidal w/3:1 upstream slope) Q= CLH^(3 /2) Q = 13.1625 C = 3.4 H = 0.33 L = 20 Feet P: \652 - 1942 \Drainage \460 CALS \460 - spillway.xls Printed: 3:45 PM- 5/15/2006 1 of 1 Q100 WS = 27.82' 2 " -4" 2' -0" 1' -8" ��5 _ • Rol 1.13' A. / , ,; , . i i : okr a _ _ / . r , TRASH RACK A 04 - - - - - =T (Lk- I % I 0.‘ # � 1 i TRASH RACK i 1I 11 c›,.....-;,... 9,.....--- ov ■ 1 ` - - SLOPE -\\ I� 8 • • do, 0 0 0 wolf 4 0 111.4111. ti\`� 6.0' CONCRETE DROP INLET & EAST BASIN N.T.S MADOLE & ASSOCIATES, INC. I CONSULTING ENGINEERS AND LAND D PLANNERS PLANNERS 780 -A S. 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