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CT 00-02; CALAVERA HILLS VILLAGE X; DRAINAGE STUDY; 2003-04-03
-7 DRAINAGE STUDY FOR CALAVERA HILLS - VILLAGE X C.T. 01-06 Job No. 98-1020 April 3,2003 Prepared by: O'DAY CONSULTANTS. INC. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 Tel: (760)931-7700 Fax: (760)931-8680 Keith Hansen RCE 60223 Date Exp. 06/30/04 O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: w\AAV.odayconsultants.oom Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 SECTION 1 TABLE OF CONTENTS INTRODUCTION PurposeofStudy Scope STUDY AREA Soils Groups Land Uses HYDROLOGY Rational Method Description Program Process CONCLUSION SECTION 2 SECTION 3 SECTION 4 Vicinity Map 3 Rimofif Coefficients 4 Isopluvial Maps 100-Year, 6-Hour 5 100-Year, 24-Hour 6 Intensity-Duration Design Chart - Appendix XI-A 7 San Diego County Soils Interpretation Study 8 Urban Areas Overland Time of Flow Curves - Appendix X-C 9 Nomogr^h for Detemiination of Tc for Natural Watersheds - Appendix X-A 10 Inlet Calculation Formulas 11 Hydrology - 100 year Analysis of Proposed Condition 12 Hydraulics -100 year Analysis of Storm Drain 50 Lines A, B, C, D, E, and F SECTION 5 Inlet Calculations 105 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants.com Website: vvww.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 SECTION 6 Hydrology -100 year Analysis of Mass Graded Condition ... (portion of the approved Hydrology Study for CT 00-02 that covers Village X, including Exhibit M) SECTION 7 109 Total number of pages 147 Exhibit A On-Site Drainage Map - Proposed Exhibit B Improvement Plans I>wg Sheets 13-15 Exhibit M 100 - Scale Composite ofthe Tentative Maps Villages U, W, X, Y O'Day Consultants Inc. 2710 Loker Avenue West. Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants.com Website: www.odayccnsultants.com Tel: 760.931.7700 Fax: 760.931.8680 SECTION 1 INTRODUCTION PurposeofStudy This drainage study was prepared to determme the runoff quantities for our site. Scope This study analyzes the 1 OO-year flow for the proposed conditions of our site. STUDY AREA Soib Groups For on-site, per the San Diego County Soils Interpretation Study, soil type D was used. Land Use For proposed conditions, single fomily land use was utilized for Calavera Hills-Village X site and multi-fiunily land use for flows coming firom the Calavera Village Y site. HYDROLOGY The rational method for storm water runofiT was used for this study according to the County of San Diego Hydrofogy Manual and Design Procedure Manual. Rational Metiiod Description The rational method, as described in the 1985 San Diego County Flood Control/Hydrology Manual, is used to estimate sur&ce nmofT flows. The basic equation: Q = CIA C = runoff coefQcient (varies with surfoce) I = intensity (varies with time of concentration) A = area in acres For the lOO-year design storm, the corresponding 6-hour rainfoll amount is 2.6 inches. A computer program developed by CivilCADD/CIVILDESIGN Engineering Software © 1993, Version 3.2, was used to determine the times of concentration and corresponding intensities and flows for the various hydrological processes perfomied in this model This program also determines the street flow and pipeflow characteristics for each segment modeled. O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Progmm Process The rational method program is a computer-aided design program where the user develops a node link model of the watershed. Devefoping independent node lidc models of each interior watershed and linking these submodels together at confluence pomts create the node link model Tbe program has the capability of performing calculations for 11 different hydrologic and hydraulic processes. These processes are assigned and printed in the output. They are as follows: 1. Initial sub-area ii^ut, top of stream. 2. Street flow through sub-area, includes sub-area runoff. 3. Addition of runoff fix>m sub-area to stream. 4. Street inlet and parallel street and pq)eflow and area. 5. Pq)eflow travel time (program estiniated pipe size). 6. Pipeflow travel time (user-specified pipe size). 7. Inqiroved channel travel - Area add option. 8. Irregular channel travel thne - Area add option. 9. User-specified entry of data at a pouit. 10. Confluence at downstream point in current stream. 11. Confluence of main streams. CONCLUSION We analyzed the on-site Storm Drain systems and based on our results we conchided that: For the 1 OO-year storm The total proposed Q for System "100" = 29.06 cfe The total proposed Q for System "200" = 1.34 cfe The total proposed Q for System "300" = 31.92 cfe Covapariog these systems to the mass graded condition (see section 6 for reference to this existing study), the nmoff fi-om the proposed site does not significantly increase the flows to the existing down stream systems. The conclusions for the mass graded site where as follows: For the 100-year storm The total mass graded Q for System "100" = 32.42 cfe (see section 6 for study titled "System 100 & 200 (Amended to inchide Village Y)" ) The total mass graded Q for System "200" = 4.82 cfe (see section 6 for study titled "System 400") The total mass graded Q for System "300" = 29.80 cfe (see section 6 for study titled "System 500,600,700 & 900" ) File: g:\sdsk\proj\981020\hydrology\vilx-hyd.doc O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 SECTION 2 aTY OF OCEANS«)E NOT TO SCALE OTY OF VISTA PACIFIC OCEAN \ OTY OF SAN MARCOS ENONITAS VICINITY MAP NO SCALE 3 O'Day Consultants Inc. 2710 Loker Avenue West. Suite 100 Carlsbad, Calitornia 92008-6603 E-mail; oday@odayconsultants.com Website: wvvw.odayconsultants.com Tel: 760.931,7700 Fax: 760.931.8680 LAND USE RUNOFF COEFFICIENTS CR,\TI0NAL METHOD) Coefficient. C Soil Group (1) A B C D Undeveloped .30 .35 .40 .45 Residential: Rural .50 .55 .40 . -*5 Single Family .40 .45 .50 6) Multi-Units .45 ,50 .60 . 70 Mobile Homes (2) .45 .50 . 55 . 65 Commercial (2) 30% Impervious .70 .75 .80 .35 Industrial (2) 90% Impervious .80 .85 .90 .93 .N'OTES: (1) Obtain soil group frora maps on file with the Department of Sanitation and Flood Control. (2) Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficier.t C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50, For example: Consider ccmmercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = |° X 0.85 = 0. 5.5 O'Day Consultants Inc. 2710 Loker Avenue West, Suite IOO Carlsbad, California 92008-6603 E-mail; oday@odayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931,8680 APPENDIX :x ?3i 0) O 0) a ^ O § i ? S O S 3 3 g I " " ff o * 5 sap CD cn Ch • • g- 3 S a = P !? Q CD ^ a C I © gal ^ S " 03 ^ o courn"Y OF SAN OIEGO DEPARTMENT OF SANITATION & FLOOD COffTROL 100-YEAR 6-HOUj! PRECIPiTATiOfJ n\iy ISOPLUVIALS IOF 100-YEAR 8-HOUR PREClPiTATiOfI Ki milHS OF Mi liXII 33* > I -«4 Pnpmt.-i by U.S. DEPARTMENlr OF COMMERCE nATIOMAL OCEANIC AND ATjioSPIIEMIC AO»U.MISTRATION SPECIAL STUDIES ORANCH, OFFICE OF Ilf OROLOCV, NATIONAL WSATHER SERVICC 30 o y o §. - d CO O tt CT r- < a 5 o 0 t § 1 > g i. g I 0. O Jf to 5 " o * 3 CO cn H 5 m S I P ?? o (D < a CO < OJ -1 h S 0} s§§ sis p » g iD ^ S 00 o COUNTY OF SAM DIEGO DEPARTMENT OF SANITATIOM 5- FLOOD CONTROL 33" 30' 15' U.S. DEPARTMEN F OF COMMERCE NATIONAL OCtAMC ANO ATV iPECIAL STUDIES bKA.NCII, OKKICE Of II 30' 100-YEAR 24-HOljR PRECIPITATION '-20VISOPLUVIALS 07 100 -YEAR 24-HOUR PRECIPITATION IN TENTHS OF AN INCH OSI'llEKIC ADMINISTRATION OKOLOCY, NATIONAL WEATHER SBRVlCC nn" 'i5' 30' I'J' 117' 30' 116" INTENSITY-DUMTION DESIGN CHART llll.iHiiiiiunllll-i J 1 'I "i.i.ij.ii>j.-H'mirhni 7.44 D -.645 I = Intensity (In./Hr.) Pg » 6 Hr, Precipitation (In.) Duration (Min.) Directions for Application: 1) From precipitation maps detennine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrolog, Manual (10, 50 and 100 yr. maps Included in t Design and Procedure Manual). 2) Adjust 6 hr. precipitation (If necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not applicable to Desert) 3) Plot 6 hr. precipitation on the right side of the chart. 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency /^O yr. 1) Pg • 2-/^ In.. P24» » \ - (^tlL^y P, 2^ 2) Adjusted *Pg- _ 3) tg » .min. 4) I • ^in/hr. 24 in. *Not Applicable to Desert Region 40 50 1 V.CA RLSBAD of- / -A 0. . CoaMc/e/t/ o/ ^offoff. C-.SO SAN DIEGO COUNTY DEPARTMENT-OF SPECIAL DISTRICT SERVICES DESIGN M>\NUAL APPROVED • / •' • •kifi^^'i iJ-if^ii I III ' •• -V • e nrlT" 8ndflA17gltan^^.a/?/<^^ 2710 Loker Avenue West, Suite 100 Q Website: www.odayconsultants.com URBAN AREAS OVERLAND TIME OF FLOW CURVES APPENDIX X-C Carlsbad, California 92008-6603 Tel; 760.931,7700 Fax; 760,931.8680 ^ 900 - BOO - TOO - eoo \ -SOO -400 -300 '200 £es/ —saaa —4aaa —2ooo —zoaa £Qa/?rYOAf fe L YY AY -) .JOS 7//7re of eoncenf/vLf/on LengYYi of tva/ej-sAed f^ffere/Tce //t af«tm.Y/an a/Mff e/feef/re sYooa Yittg CJee/9/>peneYiic X-^ ^ f, ^ M/Y<ta YO — \ £— 4- \ \ \ •/OO 2- \ \ - •So •40 .30 \—ZO as— NOTE 'rf (FOR NATURAL WATERSHEDS 1 ADO TEN MINUTES TO b I COMPUTED TIME GF CON- \ I CENTRATION. J YO H •^SOOO ^4^0 \r-SOO0 \ 200O — /aaa — /£aa /400 Y2oa - /ooa — 900 — aoo — roo — 600 • SOO — MO — 3ao 200 \ \ Yao - YJ20 /oo 90 80 70 -eo -so 40 — 30 "20 • /a /£ • /4 - YO 9 B 7 '6 — * SAN OIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES APPROVED OBIEPS-*-©!* inM A N U A L CjlU,Li.aU, CalifliN'lnn^nV^^"'^— 'ebsite: wwvjf.cxj ^ Tot' 7613,891 7?. ;-mail: odayJ oH.jyo^n.^| ||tant'^,r;nfn NOMOGRAPH FOR DETERMINATfON CF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS I APPENDIX X-A lV-A-10 Rev. S/81 INLET CALCUIATION FORMULAS Street lokt Condinioiis Grade Q - 0.7L (a+y)^ .... 0.7(a+y)** where / » depth of flow in appioacb goner in feet a « depth of depression of flow line ac inlet in fisec - r L a length of clear opeim^ in feet (max. 30 feet) ""^ Q a flowinCFS Street Inlet Sump Condition where L » lenglh of clear opening in feet Q « flow in CFS /I O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West. Suite 100 Website; www.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931 SECTION 3 O'Day Consultants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carlsbad, Caiifornia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 04/03/03 VILLAGE 'X' HYDROLOGY STUDY SYSTEM "100" PREPARED: APRIL 3, 2003 BY: JST FILE:VIJX01 ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) « 2.600 24 hour precipitation(inches) - 4.300 Adjusted 6 hour precipitation (inches) » 2.600 P6/P24 - 60.5% San Diego hydrology manual 'C values used Runoff coefficients by rational method Process from Point/Station 98.000 to Point/Station **** USER DEFINED FLOW INFORMATION AT A POINT **** 98.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B • 0.000 Decimal fraction soil group C « 0.000 Decimal fraction soil group D > 1.000 [MULTI - UNITS area type ] Rainfall intensity (I) - 5.21X for a 100.0 year storm User specified values are as follows: TC » 7.64 min. Rain intensity « 5.21(In/Hr) Total area 6.36(Ac.) Total runoff 19.88(CFS) Process from Point/Station 98.000 to Point/Station **•* PIPEFLOW TRAVEL TIME (User specified size) **•* I-+++++ 100.000 Upstream point/station elevation « 267.17(Ft.) Downstream point/station elevation « 258.83(Ft.) Pipe length • 59.60(Ft.) Manning's N - 0.013 No. of pipes » 1 Required pipe flow » 19.880(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow - 19.880(CFS) Normal flow depth in pipe - 7.92(In.) Flow top width inside pipe - 22.57(In.) \7- O'Day Consultants Inc. 2710 Loker Avenue West. Suite 100 Carlsbad. Califomia 92008-6603 E-mail; oday@odayconsultants,com Website; www.odayconsultants.com Tel; 760.931.7700 Fax: 760.931.8680 Critical Depth - 19.22(In.) Pipe flow velocity « 22.01(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 7.69 min. !•++++ Process from Point/Station 100.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation x 258.50(Ft.) Downstream point/station elevation - 251.53(Ft.) Pipe length • 140.77(Ft.) Manning's N » 0.013 No. of pipes • 1 Required pipe flow « 19.880(CFS) Given pipe size « 24.00(In.) Calculated individual pipe flow - 19.880(CFS) Normal flow depth in pipe • 10.48(In.) Flow top width inside pipe • 23.81(In.) Critical Depth « 19.22(In.) Pipe flow velocity • 15.08(Ft/s) Travel time through pipe - 0.16 min. Time of concentration (TC) » 7.84 min. Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area « 6.360(Ac.) Runoff from this stream - 19.880(CFS) Time of concentration • 7.84 min. Rainfall intensity « 5.125(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 104.000 to Point/Station 106.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.450 given for subarea Initial subarea flow distance - 710.00(Ft.) Highest elevation • 312.00(Ft.) Lowest elevation - 257.00(Ft.) Elevation difference =» 55.00 (Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) « 15.76 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-0.4500)*(710.00*.5)/( 7.75*(l/3)]- 15.76 Rainfall intensity (I) - 3.267 for a 100.0 year storm Effective runoff coefficient used for area (Q«KCIA) is C - 0.450 Subarea runoff « 3.764(CFS) Total initial stream area > 2.560(Ac.) '3 O'Day Consultants Inc. E-mail: oday@cxjaycx)nsultants.com 2710 Loker Avenue West, Suite 100 WebSite; www.odayconsultants.com Carlsbad, Califomia 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 Process from Point/Station 106.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 257.00(Ft.) Downstream point/station elevation » 253.90(Ft.) Pipe length = 21.54(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow » 3.764(CFS) Given pipe size » 18.00(In.) Calculated individual pipe flow ^ 3.764(CFS) Norraal flow depth in pipe = 3.74(In.) Flow top width inside pipe • 14.60(In.) Critical Depth > 8.90(In.) Pipe flow velocity - 14.18(Ft/s) Travel time through pipe • 0.03 min. Time of concentration (TC) • 15.78 min. Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area •» 2.560 (Ac.) Runoff from this stream - 3.764(CFS) Time of concentration • 15.78 min. Rainfall intensity » 3.264(In/Hr) !• + +++ + +++ + + + + + + + +++ + + + + + + + +++++ + + ++++++ + + Process from Point/Station 110.000 to Point/Station 112.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B ^ 0.000 Decimal fraction soil group C * 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance 120.00 (Ft.) Highest elevation « 272.50(Ft.) Lowest elevation - 271.01(Ft.) Elevation difference » 1.49(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) « 10.09 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-0.5500)*(120.00*.5)/( 1.24*(l/3)]- 10.09 Rainfall intensity (I) » 4.355 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C • 0.550 Subarea runoff « 0.431(CFS) Total initial stream area > 0.180(Ac.) Process from Point/Station 112.000 to Point/Station 108.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 271.010(Ft.) End of street segment elevation - 258.140(Ft.) O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West. Suite 10O Website; vmvw.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Length of street segment - 440.000(Ft.) Height of curb above gutter flowline » 6.0(In.) Width of half street (curb to crown) » 17.000(Ft.) Distance from crown to crossfall grade break « 15.500(Ft.) Slope from gutter to grade break (v/hz) « 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) » 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline « 2.000(In.) Manning's N in gutter - 0.0130 Manning's N frora gutter to grade break » 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.048(CFS) Depth of flow - 0.280(Ft.), Average velocity - 3.316(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 7.177(Ft.) Flow velocity • 3.32(Ft/s) Travel time • 2.21 min. TC » 12.30 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D s 1.000 [SINQLE FAMILY area type ] Rainfall intensity - 3.833(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 2.846(CFS) for 1.350(Ac.) Total runoff = 3.277(CFS) Total area - 1.53(Ac.) Street flow at end of street = 3.277(CFS) Half street flow at end of street = 3.277(CFS) Depth of flow - 0.315(Ft.), Average velocity - 3.667(Ft/8) Flow width (from curb towards crown)- 8.895(Ft.) Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area - 1.530(Ac) Runoff from this stream - 3.277(CPS) Time of concentration - 12.30 min. Rainfall intensity - 3.833(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No, (CFS) (min) (In/Hr) 1 3.764 15.78 3.264 2 3,277 12.30 3.833 Qraax(l) - 1.000 * 1.000 * 3.764) + 0.852 * 1.000 * 3.277) + - 6.555 Qmax(2) • i6 O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite IOO Website: www,odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 1.000 * 1.000 * 0.779 * 1.000 * 3.764) 3.277) + + 6.211 Total of 2 streams to confluence: Flow rates before confluence point: 3.764 3.277 Meucimum flow rates at confluence using above data: 6,555 6.211 Area of streams before confluence: 2.560 1.530 Results of confluence: Total flow rate = 6,555(CFS) Time of concentration * 15.781 min. Effective stream area after confluence = 4.090(Ac.) Process from Point/Station 108.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 102,000 Upstream point/station elevation - 253,55(Ft,) Downstream point/station elevation - 252,03(Ft.) Pipe length - 3,75(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 6.555(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow = 6.555(CFS) Normal flow depth in pipe - 3.81(In.) Flow top width inside pipe = 14.70(In.) Critical Depth - 11.88(In.) Pipe flow velocity » 24.05(Ft/s) Travel time through pipe - 0.00 min. Time of concentration (TC) - 15.78 min. ++ + H Process from Point/Station 102.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 102.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - 4.090(Ac.) Runoff from this stream - 6.555(CPS) Time of concentration - 15.78 min. Rainfall intensity - 3.264(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 114.000 to Point/Station **** INITIAL AREA EVALUATION **** 116.000 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D (SINGLE FAMILY area type Initial svibarea flow distance O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 0.000 0.000 0.000 1.000 )C7 ] 16.00(Ft.) E-mail: oday@odayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 Highest elevation - 260.94(Ft.) Lowest elevation - 260.33(Ft.) Elevat ion di f ference = 0.61(Ft.) Time of concentration calculated by the urban areas overland flow raethod (App X-C) - 2.53 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC - [1.8*(l.l-0.5500)*( 16.00*.5)/( 3.81*(l/3)]- 2.53 Setting time of concentration to 5 minutes Rainfall intensity (I) - 6,850 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0,550 Subarea nuioff - 0,038 (CFS) Total initial stream area - 0.010(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 118,000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 260,330(Ft.) End of street segment elevation - 258.140(Ft.) Length of street segment - 250.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 16.000(Ft.) Distance from crown to crossfall grade break - 14.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] 8ide(s) of the street Distance from curb to property line - 4.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break - 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.041(CFS) Depth of flow - 0.086(Ft.), Average velocity - 1.219(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity - 1.22(Ft/s) Travel time - 3.42 rain. TC - 8.42 min. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 4.895(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 0.404(CFS) for 0.150(Ac.) Total runoff - 0.442(CFS) Total area - 0.16(Ac.) Street flow at end of street - 0.442(CFS) Half street flow at end of street « 0.442(CFS) Depth of flow - 0.222(Ft.), Average velocity - 1.548(Ft/s) Flow width (frora curb towards crown)- 4.274(Ft.) +++++++++++•( n O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carlsbad, California 92008-6603 Tel; 760,931,7700 Fax; 760,931.8680 Process from Point/Station 118.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 102.000 Upstream point/station elevation - 251.83(Pt.) Downstream point/station elevation - 251.53(Ft.) Pipe length - 21.75(Pt.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - Given pipe size = 18.00(In.) Calculated individual pipe flow = o Norraal flow depth in pipe - 2.33(In.) Flow top width inside pipe = 12.09(In.) Critical Depth - 2.94(In.) Pipe flow velocity - 3.29(Ft/s) Travel tirae through pipe - 0.11 min. Time of concentration (TC) - 8.53 min 0.442(CFS) 442(CFS) Process from Point/Station 102.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 102.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area - 0.160 (Ac.) Runoff from this stream - 0.442(CFS) Time of concentration - 8.53 min. Rainfall intensity - 4.854(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 19 ,880 7.84 5 .125 2 6 .555 15.78 3 .264 3 0 .442 8.53 4 .854 Qm£uc(l) S 1 .000 * 1.000 * 19 .880) + 1 .000 * 0.497 * 6 .555) + 1 .000 * 0.919 * 0 .442) + Qmax(2) - 0 .637 * 1.000 * 19 .880) + 1 .000 * 1.000 * 6 .555) + 0 .672 * 1.000 * 0 .442) + m QraeLx(3) - 0 .947 * 1.000 * 19 .880) + 1 ,000 * 0.540 * 6 .555) + 1 .000 * 1.000 * 0 .442) + m 23.542 19.511 22.814 Total of 3 raain streams to confluence: Flow rates before confluence point: 19.880 6.555 0.442 Meucimum flow rates at confluence using above data: 23.542 19.511 22.814 Area of streams before confluence: 6.360 4.090 0.160 18 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Cartsbad, Calitornia 92008-6603 E-mail; oday@odayconsultants,com Website; vvww,odayconsultants.com Tel: 760.931.7700 Fax; 760.931.8680 Results of confluence: Total flow rate = 23.542(CFS) Time of concentration - 7.841 min. Effective stream area after confluence - 10.610 (Ac) Process from Point/Station 102.000 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 251.20(Ft.) Downstream point/station elevation - 249.93(Ft.) Pipe length - 121.25(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 23,542(CFS) Given pipe size - 24,00(In.) Calculated individual pipe flow « 23.542(CFS) Normal flow depth in pipe - 20.06(In.) Flow top width inside pipe - 17.78(In.) Critical Depth - 20.66(In.) Pipe flow velocity - 8.39(Ft/s) Travel time through pipe - 0.24 rain. Tirae of concentration (TC) - 8.08 rain. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 122.000 **** PIPEFLOW TRAVEL TIME (User specified size) **•* Upstream point/station elevation = 249.60(Ft.) Downstream point/station elevation - 231.73(Ft.) Pipe length - 295,80(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow « 23.542(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow - 23.542(CFS) Normal flow depth in pipe - 10,90(In,) Flow top width inside pipe - 23,90(In,) Critical Depth - 20.66(In.) Pipe flow velocity - 16.96(Ft/s) Travel time through pipe » 0.29 min. Time of concentration (TC) - 8.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 122.000 to Point/Station 124.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 231.40(Ft.) Downstream point/station elevation - 210.20(Ft.) Pipe length - 300.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 23,542(CFS) Oiven pipe size - 24,00(In.) Calculated individual pipe flow - 23.542(CFS) Normal flow depth in pipe - 10.43(In.) Flow top width inside pipe « 23.79(In.) Critical Depth - 20.66(In.) Pipe flow velocity - 17.97(Ft/s) 1^ O'Day Consultants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants.com Carlsbad, Caiifornia 92008-6603 Tel; 760.931.7700 Fax: 760.931,8680 Travel time through pipe - 0.28 min. Time of concentration (TC) - 8.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 124.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area - 10.610(Ac.) Runoff from this stream - 23.542(CFS) Time of concentration - 8.65 min. Rainfall intensity - 4.810(In/Hr) Program is now starting with Main Stream No. 2 +++++++++-I-+++++++++++++++++++++++++++-I-++++++++++++++++++++++++++ Process frora Point/Station 126.000 to Point/Station 128,000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0,000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance - 100.00(Ft.) Highest elevation - 270.20(Ft.) Lowest elevation - 269.31(Ft.) Elevation difference - 0.89(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 10.29 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [l,8*(l.l-0.5500)*(100.00*.5)/( 0.89*(l/3)]- 10.29 Rainfall intensity (I) = 4.300 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.284(CFS) Total initial stream area - 0.120(Ac.) Process from Point/Station 128.000 to Point/Station 130.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation - 269.310(Ft.) End of street segment elevation - 221.060(Ft.) Length of street segraent - 900.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) » 17.000(Ft.) Distance from crown to crossfall grade break « 15.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 2,000(In,) O'Day Consultants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carlsbad, California 92008-6603 Tel; 760,931,7700 Fax: 760.931,8680 Manning's N in gutter = 0,0130 Manning's N from gutter to grade break » 0.0150 Manning's N from grade break to crown = 0.0150 Estiraated mean flow rate at midpoint of street • 3.039(CFS) Depth of flow - 0.287(Ft.), Average velocity - 4.576(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 7.494(Ft.) Flow velocity - 4.58(Ft/s) Travel time - 3.28 min. TC - 13.57 min. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 3.598(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C » 0.550 Subarea runoff - 4.610(CFS) for 2.330(Ac.) Total runoff - 4.894(CFS) Total area - 2.45(Ac.) Street flow at end of street - 4.894(CFS) Half street flow at end of street - 4.894(CFS) Depth of flow » 0.322(Ft.), Average velocity = 5.073(Ft/s) Flow width (from curb towards crown)- 9.286(Ft.) Process from Point/Station 130.000 to Point/Station 124.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 210.87(Ft.) Downstream point/station elevation - 210.20(Ft.) Pipe length » 34.06(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow - 4.894(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow - 4.894(CFS) Normal flow depth in pipe » 7.14(In.) Flow top width inside pipe = 17.61(In.) Critical Depth - 10.21(In.) Pipe flow velocity = 7.49(Ft/s) Travel time through pipe - 0.08 min. Time of concentration (TC) = 13.65 min. ++++++++++++++++++++++H Process from Point/Station 124.000 to Point/Station 124.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - 2.450 (Ac.) Runoff from this stream » 4.894(CFS) Tirae of concentration » 13,65 min. Rainfall intensity « 3.585(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Zl O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West. Suite 100 Website; www.odayconsultants.com Carlsbad, California 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 1 23.542 8.65 4.810 2 4.894 13.65 3.585 Qmax(l) - 1.000 * 1.000 * 23.542) + 1.000 * 0.634 * 4.894) + - 26.645 Qraax(2) - 0.745 * 1.000 * 23.542) + 1.000 * 1.000 * 4.894) + - 22.439 Total of 2 main streams to confluence: Flow rates before confluence point: 23.542 4.894 Meucimum flow rates at confluence using above data: 26,645 22.439 Area of streams before confluence: 10.610 2.450 Results of confluence: Total flow rate = 26.645(CFS) Time of concentration - 8,650 min. Effective stream area after confluence - 13,060 (Ac.) !• +++ + ++++++ Process from Point/Station 124.000 to Point/Station 132.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 209.87(Ft.) Downstream point/station elevation - 206.13(Ft.) Pipe length - 75.69(Pt.) Manning's N - 0.013 No, of pipes - 1 Required pipe flow = 26,645(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow - 26.645(CFS) Normal flow depth in pipe » 12.42(In.) Flow top width inside pipe = 23.99(In.) Critical Depth = 21.62(In.) Pipe flow velocity = 16.24(Ft/s) Travel time through pipe « 0.08 rain. Time of concentration (TC) = 8.73 min. Process from Point/Station 132.000 to Point/Station 132.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area - 13.060 (Ac) Runoff from this stream - 26.645(CFS) Time of concentration « 8.73 min. Rainfall intensity - 4.783(In/Hr) Program is now starting with Main Stream No. 2 2-2. O'Day Consultants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants,com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-^-+++++ Process from Point/Station 134.000 to Point/Station 136.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Deciraal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance - 120.00(Ft.) Highest elevation - 259.50(Ft.) Lowest elevation - 258.56(Ft.) Elevation difference - 0.94(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 11.76 min. TC - [1.8*{l.l-C)*distance*.5)/(% slope*(1/3)] TC - [l,8*(l,l-0.5500)*(120.00*.5)/( 0.78*(l/3)]- 11.76 Rainfall intensity (I) - 3.945 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.347(CFS) Total initial stream area - 0.160(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 136.000 to Point/Station 132.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation - 260.330(Ft.) End of street segment elevation - 216.880(Ft.) Length of street segment - 680.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 17.000(Ft.) Distance from crown to crossfall grade break - 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) - 0,020 Gutter width = 1.500(Ft.) Gutter hike from flowline » 2.000(In.) Manning's N in gutter - 0,0130 Manning's N from gutter to grade break - 0.0150 Manning's N frora grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 2.365(CFS) Depth of flow - 0.264(Ft.), Average velocity » 4.667(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 6.358(Ft.) Flow velocity - 4.67(Ft/s) Travel time - 2.43 min. TC - 14.19 min. Adding area flow to street Deciraal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0,000 Decimal fraction soil group D - 1,000 [SINGLE FAMILY area type ] Rainfall intensity - 3.495(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0,550 Z 3 O'Day Consuttants Inc. E-mail; oday@cxiayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Subarea runoff - 3.575(CFS) for 1.860(Ac.) Total runoff = 3.923 (CFS) Total area - 2.02 (Ac! Street flow at end of street = 3.923(CFS) Half street flow at end of street = 3.923(CFS) Depth of flow - 0.299(Ft.), Average velocity - 5.176(Ft/s) Flow width (from curb towards crown)- 8.095(Ft.) Process from Point/Station 132.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 132.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - 2.020(Ac.) Runoff from this streara - 3,923(CFS) Time of concentration - 14.19 min. Rainfall intensity - 3,495(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qraeix(l) Qmax(2) 26.645 3.923 000 * 000 * 731 * 000 * 8.73 14.19 1.000 * 0.615 * 1.000 * 1.000 * 4.783 3.495 26.645) -I- 3.923) + 26.645) + 3.923) -I- 29.057 23.395 Total of 2 raain streams to confluence: Flow rates before confluence point: 26.645 3.923 Meucimum flow rates at confluence using above data; 29.057 23.395 Area of streams before confluence: 13.060 2.020 Results of confluence: Total flow rate = 29.057(CFS) Time of concentration - 8.728 min. Effective stream area after confluence 15.080 (Ac) Process from Point/Station 132.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** I-+++++++++++ 140.000 Upstream point/station elevation - 205.80(Ft.) Downstream point/station elevation - 203.40(Ft.) Pipe length - 83.33(Ft.) Manning's N » 0.013 No. of pipes - 1 Required pipe flow - 29,057(CFS) Given pipe size - 24.00(In.) E-mail; oday@odayconsultants.com Website: www.odayconsultants.com O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 Tel; 760,931,7700 Fax; 760.931.8680 Calculated individual pipe flow = 29.057(CFS) Normal flow depth in pipe - 15.61(In.) Flow top width inside pipe = 22.89(In.) Critical Depth - 22.17(In.) Pipe flow velocity - 13.44(Ft/s) Travel time through pipe - 0.10 min. Tirae of concentration (TC) - 8.83 min. Process from Point/Station 140.000 to Point/Station 142.000 PIPEFLOW TRAVEL TIME (User specified size) **** **** Ut>stream point/station elevation - 203.07(Ft.) Downstream point/station elevation « 175.50(Ft.) Pipe length » 109.12 (Ft.) Manning's N - 0.013 No. of pipes » 1 Required pipe flow - 29.057(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow = 29.057(CFS) Normal flow depth in pipe - 8.27(In.) Flow top width inside pipe - 22.81(In.) Critical Depth - 22.17(In.) Pipe flow velocity - 30.27(Ft/s) Travel tirae through pipe - 0.06 min. Tirae of concentration (TC) - 8.89 min. End of con^iutations, total study area - 15.08 (Ac.) 26 O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West. Suite 100 Website: www.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760,931,7700 Fax; 760.931.8680 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 4/03/03 VILLAGE 'X' HYDROLOGY STUDY SYSTEM "200" PREPARED: APRIL 3, 2003 BY: JST FILE: VLX02 ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) - 2.600 24 hour precipitation(inches) - 4.300 Adjusted 6 hour precipitation (inches) - 2.600 P6/P24 - 60.5% San Diego hydrology manual 'C values used Runoff coefficients by rational method !•++ + + Process frora Point/Station 200.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Deciraal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance = 17.00(Ft.) Highest elevation - 271.44(Ft.) Lowest elevation = 271.01(Ft.) Elevation difference - 0.43(Ft.) Time of concentration calculated by the urban areas overland flow raethod (App x-C) = 3.00 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-0.5500)*( 17.00*.5)/( 2.53*(l/3)]- 3.00 Setting time of concentration to 5 rainutes Rainfall intensity (I) = 6,850 for a 100,0 year storra Effective runoff coefficient used for area (Q-KCIA) is C - 0,550 Svibarea runoff - 0.038 (CFS) Total initial stream area - 0.010(Ac.) Process from Point/Station 202.000 to Point/Station 204.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** O'Day Consultants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 WebSite: www,odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax; 760.931.8680 Top Of street segment elevation - 271.010(Ft.) End of street segment elevation = 259.620(Ft.) Length of street segment = 220.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 17.000(Ft.) Distance from crown to crossfall grade break - 15.500(Ft.) Slope froni gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width - 1,500(Ft,) Gutter hike from flowline - 2.000(In.) Manning's N in gutter - 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown - 0.0150 Estiraated mean flow rate at midpoint of street - 0.045(CFS) Depth of flow - 0.064(Ft.), Average velocity - 2.442(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity - 2.44(Ft/s) Travel time - 1.50 min. TC - 6.50 min. Adding area flow to street Decimal fraction soil group A - 0.000 Deciraal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D = l.OOO [SINGLE FAMILY area type ] Rainfall intensity - 5.783(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, C - 0.550 Subarea runoff - 1.304(CFS) for 0.410(Ac.) Total runoff - 1.342(CFS) Total area - 0.42(Ac.) Street flow at end of street - 1.342(CFS) Half street flow at end of street = 1.342(CFS) Depth of flow - 0.235(Ft.), Average velocity - 3,877(Ft/s) Flow width (from curb towards crown)- 4.935(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 206.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 249.73(Ft.) Downstream point/station elevation « 248.10(Ft.) Pipe length - 3.25(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 1.342(CPS) Given pipe size » 18.00(In.) Calculated individual pipe flow - 1.342(CFS) Normal flow depth in pipe - 1.68(In.) Flow top width inside pipe - 10.47(In.) Critical Depth - 5.20(In.) Pipe flow velocity - 16.16(Ft/s) Travel time through pipe « 0.00 min. Time of concentration (TC) - 6.51 min. z7 O'Day Consultants Inc. E-mail: oday@cxiayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carlsbad, Califomia 92008-6603 Tel: 760,931,7700 Fax: 760.931.8680 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 208.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 247.77(Ft.) Downstream point/station elevation - 247,40(Ft.) Pipe length - 36.36(Ft.) Manning's N - 0.013 No. of pipes « 1 Required pipe flow - 1.342(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 1.342(CFS) Norraal flow depth in pipe - 4.32(In.) Flow top width inside pipe - 15.38(In.) Critical Depth - 5.20(In.) Pipe flow velocity - 4.11(Ft/s) Travel tirae through pipe = 0.15 min. Time of concentration (TC) - 6.65 min. End of confutations, total study area - 0,42 (Ac) 2.8 O'Day Consultants Inc. E-mail: oday@odaycx3nsultants.com 2710 Loker Avenue West, Suite 100 Website: Www.cxJayconsultants.com Carlsbad, California 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 San Diego County Rational Hydrology Prograra CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3,2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 04/03/03 VILLAGE 'X' HYDROLOGY STUDY SYSTEM "300" PREPARED: APRIL 3, 2003 BY: JST FILE: VLX03 ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100,0 Map data precipitation entered: 6 hour, precipitation(inches) - 2,600 24 hour precipitation(inches) - 4.300 Adjusted 6 hour precipitation (inches) = 2.600 P6/P24 - 60.5% San Diego hydrology manual 'C values used Runoff coefficients by rational method Process from Point/Station 300,000 to Point/Station **** INITIAL AREA EVALUATION **** 301,000 Deciraal fraction soil group A - 0.000 Deciraal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Deciraal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance » 130.00(Pt.) Highest elevation - 265.90(Ft.) Lowest elevation = 261.40(Ft.) Elevation difference » 4.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 7.46 min. TC = (1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC = [1.8*(l.l-0.5500)*(130.00*.5)/( 3.46*(l/3)]- 7.46 Rainfall intensity (I) = 5.291 for a 100.0 year storra Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.466(CFS) Total initial stream area = 0.160(Ac.) ++++++++++++++++++++++++++-i-+++-i-++++++++++++++++++++++++^ Process from Point/Station 302.000 to Point/Station 304.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ^9 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Caiifornia 92008-6603 E-mail: oday@odayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax; 760.931.8680 0.0150 0.0150 Top of Street segment elevation = 269.310(Ft.) End of Street segment elevation - 210.460(Ft.) Length of street segment = 1060.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 17.000(Ft.) Distance from crown to crossfall grade break - 15.500(Ft, Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line - 13.000(Ft.) Slope from curb to property line (v/hz) « 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline » 2.000(In.) Manning's N in gutter - 0.0130 Manning's N from gutter to grade break Manning's N from grade break to crown . Estiraated raean flow rate at raidpoint of street Depth of flow - 0.324(Ft.), Average velocity - Streetflow hydraulics at raidpoint of street travel: Halfstreet flow width - 9.376(Ft.) Flow velocity - 5.19(Ft/s) Travel tirae - 3.40 rain. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [SINGLE FAMILY area type Rainfall intensity - 4.152 (In/Hr) Runoff coefficient used for sub-area, Rational method,Q-KCIA, C - 0.550 Subarea runoff - 7.262(CFS) for 3.180 (Ac.) Total runoff - 7.727(CFS) Total area - 3.34(Ac.) Street flow at end of street - 7.727(CFS) Half street flow at end of street = 7.727(CFS) Depth of flow - 0.360(Ft.), Average velocity - 5.705(Ft/s) Plow width (from curb towards crown)- 11.189(Ft.) 5.093(CFS) 5.188(Ft/s) TC = c 0.000 ° 0.000 . 0.000 = 1.000 10.87 min. ] for a 100.0 year storm Process from Point/Station 304.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **•* 306.000 Upstream point/station elevation « 202.00(Ft.) Downstream point/station elevation - 201.31(Ft.) Pipe length - 34.50(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow = 7.727(CFS) Given pipe size » 18.00(In.) Calculated individual pipe flow - 7.727(CFS) Norraal flow depth in pipe - 9.21(In.) Flow top width inside pipe = 18.00(In.) Critical Depth - 12.92(In.) Pipe flow velocity - 8.49(Ft/s) Travel time through pipe - 0.07 min. Time of concentration (TC) - 10.93 min. 30 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Caiifornia 92008-6603 E-mail; oday@odayconsultants,com Website; www.odayconsultants.com Tel: 760.931,7700 Fax: 760.931.8680 Process from Point/Station 306.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 306.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.340(Ac.) Runoff from this stream - 7.727(CFS) Time of concentration - 10.93 min. Rainfall intensity - 4.135(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 308.000 to Point/Station **** INITIAL AREA EVALUATION **** 310.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance - 90.00(Ft.) Highest elevation - 239.60(Ft.) Lowest elevation - 237.37(Ft.) Elevation difference - 2.23(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 6.94 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-0.5500)*( 90.00*.5)/( 2.48*(l/3)]- 6.94 Rainfall intensity (I) - 5.544 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0. Subarea runoff - 0.305(CFS) Total initial stream area - 0.100(Ac.) 550 Process from Point/Station **** STREET FLOW TRAVEL TIME + 310.000 to Point/Station SUBAREA FLOW ADDITION **** 306.000 Top of street segment elevation » 237.370(Pt.) End of street segment elevation - 210.400(Ft.) Length of street segment - 610.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance frora crown to crossfall grade break - 15.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) Gutter width = 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Manning's N in gutter - 0,0130 Manning's N from gutter to grade break - Manning's N from grade break to crown - Estiraated mean flow rate at midpoint of street Depth of flow - 0.281(Ft.), Average velocity 0.020 0.0150 0.0150 2.546(CFS) 4.087(Ft/s) 31 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; cxlay@cxiayconsultants.com Website; www.odayconsultants.com Tel: 760.931.7700 Fax; 760.931.8680 streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 7.215(Ft.) Flow velocity = 4.09(Ft/s) Travel time - 2.49 min. TC - 9.43 min. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 4.550(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 3.679(CFS) for 1.470(Ac.) Total runoff - 3.984 (CFS) Total area = 1.57 (Ac) Street flow at end of street » 3.984(CFS) Half street flow at end of street « 3.984(CFS) Depth of flow - 0.314(Ft.), Average velocity - 4.497(Ft/8) Flow width (from curb towards crown)- 8.851(Ft.) I-++++ Process from Point/Station 306.000 to Point/Station 306,000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - 1.570(Ac.) Runoff frora this stream - 3.984(CFS) Time of concentration - 9.43 min. Rainfall intensity - 4.550(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7 .727 10 ,93 4. 135 2 3 .984 9 ,43 4. 550 Qmeuc(l) « 1 .000 * 1 .000 * 7 .727) + 0 .909 * 1 .000 * 3 .984) + 11 .348 Qmax(2) m 1 .000 * 0 .862 * 7 .727) + 1 .000 * 1 .000 * 3 .984) + 3E 10 .647 Total of 2 main streams to confluence: Flow rates before confluence point: 7.727 3.984 Maximum flow rates at confluence using above data: 11.348 10.647 Area of streams before confluence: 3.340 1.570 Results of confluence: Total flow rate - 11.348(CFS) Time of concentration - 10.935 min. 3Z O'Day Consultants Inc. E-mail; oday@cxlayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www,cxlayconsultants.com Carlsbad, Califomia 92008-6603 Tel: 760,931.7700 Fax; 760.931,8680 Effective stream area after confluence - 4.910 (Ac.) !•++ +++ + + + ++++ + + + + +++++ + +++++++++ +++++++ + + Process frora Point/Station 306.000 to Point/Station 312.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 200.98(Ft.) Downstream point/station elevation - 199.63(Ft.) Pipe length - 73.44(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 11.348(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 11.348(CFS) Norraal flow depth in pipe = 12.14(In.) Flow top width inside pipe = 16.87(In.) Critical Depth - 15.43(In.) Pipe flow velocity « 8.95(Pt/s) Travel time through pipe - 0.14 min. Tirae of concentration (TC) - 11.07 min. Process from Point/Station 312.000 to Point/Station 314.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** UJ)stream point/station elevation - 199.30(Ft.) Downstream point/station elevation - 196.80(Ft.) Pipe length - 189.75(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 11.348(CFS) Oiven pipe size = 18.00(In.) Calculated individual pipe flow - 11.348(CFS) Normal flow depth in pipe = 13.88(In.) Flow top width inside pipe = 15.13(In.) Critical Depth - 15.43(In.) Pipe flow velocity - 7.76(Ft/s) Travel time through pipe - 0.41 min. Tirae of concentration (TC) - 11.48 rain. ++++++++++++++++++++++++++++++++++++++++++++++++++++H Process from Point/Station 314.000 to Point/Station 314.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area - 4.910(Ac.) Runoff from this stream - 11.348(CFS) Tirae of concentration - 11.48 rain. Rainfall intensity - 4.008(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 316,000 to Point/Station 317.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 33 O'Day Consultants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carlsbad, Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Decimal fraction soil group B = 0.000 , Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance = 110,00(Ft.) Highest elevation - 228,10(Ft.) Lowest elevation - 222.60(Ft.) Elevation difference - 5.50(Ft.) Tirae of concentration calculated by the urban areas overland flow raethod (App x-C) - 6.07 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC - [1.8*(l.l-0.5500)*(110.00*.5)/( 5.00*(l/3)]- 6.07 Rainfall intensity (I) - 6.044 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0,550 Subarea runoff - 0,665(CFS) Total initial stream area - 0,200 (Ac) Process from Point/Station 318.000 to Point/Station 320.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation « 237.370(Pt.) End of street segment elevation - 207.620(Ft.) Length of street segraent - 540.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 17.000(Ft.) Distance from crown to crossfall grade break - 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope frora grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line - 13.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Manning's N in gutter - 0.0130 Manning's N from gutter to grade break - 0.0150 Manning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 2.859(CFS) Depth of flow - 0.281(Ft.), Average velocity - 4.567(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 7.234(Ft.) Flow velocity - 4.57(Ft/s) Travel time - 1.97 rain. TC » 8.04 rain. Adding area flow to street Deciraal fraction soil group A - 0.000 Deciraal fraction soil group B - 0.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 5.042(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, C - 0.550 Subarea runoff - 3.660(CFS) for 1.320 (Ac.) Total runoff - 4.325(CFS) Total area - 1.52(Ac.) Street flow at end of street - 4.325(CFS) Half street flow at end of street - 4.325(CFS) Depth of flow « 0.312(Ft.), Average velocity - 4.989(Ft/B) 3V O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West. Suite 100 Website: www.cxlayconsultants.com Carlsbad. California 92008-6603 Tel; 760.931.7700 Fax; 760.931.8680 Flow width (from curb towards crown)- 8.743(Ft.) Process frora Point/Station 320.000 to Point/Station 314.000 **** PIPEFLOW TRAVEL TIME (User specified size) ***• Upstream point/station elevation - 200.72(Ft.) Downstream point/station elevation - 196.80(Ft.) Pipe length - 86.33(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 4.325(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 4.325(CFS) Normal flow depth in pipe - 5.36(In.) Flow top width inside pipe = 16.46(In.) Critical Depth - 9.58(In.) Pipe flow velocity - 9.79(Ft/s) Travel time through pipe - 0.15 min. Time of concentration (TC) - 8.19 min. (•++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 314.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - 1.520(Ac.) Runoff from this streara - 4.325(CFS) Time of concentration - 8.19 min. Rainfall intensity » 4.983(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 11.348 11.48 4.008 4.325 8.19 4.983 Qmax(l) Qmeix(2) - 1,000 * 1.000 * 11.348) + 0.804 * 1.000 * 4.325) + - 14.827 1.000 * 0.713 * 11.348) + 1.000 * 1.000 * 4.325) + - 12.421 Total of 2 raain streams to confluence: Flow rates before confluence point: 11.348 4.325 Mcuciraum flow rates at confluence using eibove data: 14.827 12.421 Area of streams before confluence: 4.910 1.520 Results of confluence: Total flow rate « 14.827(CFS) 35 O'Day Consultants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite IOO Website: www.cxlayconsultants.com Carlsbad, Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Time of concentration - 11.479 min. Effective stream area after confluence - 6.430 (Ac) Process from Point/Station 314.000 to Point/Station 322.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 196.30(Ft,) Downstream point/station elevation » 190.43(Ft.) Pipe length - 154.72(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 14.827(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow = 14.827(CFS) Normal flow depth in pipe - 9.59(In.) Flow top width inside pipe - 23.51(In.) Critical Depth - 16.65(In.) Pipe flow velocity - 12.65(Ft/s) Travel time through pipe - 0.20 min. Tirae of concentration (TC) - 11.68 min. Process from Point/Station 322.000 to Point/Station 322.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area - 6.430(Ac.) Runoff from this stream - 14.827(CFS) Time of concentration - 11.68 min. Rainfall intensity - 3.963(In/Hr) Program is now starting with Main Streara No. 2 Process from Point/Station 324,000 to Point/Station 325.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance - 80.00(Ft.) Highest elevation = 213.30 (Ft.) Lowest elevation - 211.40(Ft.) Elevation difference - 1.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 6,64 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC - [1.8*(l.l-0.5500)*( 80.00*.5)/( 2.38*(l/3)]- 6.64 Rainfall intensity (I) - 5.707 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.659(CFS) Total initial stream area - 0.210(Ac.) O'Day Consultants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax; 760.931.8680 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 326.000 to Point/Station 328.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation « 221.060(Ft.) End of street segment elevation - 201.060(Ft.) Length of street segment - 780.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 17.000(Ft.) Distance frora crown to crossfall grade break - 15.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line - 13.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Manning's N in gutter - 0.0130 Manning's N from gutter to grade break - 0.0150 Manning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - Depth of flow - 0.320(Ft.), Average velocity - Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 9.159(Ft.) Flow velocity - 3.48(Ft/s) Travel time - 3.73 min. TC - 10,37 min. Adding area flow to street Decimal fraction soil group A - 0.000 Deciraal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 4.280(In/Hr) for a 100.O year storra Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, C - Subarea runoff - 3.931(CFS) for 1.670(Ac.) Total runoff - 4.590(CFS) Total area - 1.88(Ac.) Street flow at end of street - 4.590(CFS) Half street flow at end of street - 4.590(CFS) Depth of flow - 0.348(Pt.), Average velocity - 3.759(Ft/s) Flow width (from curb towards crown)- 10.577(Ft.) 3,280(CFS) 3.484(Ft/s) 0.550 Process frora Point/Station 328.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 322.000 Upstream point/station elevation - 195.54(Ft.) Downstreara point/station elevation - 190.60(Ft.) Pipe length - 10.25(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 4.590(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 4.590(CFS) Normal flow depth in pipe - 3.06(In.) Flow top width inside pipe - 13.53(In.) Critical Depth - 9,87(In,) Pipe flow velocity - 23.03(Ft/s) 37 O'Day Consultants Inc. 2710 Loker Avenue West. Suite 100 Carlsbad, Califomia 92008-6603 E-mail: cxlay@odayconsultants.com Website; www,odayconsultants,com Tel; 760.931.7700 Fax: 760.931.8680 Travel time through pipe - 0.01 min. Time of concentration (TC) - 10.38 min. Process frora Point/Station 322.000 to Point/Station 322.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Streara flow area - 1.880(Ac.) Runoff from this streara - 4.590(CFS) Tirae of concentration - 10.38 rain. Rainfall intensity - 4.278(In/Hr) Prograra is now starting with Main Stream No. 3 Process from Point/Station 330.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance - 90.00(Ft.) Highest elevation - 217.80(Ft.) Lowest elevation - 216.88(Ft.) Elevation difference - 0.92(Ft.) Tirae of concentration calculated by the urban areas overland flow method (App X-C) - 9,32 min, TC - [1,8*(1.1-C)*distance*.5)/(% 8lope*(l/3)] TC - [1.8*(l.l-0.5500)*( 90.00*.5)/( 1.02*(l/3)]- 9.32 Rainfall intensity (I) - 4.583 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0,353(CFS) Total initial stream area - 0.140 (Ac) !• +++ ++++ ++++ +++ ++++ Process from Point/Station 332.000 to Point/Station 334.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 216.880(Ft.) End of street segment elevation - 201.060(Ft.) Length of street segment - 760.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 17.000(Ft.) Distance from crown to crossfall grade break - 15.500(Ft.) Slope from gutter to grade break (v/hz) - 0,020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] 8ide(s) of the street Distance from curb to property line - 13.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 2.000(In.) 38 O'Day Consultants Ine. E-mail: oday@cxlayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www,odayconsultants.com Carlsbad, Califomia 92008-6603 Tel: 760,931.7700 Fax: 760.931.8680 Manning's N in gutter - 0.0130 > Manning's N from gutter to grade break - 0.0150 Manning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 2.924(CFS) Depth of flow - 0.319(Ft.), Average velocity - 3.132(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 9.117(Ft.) Flow velocity - 3.13(Ft/s) Travel time - 4.04 min. TC - 13,37 rain. Adding area flow to street Deciraal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity = 3.633(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 4.076(CFS) for 2.040 (Ac.) Total runoff - 4.429(CFS) Total area - 2.18(Ac.) Street flow at end of street - 4.429(CFS) Half street flow at end of street - 4.429(CFS) Depth of flow = 0.354(Ft.), Average velocity - 3,440(Ft/s) Flow width (from curb towards crown)- 10.885(Ft.) Process from Point/Station 334.000 to Point/Station 322.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 194.49(Ft.) Downstream point/station elevation - 190.43(Ft.) Pipe length - 22.25(Ft.) Manning's N - 0.013 No, of pipes - 1 Required pipe flow - 4.429(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 4.429(CFS) Normal flow depth in pipe - 3.82(In.) Flow top width inside pipe - 14.72(In.) Critical Depth - 9.69(In.) Pipe flow velocity - 16.18(Pt/s) Travel time through pipe - 0.02 min. Time of concentration (TC) - 13.39 min. Process frora Point/Station 322.000 to Point/Station 322.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area - 2.180(Ac.) Runoff from this stream - 4.429(CFS) Time of concentration - 13.39 min. Rainfall intensity - 3.629(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (rain) (In/Hr) 39 O'Day Consultants Inc. E-mail: oday@odayconsuttants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants,com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 1 14.827 11.68 3.963 2 4.590 10.38 4.278 3 4.429 13.39 3.629 Qnuucd) - 1.000 * 1.000 * 14.827) + 0.926 * 1.000 * 4.590) + 1.000 * 0.872 * 4.429) + - 22.942 Qnieuc (2) - 1,000 * 0.888 * 14.827) + 1.000 * 1.000 * 4.590) + 1.000 * 0.775 * 4.429) + - 21.189 Qmax(3) - 0.916 * 1.000 * 14.827) + 0.848 * 1.000 * 4,590) + 1.000 * 1.000 * 4,429) + - 21.900 Total of 3 main streams to confluence: Flow rates before confluence point: 14.827 4.590 4.429 Meixiraum flow rates at confluence using above data: 22.942 21.189 21.900 Area of streams before confluence: 6.430 1.880 2.180 Results of confluence: Total flow rate - 22.942(CFS) Time of concentration - 11.683 min. Effective stream area after confluence - 10.490(Ac.) I-++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 336.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 190.10(Ft.) Downstream point/station elevation - 185.33(Ft.) Pipe length - 117.66(Ft.) Manning's N « 0.013 No. of pipes - 1 Required pipe flow - 22.942(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow - 22.942(CFS) Norraal flow depth in pipe « 12.05(In.) Flow top width inside pipe - 24.00(In.) Critical Depth - 20.46(In.) Pipe flow velocity = 14.52(Ft/s) Travel time through pipe - 0.14 min. Time of concentration (TC) - 11.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 336.000 to Point/Station 336.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 O'Day Consultants Inc. E-mail; oday@cxiayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Carlsbad, California 92008-6603 Tel; 760,931,7700 Fax; 760.931.8680 stream flow area - 10.490(Ac.) Runoff from this stream = 22.942(CFS) Tirae of concentration = 11.82 min. Rainfall intensity = 3.933(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 338.000 to Point/Station 340.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance - 90.00(Ft.) Highest elevation - 204.20(Ft.) Lowest elevation - 201.06(Ft.) Elevation difference = 3.14(Ft.) Time of concentration calculated by the urban areas overland flow raethod (;^p X-C) - 6.19 min. TC - [1.8*(l.l-C)*di8tance*.5)/(% slope*(l/3)] TC - [1,8*(1,1-0.5500)*( 90.00*.5)/( 3.49*(l/3)]- 6.19 Rainfall intensity (I) - 5.968 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.550 Subarea runoff - 0.066(CFS) Total initial streara area - 0.020(Ac.) +++++++++++++++++++++H Process from Point/Station 340.000 to Point/Station 342.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 201.060(Ft.) End of street segment elevation - 194.760(Ft.) Length of street segment = 140.000(Ft.) Height of curb ad)ove gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break - 15.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike frora flowline - 2.000(In.) Manning's N in gutter - 0.0130 Manning's N from gutter to grade break - 0.0150 Manning's N frora grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 0.109(CFS) Depth of flow - 0.071(Ft.), Average velocity - 2.427(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity - 2.43(Ft/s) Travel time = 0.96 min. TC - 7.15 min. Adding area flow to street HI O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carlsbad. California 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 Decimal fraction soil group A = 0.000 , Decimal fraction soil group B - 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 5.437(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational method,Q-KCIA, C Subarea runoff - 3.977(CFS) for 1.330(Ac.) Total runoff - 4.043(CFS) Total area - 1.35(Ac Street flow at end of street - 4.043(CFS) Half street flow at end of street - 2.021(CFS) Depth of flow - 0.265(Ft.), Average velocity - 3.930(Ft/s) Flow width (from curb towards crown)- 6.417(Ft.) 0.550 Process from Point/Station 342.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 336.000 Upstream point/station elevation = 190.00(Ft.) Downstream point/station elevation - 185.50(Ft.) Pipe length - 29.20(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 4.043(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 4.043(CFS) Normal flow depth in pipe - 3.81(In.) Flow top width inside pipe = 14.70(In.) Critical Depth - 9.24(In.) Pipe flow velocity - 14.84(Ft/s) Travel tirae through pipe - 0.03 min. Time of concentration (TC) = 7.19 min. Process from Point/Station 336.000 to Point/Station 336.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - 1.350 (Ac) Runoff from this stream - 4.043(CFS) Time of concentration - 7.19 min. Rainfall intensity - 5.421(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 22 .942 11 .82 3 .933 2 4 ,043 7 .19 5 .421 Qmax(l) - 1 .000 * 1 .000 * 22 .942) + 0 .726 * 1 .000 * 4 .043) + S Qmax(2) - 1 .000 * 0 .608 * 22 .942) + 1 .000 * 1 .000 * 4 .043) + S 25.876 17.995 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad. California 92008-6603 E-mail; oday@cxlayconsulfants.com Website: www.odayconsultants.com Tel; 760.931.7700 Fax; 760.931,8680 Total of 2 main streams to confluence: Flow rates before confluence point: 22.942 4.043 Maximum flow rates at confluence using above data: 25.876 17.995 Area of streams before confluence: 10.490 1.350 Results of confluence: Total flow rate = 25.876(CFS) Time of concentration - 11.818 min. Effective stream area after confluence = 11.840(Ac.) -TTTT,^TT-r-r-r-r-l- + + ++++ + + +++++++++++ Process from Point/Station 336.000 to Point/Station 344.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 185.00(Ft.) Downstream point/station elevation - 184.33(Ft.) Pipe length - 124.95(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow - 25.876(CFS) Given pipe size - 30.00(In.) Calculated individual pipe flow - 25.876(CFS) Normal flow depth in pipe - 21.47(in.) Flow top width inside pipe - 27.07(In.) Critical Depth - 20.79(In.) Pipe flow velocity - 6.88(Ft/s) Travel time through pipe - 0.30 min. Time of concentration (TC) = 12.12 min. , • ^TT^TT-r-r-r-rTTTTTTT + + + + + + + + + + + + + + Process from Point/Station 344.000 to Point/Station 344.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: ~ In Main Stream number: 1 Stream flow area - 11.840(Ac.) Runoff from this stream - 25.876(CFS) Time of concentration = 12.12 min. Rainfall intensity - 3.870(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 346, **** INITIAL AREA EVALUATION **** 000 to Point/Station 347.000 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [SINGLE FAMILY area type Initial subarea flow distance O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, California 92008-6603 0.000 0.000 0,000 1.000 ^3 ] 80.00(Ft.) E-mail: oday@odayconsultants.com Website; www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931,8680 Highest elevation - 270.10(Ft.) Lowest elevation - 267.20(Ft.) Elevation difference - 2.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 5.76 rain. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC - [1.8*(1.1-0.5500)*( 80.00*.5)/( 3.63*(l/3)]- 5.76 Rainfall intensity (I) - 6.250 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.447(CFS) Total initial stream area - 0.130(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 348.000 to Point/Station 350.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 271.010(Ft.) End of street segment elevation - 212.790(Ft.) Length of street segraent - 810.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 17.000(Ft.) Distance frora crown to crossfall grade break - 15.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line - 13.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike frora flowline - 2.000(In.) Manning's N in gutter - 0.0130 Manning's N frora gutter to grade break - 0.0150 Manning's N frora grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 4.348(CFS) Depth of flow - 0.302(Ft.), Average velocity - 5.542(Ft/8) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 8.259(Ft.) Flow velocity - 5.54(Ft/s) Travel time - 2.44 min. TC = 8.20 rain. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 4.979(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, C » 0.550 Subarea runoff - 6.216(CFS) for 2.270(Ac.) Total runoff - 6.663(CFS) Total area - , 2.40(Ac.) Street flow at end of street - 6.663(CFS) Half street flow at end of street - 6,663(CFS) Depth of flow - 0.336(Ft,), Average velocity - 6,092(Ft/s) Flow width (from curb towards crown)- 9.956(Ft.) ++++++++++H Process from Point/Station 350.000 to Point/Station 352.000 O'Day Consultants Inc. E-mail: oday@odaycx)nsultants.com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Carlsbad, Califomia 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 205.29(Ft.) Downstream point/station elevation = 202.83(Ft.) Pipe length - 66.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 6.663(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 6.663(CFS) Normal flow depth in pipe - 7,10(In,) Flow top width inside pipe - 17.59(In.) Critical Depth - 11.98(In.) Pipe flow velocity - 10.28(Ft/s) Travel time through pipe - 0.11 min. Tirae of concentration (TC) = 8.31 min. Process from Point/Station 352.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 344.000 Upstream point/station elevation - 202.50(Ft.) Downstream point/station elevation = 184.50(Ft.) Pipe length - 207.24(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow = 6,663(CFS) Given pipe size = 18.00(In,) Calculated individual pipe flow - 6.663(CFS) Normal flow depth in pipe - 5.67(In.) Flow top width inside pipe - 16.72(In.) Critical Depth - 11.98(In.) Pipe flow velocity - 13.97(Ft/s) Travel time through pipe - 0.25 min. Time of concentration (TC) = 8.55 min. Process frora Point/Station 344.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** H-++++++++++ 344.000 The following data inside Main Streara is listed; In Main Stream number: 2 Stream flow area - 2.400(Ac.) Runoff from this stream = 6.663(CFS) Time of concentration - 8.55 rain. Rainfall intensity - 4.845(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(l) Qmax(2) 25.876 6.663 1.000 * 0.799 * m 1,000 * 12.12 8.55 1.000 * 1.000 * 0.706 * 3.870 4.845 25.876) + 6.663) + 25.876) + 31,198 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants.com Website: www.cxlayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 1,000 * 1,000 * 6.663) + - 24.926 Total of 2 main strearas to confluence: Flow rates before confluence point: 25.876 6.663 Meucimum flow rates at confluence using above data: 31.198 24.926 Area of streams before confluence: 11,840 2,400 Results of confluence: Total flow rate - 31.198(CFS) Time of concentration - 12.121 min. Effective stream area after confluence = 14.240(Ac.) Process from Point/Station 344.000 to Point/Station 354.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Ut)stream point/station elevation = 184.00 (Ft.) Downstream point/station elevation « 179.96(Ft.) Pipe length - 87.25(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 31.198(CFS) Given pipe size - 30.00(In.) Calculated individual pipe flow - 31.198(CFS) Normal flow depth in pipe - 12.32(In.) Flow top width inside pipe - 29.52(In.) Critical Depth - 22.85(In.) Pipe flow velocity - 16.43(Ft/s) Travel time through pipe - 0.09 min. Time of concentration (TC) - 12.21 min. Process from Point/Station 354.000 to Point/Station 354.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Streara flow area - 14.240(Ac.) Runoff from this stream = 31.198(CFS) Tirae of concentration - 12.21 min. Rainfall intensity - 3.852(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++,+++++++++++ Process from Point/Station 356.000 to Point/Station 358.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - l.OOO [SINGLE FAMILY area type ] O'Day Consultants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: wvwK,odayconsultants.com Carlsbad, California 92008-6603 Tel: 760,931.7700 Fax: 760.931.8680 Initial subarea flow distance = 17.00(Ft.) Highest elevation - 211.30(Ft.) Lowest elevation - 210.20(Ft.) Elevation difference - 1.10(Ft.) Time of concentration calculated by the urban areas overland flow raethod (App X-C) - 2.19 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC - [1.8*(l.l-0.5500)*( 17.00*.5)/( 6.47*(l/3)]- 2.19 Setting time of concentration to 5 minutes Rainfall intensity (I) - 6.850 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea nmoff - 0.038 (CFS) Total initial stream area - 0.010(Ac.) !•+++++++++++++++++++++++++ Process from Point/Station 358.000 to Point/Station 360.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW 7U3DITION **** Top of Street segment elevation - 210.200(Ft.) End of street segment elevation - 190.290(Ft.) Length of street segraent - 290.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 17.000(Ft.) Distance from crown to crossfall grade break - 15.500(Ft.) Slope frora gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] Bide(s) of the street Distance from curb to property line = 13.000(Ft.) 0.020 0.0150 0.0150 Slope from curb to property line (v/hz) Gutter width - 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Manning's N in gutter - 0.0130 Manning's N from gutter to grade break Manning's N from grade break to crown - Estimated raean flow rate at midpoint of street - 0.044(CFS) Depth of flow - 0.060(Ft.), Average velocity - 2.691(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity » 2.69(Ft/s) Travel time - 1.80 min. TC = 6.80 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 5.620(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q>«KCIA, C - Subarea runoff - 1.020(CFS) for 0.330(Ac.) Total runoff - 1.058(CFS) Total area » 0.34(Ac.) Street flow at end of street - 1.058(CFS) Half street flow at end of street = 1.058(CFS) Depth of flow - 0.213(Ft.), Average velocity « 4.274(Ft/s) Flow width (from curb towards crown)- 3.808(Pt.) 0.550 ^7 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: cxlay@odayconsultants,com Website: www.odayconsultants.com Tel; 760.931.7700 Fax: 760.931,8680 Process from Point/Station 360.000 to Point/Station 354.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation - 181.59(Ft.) Downstream point/station elevation - 179,96(Ft.) Pipe length - 3,25(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow » 1.058(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 1.058(CFS) Normal flow depth in pipe - 1.50(In.) Flow top width inside pipe - 9.95(In.) Critical Depth - 4.60(In.) Pipe flow velocity - 15.04(Ft/s) Travel time through pipe - 0.00 min. Tirae of concentration (TC) - 6.80 min. Process frora Point/Station 354.000 to Point/Station 354.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - 0.340 (Ac.) Runoff from this streara - 1.058(CFS) Time of concentration - 6.80 min. Rainfall intensity - 5.618(In/Hr) Summary of stream data: Streara Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 31.198 12.21 3.852 2 1.058 6.80 5.618 Qmeuc(l) - 1,000 * 1,000 * 31,198) + 0.686 * 1.000 * 1.058) + - 31.923 Qvnax (2) - 1.000 * 0.557 * 31.198) + 1.000 * 1.000 * 1.058) + = 18.432 Total of 2 main streams to confluence: Flow rates before confluence point: 31.198 1.058 Meucimum flow rates at confluence using above data: 31.923 18.432 Area of streams before confluence: 14.240 0.340 Results of confluence: Total flow rate - 31.923(CFS) Time of concentration - 12.209 min. Effective stream area after confluence » 14.580(Ac.) O'Day Consultants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West. Suite 100 Website: www.odayconsultants.com Carlsbad, California 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 354.000 to Point/Station 362.000 *•** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation - 179.63(Ft.) Downstream point/station elevation - 178.87(Ft.) Pipe length - 54.40(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 31.923(CFS) Given pipe size - 30.00(In.) Calculated individual pipe flow - 31.923(CFS) Normal flow depth in pipe - 17.77(In.) Flow top width inside pipe - 29.49(In.) Critical Depth - 23.09(In.) Pipe flow velocity - 10.54(Ft/s) Travel tirae through pipe - 0.09 rain. Time of concentration (TC) - 12.30 min. End of computations, total study area - 14.58 (Ac.) O'Day Consultants Inc. E-mail; oday®odaycx)nsultants.oom 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax; 760.931.8680 SECTION 4 **********************•k^c^l•^*•k1l*1l^,^,i,1,1l^,•k^,•l,1,1l^,^,*1,^,1,^,1,^,^,i,^,1,i,^,^,^,^,^,^,i,^,^,^,^,^,^,^,^^^^^,^,^,^,^,^, PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE X HYDRULICS * * STORM DRAIN SYSTEM "100" MAIN LINE * * J.N. 981020-5 FILE: VLXOl.RES * ****************************«*»******(m*******^n^^^^^j^j^j^^^^^j^^j^^^j^^^^^^^^^^^^^ FILE NAME: VLX01.DAT TIME/DATE OF STUDY: 11:28 01/14/2003 *************************«********»*******(m*****j^j^,^^^,^^^^jjj^j^j^^^^j^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE-i- NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) FLOW PRESSURE4- DEPTH(FT) MOMENTUM(POUNDS) 142 ,00- FRICTION 2 ,00 715.16 0.71* 1638.99 141 .00- JUNCTION 1.85 Dc 704.47 1,32* 821.13 140 .00- FRICTION 1.85 Dc 704.47 1.36* 801.53 133 .00- JUNCTION 1.85*Dc 704.47 1.85*Dc 704.47 132 .00- FRICTION 2 .79 788.37 1.07* 847.36 125 .00- JUNCTION 1.80 DC 618.42 1.24* 741.60 124 .00- FRICTION 2.38 612.06 0.87* 845.76 123 .00- JUNCTION 1.72 Dc 516.01 0.94* 773.40 122 .00- FRICTION 1.72 Dc 516.01 0,94* 777.58 121 .00- JUNCTION 1.72*Dc 516.01 1.72*Dc 516.01 120 .00- FRICTION 3.42* 815.28 1.60 519.89 103 .00- JUNCTION 3.46* 823,24 1.21 602.77 102 .00- FRICTION 3,66* 765.82 } HYDRAULIC JUMP 0.90 589.60 100 .00-1.60*Dc 406.43 l,60*Dc 406.43 50 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931,8680 MAXIMUN NUMBER OF ENERGY BALANCES USED IN EACH PROFILE 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AMD OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 142.00 FLOWLINE ELEVATION - 175.50 PIPE FLOW - 29.01 CFS PIPE DIAMETER - 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 177.500 FEET NODE 142.00 : HGL - < 176.214>;EGL- < 189.114>;FLOWLINE- < 175.500> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 141.00 142.00 TO NODE 141.00 IS CODE - 1 ELEVATION » 203,07 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW « 29,01 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 109.12 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) - 0.69 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.32 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.85 DISTANCE FROM CONTROL(FT) 0.000 0.432 0.910 1.439 2.026 2.677 3.401 4.208 5. 6. 7, .109 .118 .252 8.531 9.980 11.630 13.522 15.708 18.255 21.257 24.845 29.213 34.660 41.689 51,247 65,459 91.151 109.120 FLOW DEPTH (FT) 1.319 1.294 1.269 1.244 1.218 1.193 1.168 1.143 1.117 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. ,092 ,067 ,042 ,017 991 .966 .941 .916 ,891 .865 ,840 .815 .790 .765 ,739 ,714 ,714 VELOCITY (FT/SEC) 13.193 13.488 13.798 14.126 14.472 14.837 15.223 15.632 16.065 16.524 17.011 17.529 18.080 18.666 19.292 19.961 20.677 21.444 22.268 23.155 24.111 25.144 26.264 27.479 28.803 28.814 SPECIFIC ENERGY(FT) 4.024 121 227 344 472 614 769 940 128 335 563 816 6.095 6.405 6.749 7.132 7.559 8.036 8.570 9.171 9.848 10.613 11.482 12.472 13.604 13.614 PRESSURE-*- MOMENTUM(POUNDS) 821.13 834.27 848.39 863.54 879.80 897.23 915.91 935.94 957.40 980.42 1005.09 1031.56 1059.97 1090.48 1123.28 1158.56 1196.57 1237.55 1281.80 1329.65 1381.49 1437.74 1498.91 1565.56 1638.38 1638.99 61 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants.com Website: www.odayconsultants.com Tel; 760.931.7700 Fax; 760.931.8680 NODE 141.00 : HGL - < 204.389>;EGL- < 207.094>;FLOWLINE- < 203.070> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 140.00 141.00 TO NODE ELEVATION - 140,00 IS CODE - 5 203,40 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES; PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE (CFS) (INCHES) (DEGREES) ELEVATION 29.01 24.00 0.00 203.40 29.01 24.00 - 203.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00—Q5 EQUALS BASIN INPUT— FLOWLINE CRITICAL VELOCITY DEPTH(FT.) (FT/SEC) 1.85 12.746 1.85 13.198 0.00 0.000 0.00 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / {(A1-I-A2) *16.1) -l-FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0, DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0, AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02645 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.106 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY-I-HV1-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.190)-f( 0.000) - 0.190 NODE 140.00 : HGL - < 204.761>;EGL= < 207.283>;FLOWLINE- < 203.400> ****************************************************************************** 02532 02757 0.000 PEET FLOW PROCESS FROM NODE UPSTREAM NODE 133.00 140.00 TO NODE 133.00 IS CODE - 1 ELEVATION - 205,80 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 29,01 CPS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 83.33 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) - 1.30 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.85 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.85 :E FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-I- )L(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) 0.000 1.846 9.569 3.269 704.47 0.067 1.824 9.646 3.270 704.65 0.268 1.803 9.728 3.273 705.19 0.608 1.781 9.816 3.278 706,09 1.094 1.759 9.910 3.285 707,34 1,733 1.737 10.009 3.294 708.96 2,537 1.715 10.114 3.305 710.93 3,521 1.693 10.225 3.318 713.27 4.702 1.671 10.342 3.333 715.98 6.100 1.649 10.465 3.351 719.07 7.742 1.627 10.593 3.371 722.55 9.660 1.606 10.729 3.394 726.43 11.894 1.584 10,870 3.420 730.73 O'Day ConsuKants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@cxlayconsultants,com Website: www,cxiayconsultants.com Tel: 760.931.7700 Fax; 760.931.8680 14.493 1.562 11.018 3.448 735.44 17.520 1.540 11.173 3.480 740.60 21.057 1.518 11.336 3.515 746.20 25.212 1.496 11.505 3.553 752.28 30.133 1.474 11.683 3.595 758.84 36.025 1.452 11.868 3.641 765.91 43.190 1.430 12.062 3.691 773.50 52.100 1.409 12.265 3.746 781.65 63.543 1.387 12.477 3.806 790.37 78.995 1.365 12.699 3.870 799.69 83.330 1.361 12.742 3.883 801.53 133.00 HGL - < 207. 646>;EGL- < 209.069>;FLOWLINE- < 205.800> NODE ********************************«*********************************^^jj^^^j>^^^^^^^jn^ FLOW PROCESS FROM NODE 133.00 TO NODE 132.00 IS CODE - 5 UPSTREAM NODE 132.00 ELEVATION - 206.13 (FLOW UNSEALS IN REACH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OP STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 26.61 24.00 35.00 206.13 1.80 15.478 DOWNSTREAM 29.01 24.00 - 205.80 1.85 9.572 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 2.40—Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ((A1-I-A2) *16 .1) -I-FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE » 0, DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02891 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.116 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY-I-HV1-HV2)-»-(ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.570)-(-( 0.285) - 1.855 04356 01426 0.285 FEET NODE 132.00 : HGL - < 207.204>;EGL= < 210.924>;FLOWLINE- < 206.130> *****************************************************************************^ FLOW PROCESS FROM NODE UPSTREAM NODE 125.00 132.00 TO NODE 125.00 IS CODE - 1 ELEVATION - 209.87 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 26.61 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 75.69 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) = 1.03 CRITICAL DEPTH(FT) s s s s B s s B s s K SE sa s s s B s SK s a: s s s s s s B s B B s s s s s X s s s B s s s s s s SSB s B a B X s s: UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.24 BSBBBBBBBSBBBSBBSBSBBSSBBSBBBBBSBBSeBBBBBBBSSBBBBBSBaBBBBBSB) GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.80 DISTANCE FROM CONTROL(FT) FLOW DEPTH (FT) VELOCITY (FT/SEC) 53 SPECIFIC ENERGY(FT) PRESSURE-t- MOMENTUM(POUNDS) O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 0.000 1.236 13.056 3.884 741.60 1,574 1.228 13.157 3.917 745.80 3,242 1.219 13.260 3.951 750.10 5.013 1.211 13.365 3.987 754.50 6.898 1.203 13.471 4.023 759.00 8.907 1.195 13.580 4.061 763.62 11.054 1.187 13.691 4.099 768.34 13.353 1.179 13.803 4.139 773.17 15.823 1.171 13.918 4.181 778.11 18.484 1.163 14.034 4.223 783.17 21.363 1.155 14.153 4.267 788.34 24.488 1.147 14.274 4.313 793.64 27.897 1.139 14.397 4.359 799.06 31.637 1.131 14.522 4.408 804.61 35.765 1.123 14.650 4.458 810.28 40.356 1.115 14.780 4.509 816.09 45.508 1.107 14.913 4.562 822.03 51.356 1.099 15.048 4.617 828.11 58.084 1.091 15.186 4.674 834.33 65.969 1.083 15.326 4.732 840.70 75.433 1.074 15.470 4.793 847.22 75.690 1.074 15.473 4.794 847.36 125.00 HGL - < 211. 106>;EGL- < 213.754>;FLOWLINE- < 209.870> NODE ****************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 124.00 IS CODE - 5 UPSTREAM NODE 124.00 ELEVATION - 210.20 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 23.52 24.00 30.00 210,20 1,72 26.61 24.00 - 209.87 1.80 3.09 18.00 90.00 210.20 0.67 0.00 0.00 0.00 0.00 0.00 0.00—Q5 EQUALS BASIN INPUT— 17.897 13.060 2.835 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ( (Al-fA2) *16.1) -i-PRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0. DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04898 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.196 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY-I-HV1-HV2)-»• (ENTRANCE LOSSES) JUNCTION LOSSES - ( 2.291)-i-( 0.000) - 2.291 06990 02806 0.000 FEET NODE 124.00 : HGL - < 211.071>;EGL- < 216.045>;FLOWLINE- < 210.200> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 123.00 124.00 TO NODE 123.00 IS CODE « 1 ELEVATION - 231.40 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 23.52 CFS PIPE DIAMETER 24.00 INCHES O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail: oday@odayconsultants.com Website: www.odayconsultants.com Tel; 760.931.7700 Fax: 760.931.8680 PIPE LENGTH - 300.00 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) - 0.87 CRITICAL DEPTH(FT) » BBBBBBBBSBBBBBBSSBBBBBSBBBBSBSBSSBBSaSSBSBBBBBSBEEEBSBBBBBBSBBBBBXa UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 0.94 SaSBSBSSBBBBBSBSBBBBBBBBBBsaEBBBBBBSBSBSBBBBSSBSBSBSSBBBBBSBBSSSaBa GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.72 DISTANCE FROM CONTROL(FT) 0.000 1.734 3.553 5.463 7.473 9.594 11.837 14.214 16.741 19.438 22.324 25,428 28,780 32.422 36.403 40.789 45.664 51.146 57.395 64.650 73.280 83.901 97.672 117.195 150.817 300.000 FLOW DEPTH (FT) 0.942 0.939 0.936 0. 0. 0. 0. 0. 0. ,933 ,930 ,927 ,924 ,921 ,918 0.915 0.912 ,909 907 ,904 901 898 .895 ,892 ,889 ,886 ,883 ,880 ,877 ,874 ,872 ,871 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. VELOCITY (FT/SEC) 16.172 16.237 16.302 16.368 16.435 16.502 16.569 16.638 16.706 16.776 16.845 16.916 16,987 17.058 17.130 17.203 17.276 17.350 17.425 17.500 17.576 17.652 17.729 17.807 17.885 17.892 SPECIFIC ENERGY(FT) 5.005 5.035 5.065 5.096 5.127 5.158 5.190 5.222 5.255 5.288 5.321 5.355 5.390 5.425 5.460 5.496 5.532 5.569 5.607 5.645 5.683 5.722 5.761 5.801 5.842 5.845 PRESSURE-f MOMENTUM(POUNDS) 773.40 776.10 778.83 781.58 784.35 787.15 789.97 792.82 795.70 798.60 801.53 804.48 807.47 810.48 813.52 816.58 819,68 822,80 825.95 829.13 832.34 835.58 838.85 842,15 845,49 845,76 NODE 123.00 HGL < 232,342>;EGL- < 236,405>;FLOWLINE- < 231.400> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 122.00 123.00 TO NODE ELEVATION - 122.00 IS CODE - 5 231,73 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW 23.52 23 ,52 0.00 0.00 0.00> DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 24.00 24.00 0.00 0.00 0.00 0.00 0.00 231.73 231.40 0,00 0,00 =Q5 EQUALS BASIN INPUT- 1.72 1.72 0.00 0.00 16.277 16.177 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS (DELTA4) ) / ( (A1-I-A2) *16 .1) -l-FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE > 0.05408 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.05319 56 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 10O Carlsbad, Caiitornia 92008-6603 E-mail; oday@odayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05364 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.215 FEET ENTRANCE LOSSES • JUNCTION LOSSES - (DY+HV1-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.376)-l-( 0.000) - 0.376 0.000 FEET NODE 122.00 : HGL - < 232.667>;EGL- < 236.781>;FLOWLINE- < 231.730> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 121.00 122.00 TO NODE 121.00 IS CODE - 1 ELEVATION - 249.60 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 23.52 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 295.80 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) = 0.91 CRITICAL DEPTH(FT) B—————————————————————————————————————SSESSSKttSSSS——S—BBSSl UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.72 >— — — — — — — — — — — — — — — — — — — — —— — — — —BE— — — — —SSSSS — S — SSSB-S— — — ———— -BSSI GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.72 DISTANCE FROM CONTROL(FT) 0.000 0.032 0.130 0.300 0.550 0,887 1,321 1,865 2.532 3.339 4,307 5,462 6.834 8.465 10.402 12.713 15.483 18.829 22.918 27.992 34.431 42.871 54.507 72.024 104.049 295.800 FLOW DEPTH (FT) 1.721 1.689 1.656 1.624 1.591 1.559 1.526 1.494 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1, 1, 1, 1. 1. 0. 0. 0. .461 ,429 ,396 ,363 ,331 .298 .266 .233 .201 ,168 ,136 ,103 ,071 ,038 ,006 ,973 ,940 ,937 VELOCITY (FT/SEC) 8.175 8.308 8.452 8.607 8.773 8.950 9 9 9 141 344 561 9.793 10.041 10.306 10.590 10.893 11.217 11.565 11,938 12.339 12.770 13.234 13.735 14.277 14.864 15.502 16.196 16.272 SPECIFIC ENERGY(FT) 2.760 2.761 2 2 2 2 2 2 2 2 2 3 3 3 3 3 766 775 787 803 824 850 881 919 963 014 073 142 221 311 3.415 3.534 669 824 002 205 439 707 016 051 PRESSURE-t- MOMENTUM(POUNDS) 516.01 516.29 517.15 518.61 520.68 523.40 526.79 530.89 535.75 541.40 547.89 555.28 563.62 572.99 583.47 595.13 608.07 622.40 638.25 655.75 675.06 696.36 719.86 745.79 774.43 777.58 NODE 121.00 : HGL - < 251.321>;EGL- < 252.360>;FLOWLINE- < 249.600> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 120.00 121.00 TO NODE ELEVATION - 120.00 IS CODE - 5 249.93 (FLOW UNSEALS IN REACH) O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants.com Website; www.odayconsultants.com Tel; 760.931,7700 Fax: 760.931.8680 CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 23.52 23.52 0.00 0.00 DIAMETER (INCHES) 24.00 24.00 0.00 0.00 ANGLE FLOWLINE (DEGREES) ELEVATION 90.00 0.00 0.00 249.93 249.60 0.00 0.00 CRITICAL DEPTH(PT.) 1.72 1.72 0.00 0.00 VELOCITY (FT/SEC) 7.487 8.177 0.000 0.000 0.00—Q5 EQUALS BASIN INPUT. LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ((A1-I-A2) *16.1) -i-FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01040 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.042 FEET ENTRANCE LOSSES JUNCTION LOSSES - (DY-I-HV1-HV2)-I-(ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.859)-i-( 0.000) - 1.859 01081 01000 0.000 FEET NODE 120.00 HGL < 253.348>;EGL= < 254.218>;FLOWLINE- < 249.930> ****************************************^^^j^^^,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE UPSTREAM NODE 103.00 120.00 TO NODE ELEVATION - 103.00 IS CODE - 1 251.20 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 23.52 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH - 121.25 FEET MANNING'S N - 0.01300 SF-(Q/K)**2 - (( 23.52)/( 226.224))**2 = 0.01081 HF-L*SF - ( 121.25)* (0.01081) - 1.311 NODE 103.00 : HGL - < 254.659>;EGL= < 255.529>;FLOWLINE- < 251.200> **************** ***********************^j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE UPSTREAM NODE 102.00 103.00 TO NODE ELEVATION - 102.00 IS CODB - 5 251.53 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 19.88 23.52 3.24 0.40 O.OO' DIAMETER (INCHES) 24.00 24.00 18.00 18.00 ANGLE (DEGREES) 0.00 90 90 00 00 FLOWLINE ELEVATION 251.53 251.20 252,03 251,20 CRITICAL DEPTH(FT.) 1.60 1.72 0.69 0.23 -Q5 EQUALS BASIN INPUT=. VELOCITY (FT/SEC) 6.328 7.487 1.833 0.226 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS (DELTA4)) / ((A1-I-A2) *16.1) +FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.00772 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.01081 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00927 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.037 FEET ENTRANCE LOSSES - 0.000 FEET JUNCTION LOSSES - (DY-I-HV1-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.286)-i-( 0.000) - 0.286 57 O'Day Consultants Inc. 2710 Loker Avenue West. Suite 100 Carlsbad, California 92008-6603 E-mail: oday@cxlayconsultants.com Website: www.cxlayconsultants.com Tel: 760.931.7700 Fax; 760.931.8680 NODE 102.00 : HGL - < 255,193>;EGL= < 255,815>;FLOWLINE- < 251.530> *****************************************************************************< FLOW PROCESS FROM NODE UPSTREAM NODE 100.00 102.00 TO NODE 100,00 IS CODE - 1 ELEVATION - 258.50 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 19.88 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH • 140.77 FEET MANNING'S N - 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) - 0.87 CRITICAL DEPTH(FT) BBBBBBBBBBBBBSSSBBBBBSBBBBBBBBBBSBBBSBSBBBBSBBBBBSBBBBBBBS! UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.60 •SSSVKBBBBBSBBSSBBBBBSSBBBBBBSBBBBBBSBBSBBBBBBBBBBBBSBBBBB] GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.60 DISTANCE FROM CONTROL(FT) 0.000 0 0 0 0 0 1 029 118 275 506 819 225 1.735 2.363 3.125 4.042 5.137 6.441 7.992 9.837 12.037 14.676 17.864 21.758 26.589 32.713 40.733 51.775 68.376 98.674 140.770 FLOW DEPTH (FT) 1.601 1.572 1.543 1.514 1.485 1.456 1.427 1.398 1.369 1.339 1.310 1.281 1.252 1.223 1.194 1.165 1.136 1.106 1.077 1.048 1.019 0.990 0.961 0.932 0.903 0.902 VELOCITY (FT/SEC) 7.370 7.501 7,640 7,788 7.945 8.112 8.289 8.477 8.676 8,887 9,111 9,350 9.604 9.874 10.161 10.468 10.795 11.145 11.520 11.922 12.353 12.817 13.317 13.857 14.442 14.454 SPECIFIC ENERGY(PT) 2.445 2.447 2.450 2.457 .466 ,478 .494 ,514 ,538 .567 ,600 .639 .685 ,738 .798 ,867 ,946 ,036 ,139 ,256 ,390 ,542 ,716 ,915 ,143 ,148 2. 2 . 2 . 2, 2. 2. 2, 2, 2, 2, 2, 2, 2. 3. 3. 3, 3. 3. 3. 3, 4. 4. PRESSURE-i- MOMENTUM(POUNDS) 406.43 406.63 407.23 408.25 409.72 411.64 414.05 416.97 420.43 424.46 429.10 434.37 440.34 447.03 454.51 462.82 472.04 482.24 493.49 505.89 519.54 534.55 551.05 569.21 589.18 589.60 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) PRESSURE FLOW PROFILE COMPUTED INFORMATION: 3.66 DISTANCE FROM CONTROL(FT) 0.000 PRESSURE HEAD(FT) 3.663 VELOCITY (FT/SEC) 6.328 O'Day Consultants Inc. 2710 Loker Avenue West. Suite 100 Carlsbad, Califomia 92008-6603 SPECIFIC ENERGY(FT) 4.285 PRESSURE-t- MOMENTUM(POUNDS) 765.82 E-mail; oday@odayconsultants.com Website: www.odayconsultants.com Tel; 760.931.7700 Fax; 760.931.8680 39.792 2.000 6.328 2.622 BSSBBBBBBBBl 2.00 BSSBBSSSBSB3 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 6.328 SBBBBBBSBSSBBBSaSBSSBSBBBSSBBSBBBaSSKSSBSB ASSUMED DOWNSTREAM PRESSURE HEAD(FT) - 439.82 DISTANCE FROM CONTROL(FT) 39.792 40.136 40.447 40.737 41.011 41.270 41.516 41.750 41.971 42.182 42 42 42 42 43 43 43 43 381 568 745 911 065 208 339 459 43.566 43.660 43.742 43.810 43.864 43.903 43.927 43,936 140,770 FLOW DEPTH (FT) 2.000 1,984 1.968 1.952 1.936 ,920 904 ,888 ,872 ,857 841 825 .809 .793 .777 .761 1.745 1.729 1.713 1.697 1.681 1.665 1.649 1.633 1.617 1.601 1.601 VELOCITY (FT/SEC) 6.326 6.334 6.348 6.366 6.387 6.412 6.439 6.468 6.500 6. 6. 6. 6. 6. 6. 6. 6. SPECIFIC ENERGY(FT) 2.622 ,535 ,571 ,610 ,650 ,693 ,738 ,785 ,834 6.885 6.938 6.993 7.050 7.110 7.171 7.235 7.301 7.370 7.370 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE-I-MOMENTUM BALANCE OCCURS AT 21.54 FEET UPSTREAM OF NODE 102.00 | I DOWNSTREAM DEPTH = 2,763 FEET, UPSTREAM CONJUGATE DEPTH = 0.902 FEET | 607 594 582 570 559 548 538 529 2.520 2.511 503 496 489 482 476 471 465 461 2.457 2.454 2.451 2.448 447 446 445 445 PRESSURE-t- MOMENTUM(POUNDS) 439.82 436.99 434.41 432.00 429.73 427.58 425.55 423.62 421.81 420.09 418.48 416.97 415.55 414.24 413.02 411.91 410.89 409.97 409.16 408.45 407.84 407.34 406.95 406.66 406.49 406.43 406.43 NODE 100.00 HGL < 260.102>;EGL- < 260.945>;FLOWLINE- < 258.500> ****************************************************************************** UPSTREAM PIPE PLOW CONTROL DATA: NODE NUMBER - 100.00 ASSUMED UPSTREAM CONTROL HGL - FLOWLINE ELEVATION - 258.50 260.10 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 6l O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail; oday@odayconsultants.com Website: www.odayconsultants.com Tel: 760.931,7700 Fax; 760.931.8680 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE X HYDRULICS * * STORM DRAIN SYSTEM "100" MAIN LINE * * J.N. 981020-5 FILE: VLXOl.RES * ************************************************^j*j^j^^^^^^^j^^^^^j^^j^^^^^^^^j^^^^ FILE NAME: VLX01.DAT TIME/DATE OF STUDY: 11:45 01/14/2003 *************** *************************************^^j^*^^^,^^^^^^^jj^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) NODE NUMBER 142.00- 141.00 140.00 133.00 132.00 125.00 124.00 123.00 122.00 121.00 120.00 103.00 102.00 100.00 UPSTREAM RUN MODEL PRESSURE PRESSURE-I- PROCESS HEAD(FT) MOMENTUM(POUNDS) FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION 2 .00 1.85 Dc 1.85 Dc 1.85*Dc 2.79 1.80 Dc 2.38 1.72 Dc 1.72 DC 1.72*DC 3.42* 3.46* 715.16 704.47 704.47 704.47 788.37 618.42 612.06 516.01 516.01 516.01 815.28 823.24 3.66* 765.82 } HYDRAULIC JUMP 1.60*Dc 406.43 DOWNSTREAM RUN FLOW PRESSURE-f DEPTH(FT) MOMENTUM(POUNDS) 0.71* 1638.99 1.32* 821.13 1.36* 801.53 1.85*Dc 704.47 1.07* 847,36 1.24* 741.60 0.87* 845.76 0.94* 773.40 0.94* 777.58 1.72*Dc 516.01 1.60 519.89 1.21 602.77 0.90 589.60 1.60*DC 406.43 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD.LACFCD, AND OCEMA DESION MANUALS. ***************************************«*******************^j^j^^^^^^^^^^,^^jj^^^^,j^^^ 6>0 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants.com Website: www.odayconsultants.com Tel; 760.931.7700 Fax: 760.931.8680 DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 142.00 FLOWLINE ELEVATION - 175.50 PIPE FLOW - 29.01 CFS PIPE DIAMETER - 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 177.500 FEET NODE 142.00 : HGL - < 176.214>;EGL- < 189.114>;FLOWLINE- < 175.500> ****************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 141.00 IS CODE - 1 UPSTREAM NODE 141.00 ELEVATION - 203.07 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 29.01 CFS PIPE DIAMETER » 24.00 INCHES PIPE LENOTH - 109.12 PEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) - 0.69 CRITICAL DEPTH(FT) BBBBBBBBBBBBaSBBBBBSBBBBBBBBBBBBBBBBSSBBBBBBSBBasaiBBBBBSBBBB: UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.32 BSBBBBBBBBBBBBBBBBBBBBBBBaSSBSSBBBBBBBBBBBBBBBBBBBBBBBBBBSB! GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.85 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.319 13.193 4.024 821.13 0.432 1.294 13.488 4 .121 834.27 0.910 1.269 13.798 4.227 848.39 1.439 1.244 14.126 4.344 863.54 2.026 1.218 14.472 4.472 879.80 2 .677 1.193 14.837 4.614 897.23 3.401 1.168 15.223 4.769 915.91 4.208 1.143 15.632 4.940 935.94 5.109 1.117 16.065 5.128 957.40 6.118 1.092 16.524 5.335 980.42 7.252 1.067 17.011 5.563 1005.09 8.531 1.042 17.529 5.816 1031.56 9.980 1.017 18.080 6.095 1059.97 11.630 0.991 18.666 6.405 1090.48 13.522 0.966 19.292 6.749 1123.28 15.708 0.941 19.961 7.132 1158.56 18.255 0.916 20.677 7.559 1196.57 21.257 0.891 21.444 8.036 1237.55 24.845 0.865 22.268 8.570 1281.80 29.213 0.840 23.155 9.171 1329.65 34.660 0.815 24.111 9.848 1381.49 41.689 0.790 25.144 10.613 1437.74 51.247 0.765 26.264 11.482 1498.91 65.459 0.739 27.479 12.472 1565.56 91.151 0.714 28.803 13.604 1638.38 109.120 0.714 28.814 13.614 1638.99 NODE 141.00 : HGL « < 204. 389>;EGL- < 207.094>;FLOWLINE- < 203.070> ****************************************************************************** FLOW PROCESS FROM NODE 141. 00 TO NODE 140.00 IS CODE - 5 UPSTREAM NODE 140.00 ELEVATION -203.40 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: 6/ O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Calilornia 92008-6603 E-mail; oday@odayconsultants.com Website: www.odayconsultants.com Tel; 760.931.7700 Fax: 760.931.8680 PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 29.01 29.01 0.00 0.00 DIAMETER (INCHES) 24.00 24.00 0.00 0.00 ANGLE FLOWLINE (DEGREES) ELEVATION 0.00 0.00 0.00 203.40 203.07 0.00 0.00 CRITICAL DEPTH(FT.) 1.85 1.85 0.00 0.00 0.00—Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ((Al-fA2) *16 .1) -fPRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0, DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02645 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.106 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY-fHVl-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.190)-f( 0.000) - 0.190 VELOCITY '(FT/SEC) 12.746 13.198 0.000 0.000 02532 02757 0.000 FEET NODE 140.00 : HGL - < 204.761>;EGL- < 207.283>;FLOWLINE- < 203.400> ****************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 133.00 IS CODE - 1 UPSTREAM NODE 133.00 ELEVATION - 205.80 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 29.01 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENOTH - 83.33 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) - 1.30 CRITICAL DEPTH(FT) BEBBBBBBSSBBBBBBBBBBBBBBBBBBBBBBSBBSSBBBaSBBBBBSBBBBBBBBBBBi UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.85 1.85 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.067 0.268 0 1 1 2 3 4 6 608 094 733 537 521 702 100 7.742 9.660 11.894 14.493 17.520 21.057 25.212 30.133 36.025 43.190 FLOW DEPTH (FT) 1.846 1.824 1.803 1.781 1.759 1.737 1.715 1.693 1.671 1.649 1.627 1.606 1.584 1.562 1.540 1.518 1.496 1.474 1.452 1.430 VELOCITY (FT/SEC) 9.569 9.646 9.728 9.816 9.910 10.009 10.114 10.225 10.342 10.465 10.593 10.729 10.870 11.018 11.173 11.336 11.505 11.683 11.868 12.062 SPECIFIC ENERGY(FT) 3.269 3. 3. 3. 3, 3. 3, 3. 3. 3. 3 3, 3 3 3 3 3 3 3 3 270 273 278 285 294 305 318 333 351 371 394 420 448 480 515 553 595 641 691 PRESSURE-f MOMENTUM(POUNDS) 704.47 704.65 705.19 706.09 707.34 708.96 710.93 713.27 715.98 719.07 722.55 726.43 730.73 735.44 740.60 746.20 752.28 758.84 765.91 773.50 O'Day Consultants Inc. 2710 Loker Avenue West, Surte 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsuitants.com Website; www.odayconsultants.com Tel; 760.931.7700 Fax: 760.931.8680 52.100 63.543 78.995 83.330 1.409 1.387 1.365 1.361 12.265 12.477 12.699 12.742 3.746 3.806 3.870 3.883 781.65 790.37 799.69 801.53 NODE 133.00 : HGL - < 207.646>;EGL- < 209.069>;FLOWLINE- < 205.800> ****************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 132.00 IS CODE - 5 UPSTREAM NODE 132.00 ELEVATION - 206.13 (FLOW UNSEALS IN REACH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 26.61 29.01 0.00 0.00 2.40> DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 24.00 35.00 206.13 1.80 24.00 - 205.80 1.85 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .Q5 EQUALS BASIN INPUT- IS.478 9.572 0.000 0.000 04356 01426 0.285 FEET LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ((Al-fA2) *16 .1) -fPRICTION LOSSES Xn>STREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0. DOWNSTREAM: MANNING'S N « 0.01300; FRICTION SLOPE - 0, AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02891 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.116 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY-fHVl-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.570)-f( 0.285) - 1.855 NODE 132.00 : HGL - < 207.204>;EGL- < 210.924>;FLOWLINE- < 206.130> ****************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 125.00 IS CODE - 1 UPSTREAM NODE 125.00 ELEVATION - 209.87 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 26.61 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 75.69 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) = 1.03 CRITICAL DEPTH(FT) BBBBSBBBBBBBBBBBBBSBSBBBBBBBBBBSSBSSBBBBBBSBSSBBBSBBBBBSBB] UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.24 BBBBBBBBBBBBBBSSBBSBBBBBBSBBBBBBBBBSBBBBBBSBBBSBBSBBBBXSBaSI GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.80 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.236 13.056 3.884 741.60 1.574 1.228 13.157 3.917 745.80 3.242 1.219 13.260 3.951 750.10 5.013 1.211 13.365 3.987 754.50 6.898 1.203 13.471 4.023 759.00 8.907 1.195 13.580 4.061 763.62 11.054 1.187 13.691 4.099 768.34 63 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultanfs.com Website: www.odayconsultants.com Tel: 760.931,7700 Fax: 760.931.8680 13.353 1.179 13.803 4.139 773.17 15.823 1.171 13.918 4.181 778.11 18.484 1.163 14.034 4.223 783.17 21.363 1.155 14.153 4.267 788.34 24.488 1.147 14.274 4.313 793.64 27.897 1.139 14.397 4.359 799.06 31.637 1.131 14.522 4.408 804.61 35.765 1.123 14.650 4.458 810.28 40.356 1.115 14.780 4.509 816.09 45.508 1.107 14.913 4.562 822.03 51.356 1.099 15.048 4.617 828.11 58.084 1.091 15.186 4.674 834.33 65.969 1.083 15.326 4.732 840.70 75.433 1.074 15.470 4.793 847.22 75.690 1.074 15.473 4.794 847.36 125.00 . HGL - < 211. 106>;EGL- < 213.754>;FLOWLINE- < 209.870 NODE ****************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 124.00 IS CODE - 5 UPSTREAM NODE 124.00 ELEVATION « 210.20 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAN DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 23.52 24.00 30.00 210.20 1.72 26.61 24.00 - 209.87 1.80 3.09 18.00 90.00 210.20 0.67 0.00 0.00 0.00 0.00 0.00 0.00—Q5 EQUALS BASIN INPUT— 17.897 13.060 2.835 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ((Al-fA2) *16 .1) -fPRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.06990 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.02806 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04898 JUNCTION LENGTH FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 4.00 FEET 0.196 FEET ENTRANCE LOSSES (DY-fHVl-HV2)-f (ENTRANCE LOSSES) ( 2.291)-f( 0.000) - 2.291 0.000 FEET NODE 124.00 : HGL - < 211.071>;EGL- < 216.045>;FLOWLINE- < 210.200> ****************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 123.00 IS CODE - 1 UPSTREAM NODE 123.00 ELEVATION - 231.40 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 23.52 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH « 300.00 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) - 0.87 CRITICAL DEPTH(FT) BBSBBBBBBBBBBSBSSSSSBBBBBSBSBBBBBBBBBSBBBBSSSBSBBBBBBBBBBBB; UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 0.94 BBBBBBBBBBSBBBBBBBBBBBBBBBBBSBBBBBBSBBSBBBBSSSSBBSBBBSKBBB: GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 6y 1.72 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants.com Website: www,cxlayconsultants.com Tei: 760.931.7700 Fax: 760.931.8680 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUN(POUNt 0.000 0.942 16.172 5 .005 773.40 1.734 0.939 16.237 5.035 776.10 3.553 0.936 16.302 5.065 778.83 5.463 0.933 16.368 5.096 781.58 7.473 0.930 16.435 5.127 784.35 9.594 0.927 16.502 5.158 787.15 11.837 0.924 16.569 5.190 789.97 14.214 0.921 16.638 5.222 792.82 16.741 0.918 16.706 5.255 795.70 19.438 0.915 16.776 5.288 798.60 22.324 0.912 16.845 5.321 801.53 25.428 0.909 16.916 5.355 804.48 28.780 0.907 16.987 5.390 807.47 32.422 0.904 17.058 5.425 810.48 36.403 0.901 17.130 5.460 813.52 40.789 0.898 17.203 5.496 816.58 45.664 0.895 17.276 5.532 819.68 51.146 0.892 17.350 5.569 822.80 57.395 0.889 17.425 5,607 825.95 64.650 0.886 17.500 5,645 829.13 73.280 0.883 17.576 5,683 832.34 83.901 0.880 17.652 5.722 835.58 97.672 0.877 17.729 5.761 838.85 117.195 0.874 17.807 5.801 842.15 150.817 0.872 17.885 5.842 845.49 300.000 0.871 17.892 5.845 845.76 NODE 123.00 : HGL » < 232.342>;EGL- < 236.405>;FLOWLINE- < 231.400> **********************************»*^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 123.00 TO NODE 122.00 IS CODE - 5 UPSTREAM NODE 122.00 ELEVATION - 231.73 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 23.52 23. 0. 0. 0. 52 00 00 00-1 DIAMETER (INCHES) 24.00 24.00 0.00 0.00 ANGLE (DEGREES) 0.00 0.00 0.00 FLOWLINE ELEVATION 231.73 231.40 0.00 0.00 =Q5 EQUALS BASIN INPUT= CRITICAL DEPTH(FT.) 1.72 1.72 0.00 0.00 VELOCITY (FT/SEC) 16.277 16.177 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4)) / ( (Al-fA2) *16.1) -fPRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.05408 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE » 0.05319 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05364 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.215 FEET ENTRANCE LOSSES JUNCTION LOSSES = (DY-f HVI - HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.376)-f( 0.000) - 0.376 0.000 FEET NODE 122.00 HGL - < 232.667>;EGL- < 236.781>;FLOWLINE= < 231.730> O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants.com Website; www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 ***********«********************^^^^^ ***************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 121.00 IS CODE - 1 UPSTREAM NODE 121.00 ELEVATION - 249.60 (PLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 23.52 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 295.80 FEET MANNING'S N - 0.01300 NORMAL DEPTH (FT) - 0.91 CRITICAL DEPTH (FT) UPSTREAN CONTROL ASSUNED FLOWDEPTH(PT) - 1.72 -~""^"""*'——————————————————————————==B======BBBBBBBBBBBBBMBBS GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: 1.72 DISTANCE FRON CONTROL(FT) 0.000 0. 0. 0. 0 0 .032 .130 ,300 .550 .887 1.321 1.865 2.532 3.339 4.307 5.462 6.834 8.465 10.402 12.713 15.483 18.829 22.918 27.992 34.431 42.871 54.507 72.024 104.049 295.800 FLOW DEPTH (FT) 1.721 1.689 1,656 1.624 1.591 1.559 1.526 1.494 1.461 1.429 1,396 1,363 1.331 1.298 1.266 1.233 1.201 1.168 1.136 1.103 1.071 1.038 1.006 0.973 0.940 0.937 VELOCITY (FT/SEC) 8.175 8.308 8.452 8.607 8.773 8.950 9.141 9.344 9.561 9.793 10.041 10.306 10.590 10.893 11.217 11.565 11.938 12.339 12.770 13.234 13.735 14.277 14.864 15.502 16.196 16.272 SPECIFIC PRESSURE-f ENERGY(FT) NOMENTUM(POUNDS) 2.760 516.01 2.761 516.29 2.766 517.15 2.775 518.61 2.787 520.68 2.803 523.40 2.824 526.79 2.850 530.89 2.881 535.75 2.919 541.40 2.963 547.89 3.014 555.28 3.073 563.62 3.142 572.99 3.221 583.47 3.311 595.13 3.415 608.07 3.534 622.40 3.669 638.25 3.824 655.75 4.002 675.06 4.205 696.36 4.439 719.86 4.707 745.79 5.016 774.43 5.051 777.58 NODE 121.00 HGL < 251.321>;EGL= < 252.360>;FLOWLINE" 249.600> ************************************<, FLOW PROCESS FRON NODE 121.00 TO NODE 120.00 IS CODE - 5 UPSTREAN NODE 120.00 ELEVATION - 249.93 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAN DOWNSTREAN LATERAL #1 LATERAL #2 FLOW (CFS) 23.52 23.52 0.00 0.00 DIANETER (INCHES) 24.00 24.00 0.00 0.00 ANGLE (DEGREES) 90.00 0.00 0.00 FLOWLINE ELEVATION 249.93 249.60 0.00 0.00 CRITICAL DEPTH(FT.) 1.72 1.72 0.00 0.00 VELOCITY (FT/SEC) 7.487 8.177 0.000 0.000 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail; oday@odayconsultants.com Website: www.cxiayconsultants.oom Tel; 760.931.7700 Fax: 760.931.8680 Q5 0.00—Q5 EQUALS BASIN INPUT— LACFCD AND OCENA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ((Al-fA2) *16.1) -fPRICTION LOSSES UPSTREAN: NANNING'S N « 0.01300; FRICTION SLOPE - 0.01081 DOWNSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0.01000 AVERAGED FRICTION SLOPE IN JUNCTION ASSUNED AS 0.01040 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.042 FEET ENTRANCE LOSSES - 0.000 FEET JUNCTION LOSSES - (DY-fHVl-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.859)-f( 0.000) - 1.859 NODE 120.00 : HGL - < 253.348>;EGL- < 254.218>;FLOWLINE- < 249.930> *************************** *********************************j^**j^j^^j^j^^j^j^^^^jj^^^^ FLOW PROCESS FRON NODE 120.00 TO NODE 103.00 IS CODE - 1 UPSTREAN NODE 103.00 ELEVATION - 251.20 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 23.52 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 121.25 FEET MANNING'S N - 0.01300 SF-(Q/K)**2 - (( 23.52)/( 226.224))**2 - 0.01081 HF-L*SF - ( 121.25)*(0.01081) = 1.311 NODE 103.00 : HGL = < 254.659>;EGL- < 255.529>;FLOWLINE- < 251,200> *****************************************************************************,j FLOW PROCESS FROM NODE 103,00 TO NODE 102.00 IS CODE - 5 UPSTREAN NODE 102.00 ELEVATION - 251.53 (PLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 19.88 24.00 0.00 251.53 1.60 6.328 DOWNSTREAN 23.52 24.00 - 251.20 1.72 7.487 LATERAL #1 3.24 18.00 90.00 252.03 0.69 1.833 LATERAL #2 0.40 18.00 90.00 251.20 0.23 0.226 Q5 0.00—Q5 EQUALS BASIN INPUT— LACFCD AND OCENA FLOW JUNCTION FORNULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTAS)- Q4*V4*C0S (DELTA4) ) / ((Al-fA2) *16 .1) -fPRICTION LOSSES UPSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0.00772 DOWNSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0.01081 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00927 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.037 FEET ENTRANCE LOSSES - 0.000 FEET JUNCTION LOSSES - (DY-fHVl-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.286)-f( 0.000) - 0.286 NODE 102.00 : HGL = < 255.193>;EGL- < 255.815>;FLOWLINE- < 251.530> ****************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 100.00 IS CODE » 1 UPSTREAM NODE 100.00 ELEVATION = 258.50 (HYDRAULIC JUMP OCCURS) O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 19.88 CFS PIPE DIANETER = 24.00 INCHES PIPE LENGTH - 140.77 FEET NANNING'S N - 0.01300 HYDRAULIC JUMP: DOWNSTREAN RUN ANALYSIS RESULTS NORNAL DEPTH(FT) = 0.87 CRITICAL DEPTH(FT) - BBBBBBBSSSBBKBBSSBBBBBBBBBBBBBBSBBSBSSBBSSBBBBBSBBBBBSBBBBBBBBBa UPSTREAN CONTROL ASSUNED FLOWDEPTH(FT) - 1.60 -^***"*^SBSeSBBSBBSSBBBSSBBBBBBSSSBSBBBSBBBBBBBBSBBBBBSBSBBBBBSS GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: 1.60 DISTANCE FRON FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) NONENTUN(POUNDS) 0.000 1.601 7.370 2.445 406.43 0.029 1.572 7.501 2.447 406.63 0.118 1.543 7.640 2.450 407.23 0.275 1.514 7.788 2.457 408.25 0.506 1.485 7.945 2.466 409.72 0.819 1.456 8.112 2.478 411.64 1.225 1.427 8.289 2.494 414.05 1.735 1.398 8.477 2.514 416.97 2.363 1.369 8.676 2.538 420.43 3.125 1.339 8.887 2.567 424.46 4.042 1.310 9.111 2.600 429.10 5.137 1.281 9.350 2.639 434.37 6.441 1.252 9.604 2.685 440.34 7.992 1.223 9.874 2.738 447.03 9.837 1.194 10.161 2.798 454.51 12.037 1.165 10.468 2.867 462.82 14.676 1.136 10.795 2.946 472.04 17.864 1.106 11.145 3.036 482.24 21.758 1.077 11.520 3.139 493.49 26.589 1.048 11.922 3.256 505.89 32.713 1.019 12.353 3.390 519.54 40.733 0.990 12.817 3.542 534.55 51.775 0.961 13.317 3.716 551.05 68.376 0.932 13.857 3.915 569.21 98.674 0.903 14.442 4.143 589.18 140.770 0.902 14.454 4.148 589.60 HYDRAULIC JUNP: UPSTREAN RUN ANALYSIS RESULTS saBaaBBBBSBSBBBSBBBBBSBBBBBBBSBBBBBBBBBSSBBSBBa DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) > BBVKl>»XaaBBaaBBBBaaaBBBaaBBBBaBBBBBBBBBBBaaaBBS PRESSURE FLOW PROFILE CONPUTED INFORNATION: 3.66 DISTANCE FRON CONTROL(FT) 0.000 39.792 PRESSURE HBAD(FT) 3.663 2.000 VELOCITY (FT/SEC) 6.328 6.328 SPECIFIC ENERGY(FT) 4.285 2.622 PRESSURE-f NONENTUN(POUNDS) 765.82 439.82 ASSUNED DOWNSTREAN PRESSURE HEAD(FT) - 2.00 S —— — — — — —— — — — —— —— — = — - — - —BS = = = = SS = = SS = = BSBBBBS = Sa GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: DISTANCE FRON FLOW DEPTH VELOCITY 68 SPECIFIC PRESSURE-f O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad. California 92008-6603 E-mail; oday@odayconsultants.com Website: wvvw.cxiayconsultants.com Tel; 760.931.7700 Fax: 760.931.8680 OL(FT) (FT) (FT/SEC) ENERGY(FT) NONENTUN (POUNI 39.792 2. 000 6 .326 2.622 439.82 40.136 1. 984 6 .334 2.607 436.99 40.447 1. 968 6 .348 2.594 434.41 40.737 1. 952 6 .366 2,582 432.00 41.011 1. 936 6 .387 2.570 429.73 41.270 1. 920 6 .412 2.559 427.58 41.516 1. 904 6 .439 2.548 425.55 41.750 1. 888 6 .468 2.538 423.62 41.971 1. 872 6 .500 2.529 421.81 42.182 1. 857 6 .535 2.520 420.09 42.381 1. 841 6 .571 2.511 418.48 42.568 1. 825 6 .610 2.503 416.97 42.745 1. 809 6 .650 2.496 415.55 42.911 1. 793 6 .693 2.489 414.24 43.065 1. 777 6 .738 2.482 413.02 43.208 1. 761 6 ,785 2.476 411.91 43 .339 1. 745 6 ,834 2.471 410.89 43.459 1. 729 6 ,885 2.465 409.97 43.566 1. 713 6 ,938 2.461 409.16 43.660 1. 697 6 ,993 2.457 408.45 43 .742 1. 681 7 .050 2.454 407.84 43.810 1. 665 7 .110 2.451 407.34 43.864 1. 649 7 .171 2.448 406.95 43.903 1. 633 7 ,235 2.447 406.66 43.927 1. 617 7 ,301 2.446 406.49 43 .936 1. 601 7 .370 2.445 406.43 140.770 1. 601 7 .370 2.445 406.43 END OF HYDRAULIC JUNP ANALYSIS I PRESSURE-fNOMENTUN BALANCE OCCURS AT 21.54 FEET UPSTREAN OF NODE 102.00 | I DOWNSTREAM DEPTH - 2.763 FEET, UPSTREAN CONJUGATE DEPTH - 0.902 FEET | NODE 100.00 : HGL - < 260.102>;EGL- < 260.945>;FLOWLINE- < 258.500> ****************************************************************************** UPSTREAN PIPE FLOW CONTROL DATA: NODE NUNBER « 100.00 FLOWLINE ELEVATION - 258.50 ASSUNED UPSTREAM CONTROL HGL = 260.10 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 6? O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carlsbad, Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAN PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE X HYDRAULICS * * SYSTEM "100" -LATERAL AT NODE 118 * * J,N. 981020-5 FILE: VLXOIA.RES * ************************************************************************** FILE NANE: VLX01A.DAT TINE/DATE OF STUDY: 12:24 01/14/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEN NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAN RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE-f FLOW PRESSURE-f NUNBER PROCESS HEAD(FT) NOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 102.00- 3.99* 357.49 0.17 3.98 } FRICTION 118.00- 3.36* 288.06 0.25 Dc 3.16 MAXIMUM NUNBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS CONPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FRON THE CURRENT LACRD,LACFCD, AND OCENA DESIGN NANUALS. ****************************************************************************** DOWNSTREAN PIPE FLOW CONTROL DATA: NODE NUNBER - 102.00 FLOWLINE ELEVATION - 251.20 PIPE FLOW - 0.44 CFS PIPE DIANETER - 18.00 INCHES ASSUNED DOWNSTREAN CONTROL HGL - 255.190 FEET NODE 102.00 : HGL - < 255.190>;EGL- < 255.191>;FLOWLINE- < 251.200> ****************************************************************************** FLOW PROCESS FRON NODE 102.00 TO NODE 118,00 IS CODE - 1 UPSTREAN NODE 118.00 ELEVATION - 251.83 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 0,44 CFS PIPE DIAMETER - 18.00 INCHES PIPE LENGTH - 21.75 FEET MANNING'S N - 0.01300 SF-(Q/K)**2 - (( 0.44)/( 105.064))**2 - 0.00002 HF-L*SF - ( 21.75)*(0.00002) - 0.000 70 O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www.odaycxjnsultants.com Carlsbad, Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 NODE 118.00 : HGL - < 255.190>;EGL- < 255.191>;FLOWLINE- < 251.830> ****************************************************************************** UPSTREAN PIPE FLOW CONTROL DATA: NODE NUNBER - 118.00 FLOWLINE ELEVATION - 251.83 ASSUMED UPSTREAM CONTROL HGL - 252.08 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 7/ O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax; 760.931.8680 ***********************************^^J,<,^J^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAN PACKAGE (Reference: LACFCD,LACRD, AND OCENA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 Analysis prepared by: O'Day Consultants, Inc 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE X HYDRAULICS * * STORN DRAIN SYSTEN "200" * * J.N. 981020-5 FILE: VLX02.RES * *************************************^j^j,^j^^^,^,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FILE NAME: VIiX02.DAT TIME/DATE OF STUDY: 10:06 01/14/2003 ************************************ JH^^,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEN NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAN RUN NODE MODEL PRESSURE PRESSURE-f FLOW PRESSURE-f NUNBER PROCESS HEAD(FT) NONENTUN(POUNDS) DEPTH(FT) NONENTUN(POUNDS) 208.00- } FRICTION 2.60* 205.97 0.36 13.61 207.00-2.24* 165.82 0.43 Dc 12.94 } JUNCTION 12.94 206.00- } FRICTION 1.92* 131.47 } HYDRAULIC JUNP 0.19 28.29 204.00-0.43*Dc 12.94 0.43*Dc 12.94 NAXINUN NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY PLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE NOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD.LACFCD, AND OCENA DESIGN NANUALS. ***********************************^^^,,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER « 208.00 FLOWLINE ELEVATION - 247.40 PIPE FLOW - 1.34 CFS PIPE DIANETER - 18.00 INCHES ASSUNED DOWNSTREAN CONTROL HGL = 250.000 FEET NODE 208.00 : HGL = < 250.000>;EGL- < 250.009>;FLOWLINE- < 247.400> ***************************************»^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FRON NODE 208.00 TO NODE 207.00 IS CODE - 1 UPSTREAN NODE 207.00 ELEVATION - 247.77 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 1.34 CFS PIPE DIANETER - 18.00 INCHES O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West. Suite 100 Website: www.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931,8680 PIPE LENGTH SP-(Q/K)**2 HF-L*SF - ( 36.36 FEET NANNING'S N - 0.01300 ({ 1.34)/( 105.012))**2 - 0.00016 36.36)*(0.00016) - 0.006 NODE 207.00 : HGL - < 250.006>;EGL= < 250.015>;FLOWLINE- < 247.770> *************************;****,,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FRON NODE 207.00 TO NODE 206.00 IS CODE - 5 UPSTREAN NODE 206.00 ELEVATION - 248.10 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAN DOWNSTREAN LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 1.34 1.34 0.00 0.00 0.00> DIANETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE (DEGREES) 90.00 00 00 FLOWLINE ELEVATION 248.10 247.77 0.00 0.00 «-Q5 EQUALS BASIN INPUT- CRITICAL DEPTH(FT.) 0.43 0.43 0.00 0.00 VELOCITY (FT/SEC) 0.758 0.758 0.000 0.000 00016 00016 0.000 FEET LACFCD AND OCENA FLOW JUNCTION FORNULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4)) / ((Al-fA2) *16.1) -fPRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - DOWNSTREAM: NANNING'S N - 0.01300; FRICTION SLOPE - AVERAGED FRICTION SLOPE IN JUNCTION ASSUNED AS 0.00016 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.001 FEET ENTRANCE LOSSES JUNCTION LOSSES - (DY-fHVl-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.019)-f( 0.000) - 0.019 NODE 206.00 : HGL - < 250.024>;EGL- < 250.033>;FLOWLINE- < 248.100> *********************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FRON NODE 206.00 TO NODE 204.00 IS CODE - 1 UPSTREAM NODE 204.00 ELEVATION - 249.73 (HYDRAULIC JUNP OCCURS) CALCULATE FRICTION LOSSES(LACFCD) : PIPE FLOW - 1.34 CFS PIPE DIANETER - 18.00 INCHES PIPE LENGTH - 3.25 FEET NANNING'S N - 0.01300 HYDRAULIC JUNP: DOWNSTREAN RUN ANALYSIS RESULTS NORNAL DEPTH(FT) = 0.14 CRITICAL DEPTH(FT) . —= = = « = = BB = B = = = = = = = = „„^^^..^,,.^^^__^_^^^^^__^____^________^__^^ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 0.43 0.43 GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: DISTANCE FRON FLOW DEPTH VELOCITY SPECIFIC CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) 0.000 0.433 3.165 0.589 0.001 0.422 3.288 0.590 0.005 0.410 3.421 0.592 0.013 0.398 3.563 0.595 0.024 0.386 3.716 0.601 0.040 0.375 3.881 0.609 0.061 0.363 4.060 0.619 PRESSURE-f NONENTUN(POUNDS) 12.94 12.95 13.00 13.09 13.22 13.39 13.61 73 O'Day Consultants Inc. 2710 Loker Avenue West. Suite 100 Carlsbad. Califomia 92008-6603 E-mail: oday@odayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax; 760.931.8680 0.088 0.351 4.253 0.632 13.87 0.122 0.340 4.463 0.649 14.19 0.165 0.328 4.693 0.670 14.57 0.218 0.316 4.943 0.696 15.02 0.283 0.304 5.218 0.727 15.54 0.364 0.293 5.520 0.766 16.14 0.463 0.281 5.854 0.813 16.84 0.586 0.269 6.225 0.871 17.64 0.739 0.257 6.639 0.942 18.56 0.929 0.246 7.102 1.029 19.62 1.169 0.234 7.624 1.137 20.84 1.476 0.222 8.215 1.271 22.26 1.875 0.210 8.890 1.438 23.89 2.407 0.199 9.665 1.650 25.80 3.140 0.187 10.563 1.921 28.04 3.250 0.186 10.664 1.953 28.29 HYDRAULIC JUNP: UPSTREAN RUN ANALYSIS RESULTS •""""'•""'""•- — - — - — — - — -- — — — -- —— — — = =B = = = B = = BBB« DOWNSTREAM CONTROL ASSUNED PRESSURE HEAD(FT) - •BBBBBBBBaBaBBBBBBBaBBaBBBBBBBBBaBBBBaBaBaaBBBB PRESSURE FLOW PROFILE CONPUTED INFORNATION: 1.92 DISTANCE FRON CONTROL(FT) 0.000 0.847 PRESSURE HEAD(FT) 1.924 1.500 VELOCITY (FT/SEC) 0.758 0.758 SPECIFIC ENERGY(FT) 1.933 1.509 PRESSURE-f NONENTUN(POUNDS) 131.47 84.67 ASSUNED DOWNSTREAN PRESSURE HEAD(FT) - 1.50 •BBBBBBB=B======BB===========_==__.^3B^„^^^_^^__^^^^^_ GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: DISTANCE FRON CONTROL(FT) 0.847 0.931 1.016 1.100 1.184 1.268 1.352 1.436 1.519 1,602 1.685 1.767 1.849 1.930 2.011 2.090 2.169 2.245 2.320 2.393 2.462 2.527 2.585 FLOW DEPTH (FT) 1.500 1.457 1.415 1.372 1.329 1.287 1.244 1.201 1.159 1.116 1.073 1.031 0.988 0.945 0.903 0.860 0.817 0.775 0.732 0,689 0,647 0.604 0,561 VELOCITY (FT/SEC) 0,758 0.764 0.776 0.791 0.809 0.830 0.855 0 0 0 0 1 1 1 883 915 950 990 035 085 142 1.206 1.278 1.361 1.455 564 690 837 Oil 219 7V SPECIFIC ENERGY(FT) 1.509 1.466 1.424 1.382 1.340 1.297 1.255 1.213 1.172 1.130 1.089 1.047 1.006 0.966 0.925 0. 0. 0. 0. 0. 0, 0. 0. .885 .846 .808 .770 .734 .699 .667 .638 PRESSURE-f NONENTUN(POUNDS) 84.67 80.00 75.39 70.88 66.46 62.17 58.00 53.97 50.08 46.34 42.77 39.36 36.12 33.07 30.19 27.51 25.01 22.72 20,64 18.77 17.13 15.72 14.57 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@cxiayconsultants.com Website; www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 2.633 0.519 2.470 0.614 :^3.70 2.668 0.476 2.779 0.596 13.14 2.682 0.433 3.165 0.589 12.94 3.250 0.433 3.165 0.589 12.94 ------- -END OF HYDRAULIC JUNP ANALYSIS I PRESSURE-fNONENTUN BALANCE OCCURS AT 2.37 FEET UPSTREAN OF NODE 206.00 | I DOWNSTREAM DEPTH - 0.703 FEET, UPSTREAN CONJUGATE DEPTH - 0.249 FEET | NODE 204.00 : HGL - < 250.163>;EGL- < 250.319>;FLOWLINE- < 249.730> ******************«*******************************************^^*^j^j^j^^^j^^j^j^^jj^j^^^ UPSTREAN PIPE FLOW CONTROL DATA: NODE NUMBER - 204.00 FLOWLINE ELEVATION - 249.73 ASSUNED UPSTREAM CONTROL HGL - 250.16 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 75 O'Day Consuttants Inc. E-mail; cxiay@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Carlsbad, Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West. Suite 100 Website: www.cxlayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 ***********************************^,j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^;^^^^^^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAN PACKAGE (Reference: LACFCD.LACRD, AND OCENA HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court Suite 100 Carlsbad, CA 92008 (760) 931-7700 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * STORN DRAIN SYATEN "300" NAIN LINE * * J.N. 981020-5 FILE: VLX03.RES * ********************************************^^^^^^^^^^^^j^^j^^,^^^^^^^^^^^^^^^^ FILE NAME: VLX03.DAT TIME/DATE OF STUDY: 14:23 04/03/2003 ****************************************j^j^^^^^^^^^^j^^^^^^^^^j^^^^^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEN NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAN RUN DOWNSTREAN RUN NODE NODEL PRESSURE PRESSURE-f FLOW PRESSURE-f NUNBER PROCESS HEAD(FT) NONENTUN(POUNDS) DEPTH(FT) NOMENTUN(POUNDS 362.00- FRICTION 2.50 785.12 1.27* 872.61 355.00- JUNCTION 1.92 DC 706.10 1.13* 982.10 354.00- FRICTION 1.90 Dc 684.26 1.10* 971.25 345.00- JUNCTION 1.90*Dc 684.26 1.90*Dc 684.26 344.00- FRICTION 3.17* 853.72 1.73 DC 530.64 337.00- JUNCTION 3.00* 800.86 1.73 DC 530.64 336.00-3.52* 902.41 0.93 653.31 } FRICTION } HYDRAULIC JUNP 323.00- JUNCTION 1.63*Dc 451.49 1.63*Dc 451.49 322.00-2.17* 378.40 0.74 373.44 } FRICTION } HYDRAULIC JUNP 315.00- JUNCTION 1.30 Dc 254.34 1.01* 278.17 314.00- FRICTION 1.29 DC 214.75 1.16* 217.98 313.00- JUNCTION 1.29*Dc 214.75 1.28*Dc 214.75 312.00- FRICTION 2.47* 330.83 1.03 230.08 307.00-1.98* 276.51 1.29 Dc 214.75 76^ O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants.com Website; www.odayconsultants.com Tel: 760.931.7700 Fax; 760.931.8680 } JUNCTION 306.00- 3.09* } FRICTION 304.00- 2.59* 323.55 268.06 0.81 1.08 DC 140.15 125.77 NAXINUN NUNBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS CONPUTATIONS BASED ON THE NOST CONSERVATIVE FORNULAE FRON THE CURRENT LACRD.LACFCD, AND OCENA DESIGN NANUALS. ****************************************************************************** DOWNSTREAN PIPE FLOW CONTROL OATA: NODE NUNBER - 362.00 FLOWLINE ELEVATION - 178.87 PIPE FLOW - 31.92 CFS PIPE DIANETER - 30.00 INCHES ASSUNED DOWNSTREAN CONTROL HGL - 181.370 FEET NODE 362.00 : HGL - < 180.140>;EGL- < 182.662>;FLOWLINE- < 178.870> ****************************************************************************** FLOW PROCESS FRON NODE 362.00 TO NODE 355.00 IS CODE - 1 UPSTREAN NODE 355.00 ELEVATION - 179.63 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 31.92 CFS PIPE DIANETER « 30.00 INCHES PIPE LENGTH - 54.40 FEET NANNING'S N - 0.01300 NORNAL DEPTH(FT) = 1.48 CRITICAL DEPTH(FT) » 1.92 UPSTREAN CONTROL ASSUNED FLOWDEPTH(FT) - 1.13 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) NONENTUN(POUNDS) 0.000 1.128 14.842 4.551 982.10 4.782 1.142 14.604 4.456 969.26 9.665 1.156 14.373 4.366 956.91 14.656 1.170 14.149 4.281 945.01 19.768 1.184 13.931 4.200 933.57 25.014 1.199 13.721 4.124 922.55 30.406 1.213 13.516 4.051 911.95 35.963 1.227 13.317 3.982 901.75 41.703 1.241 13.124 3.917 891.93 47.650 1.255 12.937 3.855 882.48 53.833 1.269 12.755 3.797 873.40 54.400 1.270 12.739 3.792 872.61 NODE 355.00 : HGL - < 180.758>;E6L- < 184.181>;FLOWLINE- < 179.630> ****************************************************************************** FLOW PROCESS FRON NODE 355.00 TO NODE 354.00 IS CODE « 5 UPSTREAN NODE 354.00 ELEVATION - 179.96 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIANETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAN 31.20 30.00 0.00 179.96 1.90 15.081 77 O'Day Consultants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website; www,odayconsultants.com Carlsbad, Califomia 92008-6603 Tel; 760.931.7700 Fax; 760.931,8680 DOWNSTREAN 31.92 30.00 - 179.63 1.92 LATERAL #1 0.72 18.00 90.00 179.96 0.32 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 0.00—Q5 EQUALS BASIN INPUT— ^ 14.847 0.613 0.000 LACFCD AND OCENA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4)) / ((Al-fA2) *16 .1) -fPRICTION LOSSES UPSTREAN: MANNING'S N = 0.01300; FRICTION SLOPE - 0.03666 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.03457 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03562 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.142 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES - (DY-fHVl-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.406)-f( 0.000) - 0.406 NODE 354.00 : HGL - < 181.055>;EGL- < 184.587>;FLOWLINE- < 179.960> **********************************************************************^^^j^j^^j^^ FLOW PROCESS FROM NODE 354.00 TO NODE 345.00 IS CODE - 1 UPSTREAN NODE 345.00 ELEVATION = 184.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 31.20 CFS PIPE DIAMETER - 30.00 INCHES PIPE LENGTH - 87.25 FEET MANNING'S N - 0.01300 NORNAL DEPTH(FT) = 1.03 CRITICAL DEPTH(FT) - 1.90 UPSTREAN CONTROL ASSUMED FLOWDEPTH(PT) = 1.90 ————————————————————————————===—======================B======a==B=BBBB=====«B— GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FRON CONTROL(FT) 0.000 0.035 0.144 0.335 0.618 1.002 1.501 2.130 2.905 3.848 4.985 6.345 7.967 9.899 12.200 14.950 18.251 22.244 27.128 33.194 40.894 50,987 64,900 FLOW DEPTH (FT) 903 868 833 798 763 728 693 658 623 587 552 517 1.482 1.447 412 377 342 307 1.272 1.237 1.202 1,167 1,132 VELOCITY (FT/SEC) 7,780 7,929 8.087 8.254 8.431 8.619 8.817 9.028 9.250 9.487 9.738 10.004 10.288 10.589 10.911 11.253 11.619 12.011 12.430 12.880 13.363 13.884 14.445 18> SPECIFIC PRESSURE-f ENERGY(FT) NONENTUN(POUNDS) 2.843 684.26 2.845 684.60 2.849 685.63 2.856 687.40 2.867 689.93 2.882 693.26 2.901 697.44 2.924 702.51 2.952 708.53 2.986 715.54 3.026 723.62 3.072 732.83 3.127 743.24 3.190 754.94 3.262 768.02 3,345 782.59 3.440 798.75 3.548 816.65 3.673 836.42 3.814 858.23 3.976 882.27 4.162 908.75 4.374 937.90 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail: oday@odayconsultants,com Website: www,odayconsultants,com Tel: 760.931.7700 Fax: 760.931.8680 85,839 87,250 1,097 1,095 15,053 15,076 4.617 4.627 970.01 971.25 NODE 345.00 : HGL - < 185.903>;EGL- < 186.843>;FLOWLINE- < 184.000> ****************************************************************************** FLOW PROCESS FRON NODE UPSTREAN NODE 344.00 345.00 TO NODE ELEVATION « 344.00 IS CODE - 5 184.33 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAN DOWNSTREAN LATERAL #1 LATERAL #2 Q5 FLOW 25.88 31.20 5.32 0.00 O.OOo DIANETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 30.00 30.00 18.00 0.00 90.00 0.00 0.00 184.33 184.00 184.50 0.00 =Q5 EQUALS BASIN INPUT—> 1.73 1.90 0.89 0.00 5.272 7.782 3.011 0.000 00398 00673 0.000 FEET LACFCD AND OCENA FLOW JUNCTION FORNULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ((Al-fA2) *16 .1) -fPRICTION LOSSES UPSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0. DOWNSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0 AVERAGED FRICTION SLOPE IN JUNCTION ASSUNED AS 0.00535 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.021 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY-fHVl-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.092)-f( 0.000) - 1.092 NODE 344.00 : HGL - < 187.504>;EGL= < 187.936>;FLOWLINE- < 184.330> ****************************************************************************** FLOW PROCESS FROM NODE 344.00 TO NODE 337.00 IS CODE - 1 UPSTREAM NODE 337.00 ELEVATION = 185.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD) PIPE FLOW PIPE LENGTH SF-(Q/K)**2 HP-L*SP - ( 25.88 CFS PIPE DIANETER - 30.00 INCHES 124.95 FEET NANNING'S N - 0.01300 {( 25.88)/( 410.170))**2 - 0.00398 124.95)*(0.00398) - 0.497 NODE 337.00 : HGL - < 188.001>;EGL- < 188.433>;FLOWLINE- < 185.000> ****************************************************************************** FLOW PROCESS FRON NODE 337.00 TO NODE 336.00 IS CODE - 5 UPSTREAM NODE 336.00 ELEVATION - 185.33 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIANETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 22.94 30.00 90.00 185.33 1.63 25.88 30.00 - 185.00 1.73 2.94 18.00 0.00 185.50 0.65 0.00 0.00 0.00 0.00 0.00 0.00—Q5 EQUALS BASIN INPUT— 4.673 5.272 1.664 0.000 LACFCD AND OCENA FLOW JUNCTION FORNULAE USED: 79 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; cxlay@odayconsultants.com Website: www.odayconsultants.com Tel; 760.931.7700 Fax; 760.931.8680 DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ((Al-fA2) *16 .1) -fPRICTION LOSSES UPSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0.00313 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.00398 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00355 JUNCTION LENGTH FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 4.00 FEET 0.014 FEET ENTRANCE LOSSES (DY-fHVl-HV2)-f (ENTRANCE LOSSES) ( 0.754)-f( 0.000) - 0.754 0.000 FEET NODE 336.00 : HGL - < 188.848>;EGL- < 189.187>;FLOWLINE- < 185.330> ****************************************************************************** FLOW PROCESS FRON NODE UPSTREAN NODE 323.00 336.00 TO NODE 323.00 IS CODE - 1 ELEVATION - 190.10 (HYDRAULIC JUNP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 22.94 CFS PIPE DIANETER - 30.00 INCHES PIPE LENGTH - 117.66 FEET NANNING'S N - 0.01300 1.63 HYDRAULIC JUNP: DOWNSTREAN RUN ANALYSIS RESULTS NORNAL DEPTH(FT) - 0.90 CRITICAL DEPTH(FT) •BBBBBBBBBaBBaaBaaaaaaaaaaaBaBBBaBaaaBBBBBaBBasBaaaBaBBBBBi UPSTREAN CONTROL ASSUNED FLOWDEPTH(FT) - 1.63 GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: DISTANCE FRON CONTROL(FT) 0.000 0 0 0 0 0 030 123 287 531 862 1.293 1.837 2.507 3.324 4.309 5.488 6.895 8.570 10.566 12.950 15.811 19.270 23.497 28.743 35.396 44.107 56.099 74.122 107.000 117.660 FLOW DEPTH (FT) 1.630 1.601 1.571 1.542 1.513 1.484 1.455 1.426 1.397 1.367 1.338 1.309 1.280 1.251 1.222 1.192 1.163 1.134 1. 1. 1. 1. 0. 0. 0. 0. ,105 ,076 ,047 ,018 ,988 959 930 ,930 VELOCITY (FT/SEC) 6.767 6 7 7 7 7 7 7 909 058 215 380 554 737 929 8.132 8.347 8.574 8.813 067 336 622 925 9. 9. 9. 9. 10.248 10.592 10.959 11.351 11.770 12.221 12.704 13.225 13.787 13.788 SPECIFIC ENERGY(FT) 2.341 2.342 2.346 ,351 ,359 ,371 ,385 ,403 ,424 ,450 .480 .516 ,557 2.605 2.660 ,723 ,795 ,877 ,971 .078 ,199 .338 .496 .677 ,884 ,884 2, 2. 2. 2. 2. 2. 2, 2. 2. 2. 2. 2, 2. 2. 3. 3. 3. 3. 3, 3. 3, PRESSURE-f NONENTUN(POUNDS) 451,49 451,71 452,37 453,50 455.12 457.25 459.93 463.17 467.01 471.49 476.63 482.50 489.12 496.54 504.84 514.06 524.27 535.56 548.00 561.69 576.75 593.29 611.45 631.39 653.29 653.31 80 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; cxlay@cxlayconsultants.com Website: www.odayconsultants.com Tel; 760.931.7700 Fax: 760.931.8680 HYDRAULIC JUNP: UPSTREAM RUN ANALYSIS RESULTS BBBBaaSBBBBaBSSBBBBBBBBBBBBBBSaaaBBBSBBBSSBBBSa DOWNSTREAM CONTROL ASSUMED PRESSX7RE HEAD (FT) • 3.52 PRESSURE FLOW PROFILE COMPUTED INFORNATION: DISTANCE FROM CONTROL(FT) 0.000 27.206 PRESSURE HEAD(FT) 3.518 2,500 VELOCITY (FT/SEC) 4,673 4.673 ASSUNED DOWNSTREAN PRESSURE HEAD(FT) « SPECIFIC ENERGY(FT) 3.857 2.839 2.50 PRESSURE-f NONENTUN(POUNDS) 902.41 590.63 GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) NONENTUN(POUNDS) 27.206 2.500 4.672 2.839 590.63 28.084 2.465 4.685 2.806 580.56 28.914 2.430 4.709 2.775 571.02 29.714 2.396 4.740 2.745 561.85 30.490 2.361 4.777 2.715 553.02 31.243 2.326 4.819 2.687 544.52 31.975 2.291 4.866 2.659 536.34 32.686 2,256 4.918 2.632 528.47 33.377 2.222 4.975 2.606 520.93 34.046 2.187 5.037 2.581 513.71 34.694 2.152 5.103 2.556 506.82 35.319 2.117 5.173 2.533 500.27 35.920 2.082 5.249 2.510 494.07 36,496 2.047 5.329 2.489 488.23 37.046 2.013 5.415 2.468 482.76 37.566 1.978 5.506 2 .449 477.68 38,056 1.943 5.602 2.431 472.99 38.513 1.908 5.704 2.414 468.71 38.933 1.873 5.812 2.398 464.86 39.313 1.839 5.926 2.384 461.46 39.650 1.804 6.047 2.372 458.52 39.940 1.769 6.175 2.362 456.06 40.176 1.734 6.311 2.353 454.10 40.354 1.699 6.454 2.347 452.67 40.466 1.665 6.606 2.343 451.79 40.506 1.630 6.767 2.341 451.49 117.660 1.630 6.767 2.341 451.49 1 PRESSURE-fNONENTUN BALANCE OCCURS AT 22.42 FEET UPSTREAN OF NODE 336.00 | 1 DOWNSTREAN DEPTH - 2.679 FEET, UPSTREAM CONJUGATE DEPTH - 0.940 FEET | NODE 323.00 : HGL - < 191.730>;EGL- < 192.441>;FLOWLINE- < 190.100> ****************************************************************************** FLOW PROCESS FRON NODE 323.00 TO NODE 322.00 IS CODE - 5 UPSTREAN NODE 322.00 ELEVATION - 190.43 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIANETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 81 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants,com Website: www,odayconsultants,com Tel: 760.931.7700 Fax; 760.931.8680 UPSTREAN 14.83 30.00 0.00 190.43 1.30 DOWNSTREAM 22.94 30.00 - 190.10 1.63 LATERAL #1 3.86 18.00 90.00 190.60 0.75 LATERAL #2 4.25 18.00 90.00 190.60 0.79 Q5 0.00—Q5 EQUALS BASIN INPUT— 3.281 6.769 2.184 2.405 00120 00542 0.000 FEET LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ( (Al-fA2) *16 .1) -fPRICTION LOSSES UPSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0 DOWNSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0 AVERAGED FRICTION SLOPE IN JUNCTION ASSUNED AS 0.00331 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.013 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY-fHVl-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.323)-f( 0.000) - 0.323 NODE 322.00 : HGL - < 192.597>;EGL- < 192.764>;FLOWLINE- < 190.430> ****************************************************************************** FLOW PROCESS FRON NODE 322.00 TO NODE 315.00 IS CODE - 1 UPSTREAM NODE 315.00 ELEVATION - 196.30 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 14.83 CFS PIPE DIAMETER - 30.00 INCHES PIPE LENGTH - 154.72 FEET MANNING'S N - 0.01300 HYDRAULIC JUMP: DOWNSTREAN RUN ANALYSIS RESULTS NORNAL DEPTH(FT) - 0.73 CRITICAL DEPTH(FT) - =JB————————————————=====————————————————————————————————————————' UPSTREAN CONTROL ASSUNED FLOWDEPTH(FT) - 1.01 1.30 GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: DISTANCE FRON CONTROL(FT) 0.000 0.701 1.465 2.299 3.209 4.203 5.292 6.484 7.795 9.237 10.831 12.596 14.560 16.755 19.224 22.021 25.214 28.902 33.217 38.356 FLOW DEPTH (FT) 1.011 000 988 977 966 955 943 932 921 910 0.898 0.887 0.876 0.865 0.853 842 831 820 808 797 0. 0. 0. 0. 0. VELOCITY (FT/SEC) 7,969 8.089 8.212 8.339 8.470 8.604 8.743 8.886 9.033 .184 .341 9.502 9.669 9.841 10.019 10.203 10.392 10.589 10.792 11.003 9, 9. SPECIFIC ENERGY(FT) 1.998 2.016 2.036 2.058 ,081 ,105 .131 ,159 ,189 .220 .254 ,290 ,329 .369 .413 2.459 2.509 2,562 2.618 2.678 2. 2. 2. 2. 2. 2. 2. 2. 2, 2. 2. PRESSURE-f NONENTUN(POUNDS) 278.17 280.32 282.59 284.98 287.50 290.15 292.93 295.85 298.92 302.14 305.51 309.05 312.75 316.63 320.69 324.95 329.39 334.05 338.92 344.01 82- O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 10O Carlsbad, California 92008-6603 E-mail; oday@odayconsultants.com Website: www.cxlayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 44.625 52.534 63.043 78.304 105.227 154.720 0.786 0.775 0.763 0.752 0.741 0.740 11.221 11.447 11.681 11.924 12.176 12.184 742 810 883 961 044 047 349.34 354.92 360.75 366.85 373.24 373.44 HYDRAULIC JUNP: UPSTREAM RUN ANALYSIS RESULTS BaaBBBaaBSaBBBBBBBBBBBaaaaBBBBBBBBBBBBBBBaaaSBBBBBBBS DOWNSTREAM CONTROL ASSUNED FLOWDEPTH(FT) - 2.17 GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: DISTANCE FRON FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) NONENTUN(POUNDS) 0.000 2.167 3,280 2,334 378.40 0.822 2.132 3.324 2,304 369.94 1.635 2.097 3,372 2.274 361.70 2.437 2.063 3.422 2.245 353.69 3.228 2.028 3.476 2.216 345.91 4.008 1.993 3.533 2.187 338.38 4.776 1.958 3.594 2.159 331.10 5.530 1.924 3.658 2.131 324.08 6.270 1.889 3.726 2.105 317.32 6.995 1.854 3.798 2.078 310.84 7.702 1.819 3.874 2.053 304.65 8.391 1.785 3.955 2.028 298.75 9.060 1.750 4.040 2.003 293.16 9.707 1.715 4.130 1.980 287.88 10.330 1.680 4.226 1.958 282.93 10.925 1.646 4.327 1.936 278.32 11.491 1.611 4.434 1.916 274.06 12,023 1.576 4,547 1.897 270,16 12.517 1.541 4.668 1.880 266.65 12.970 1.507 4.796 1.864 263.53 13.376 1.472 4.932 1,850 260.83 13.728 1.437 5,077 1,838 258.57 14.019 1.402 5,231 1,827 256.76 14.242 1.368 5.395 1.820 255.43 14.384 1.333 5.571 1.815 254.62 14.435 1.298 5.759 1,813 254.34 154.720 1.298 5,759 1.813 254.34 - 171^r\ r*I? UVTi'DlVTTT TTTMD &UIVT.VC T C — — — . 1 PRESSURE-fNONENTUN BALANCE OCCURS AT 0.48 FEET UPSTREAN OF NODE 322.00 | 1 DOWNSTREAN DEPTH - 2.146 FEET, UPSTREAN CONJUGATE DEPTH - 0.740 FEET | NODE 315.00 : HGL = < 197.311>;EGL= < 198.298>;FLOWLINE- < 196.300> ****************************************************************************** FLOW PROCESS FRON NODE 315.00 TO NODE 314.00 IS CODE - 5 UPSTREAM NODE 314.00 ELEVATION - 196.80 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAN DOWNSTREAN FLOW DIANETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION 11.35 18.00 0.00 196.80 14.83 30,00 - 196.30 83 CRITICAL DEPTH(FT.) 1.29 1.30 O'Day Consultants Inc. 2710 Loker Avenue West. Suite 100 Carlsbad, Califomia 92008-6603 E-mail; oday@odayconsultants,com Website; www,odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 VELOCITY (FT/SEC) 7.730 7.971 LATERAL #1 3.48 18.00 90.00 196.80 LATERAL #2 0.00 0.00 0.00 0.00 Q5 0.00—Q5 EQUALS BASIN INPUT— LACFCD AND OCENA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS (DELTA4) ) / ((Al-fA2) *16.1) -fPRICTION LOSSES UPSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - DOWNSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - AVERAGED FRICTION SLOPE IN JUNCTION ASSUNED AS 0.01207 JUNCTION LENGTH FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 4.00 FEET 0.048 FEET ENTRANCE LOSSES (DY-fHVl-HV2)-f (ENTRANCE LOSSES) ( 0.592)-f( 0.000) - 0.592 0.71 0.00 3.436 0.000 01307 01106 0.000 FEET NODE 314.00 : HGL - < 197.962>;EGL- < 198.889>;FLOWLINE- < 196.800> ****************************************************************************** FLOW PROCESS FRON NODE UPSTREAN NODE 313.00 314.00 TO NODE ELEVATION - 313.00 IS CODE - 1 199.30 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW B 11.35 CFS PIPE DIAMETER - 18.00 INCHES PIPE LENGTH - 189.75 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) - 1.16 CRITICAL DEPTH(FT) BSBBBBBBBBBBBBBaaBBBBBBBBBBBBaBSBBBBssaaaaBaaBsaaaaaaaaaaa: UPSTREAM CONTROL ASSUNED FLOWDEPTH(FT) - 1.28 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.29 DISTANCE FRON CONTROL(FT) 0.000 0.036 0.120 0.256 0.447 0.698 1.015 1.404 1.873 2.432 3.090 3.861 4.761 5.810 7.034 8.464 10.145 12.133 14.511 17.399 20.981 25.569 31.746 40.821 FLOW DEPTH (FT) 1.285 1,280 1,274 1.269 1.264 1.259 1.254 1,249 1,244 1.239 1.234 1.229 1.223 1.218 1.213 1.208 1.203 1.198 1.193 ,188 ,183 ,178 ,172 ,167 1. 1. 1. 1. 1. VELOCITY (FT/SEC) 7.042 7 7 7 7 7 7 SPECIFIC ENERGY(FT) 2.055 066 090 114 139 164 190 7.216 7.242 7.269 7.296 7.324 352 381 409 439 7.468 7.499 7.529 560 592 624 656 689 7. 7. 7. 7. 7. 7. 7. 7. 7. 2. 2. 2. 2. 2. 2. 2. 2. 2. 055 056 056 056 057 057 058 059 060 061 062 2.063 2.065 2.066 068 070 072 074 076 078 081 083 086 PRESSURE-f NONENTUN(POUNDS) 214.75 214.76 214.78 214.81 214.85 214.90 214.96 215.03 215.11 215.20 215.30 215.42 215.54 215.68 215.83 215.99 216.16 216,34 216.53 216.74 216.95 217.18 217.42 217.67 8^ O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@cxiayconsultants,com Website; www,odayconsultants,com Tel: 760.931.7700 Fax; 760.931,8680 56.999 1.162 7.722 2.089 21,7.94 189.750 1.162 7.728 2.089 217.98 NODE 313.00 : HGL - < 200.585>;EGL- < 201.355>;FLOWLINE- < 199.300> ****************************************************************************** FLOW PROCESS FRON NODE 313.00 TO NODE 312.00 IS CODE - 5 UPSTREAN NODE 312.00 ELEVATION - 199.63 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIANETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAN 11.35 18.00 90.00 199.63 1.29 6.423 DOWNSTREAN 11.35 18.00 - 199.30 1.29 7.037 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00—Q5 EQUALS BASIN INPUT— LACFCD AND OCENA FLOW JUNCTION FORNULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ((Al-fA2) *16 .1) -fPRICTION LOSSES UPSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0.01167 DOWNSTREAN: MANNING'S N - 0.01300; FRICTION SLOPE - 0.01086 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01127 JUNCTION LENGTH « 4.00 FEET FRICTION LOSSES - 0.045 FEET ENTRANCE LOSSES - 0.000 FEET JUNCTION LOSSES - (DY-f HVI - HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.384)-f( 0.000) - 1.384 NODE 312.00 : HGL - < 202.099>;EGLB < 202.740>;FLOWLINE- < 199.630> ****************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 307.00 IS CODE - 1 UPSTREAN NODE 307.00 ELEVATION - 200.98 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 11.35 CFS PIPE DIANETER - 18.00 INCHES PIPE LENGTH - 73.44 FEET NANNING'S N - 0.01300 SF-(Q/K)**2 - (( 11.35)/( 105.043))**2 = 0.01167 HF-L*SF - ( 73.44)*(0.01167) = 0.857 NODE 307.00 : HGL = < 202.956>;EGL- < 203.597>;FLOWLINE- < 200.980> ****************************************************************************** FLOW PROCESS FRON NODE 307.00 TO NODE 306.00 IS CODE - 5 UPSTREAN NODE 306.00 ELEVATION - 201.31 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIANETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 7.73 18.00 90.00 201.31 1.08 4.374 DOWNSTREAM 11.35 18.00 - 200.98 1.29 6.423 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 3.62—Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: as O'Day Consuttants Inc. E-mail; cxlay@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carlsbad, California 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS (DELTA4) ) / ( (Al-fA2) * 16.1) -fPRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.00542 DOWNSTREAN: MANNING'S N - 0.01300; FRICTION SLOPE - 0.01167 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00854 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.034 FEET ENTRANCE LOSSES - 0.128 FEET JUNCTION LOSSES - (DY+HVl-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.972)-f( 0.128) - 1.100 NODE 306.00 : HGL = < 204.400>;EGL- < 204.697>;FLOWLINE- < 201.310> ****************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 304.00 IS CODE - 1 UPSTREAN NODE 304.00 ELEVATION - 202.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 7.73 CFS PIPE DIANETER - 18.00 INCHES PIPE LENGTH - 34.50 FEET NANNING'S N « 0.01300 SF-(Q/K)**2 - (( 7.73)/( 105.047))**2 - 0.00541 HF-L*SF - ( 34.50)*(0.00541) - 0.187 NODE 304.00 : HGL - < 204.587>;EGL- < 204.884>;FLOWLINE- < 202.000> ****************************************************************************** UPSTREAN PIPE FLOW CONTROL DATA: NODE NUNBER « 304.00 FLOWLINE ELEVATION - 202.00 ASSUNED UPSTREAN CONTROL HGL - 203.08 FOR DOWNSTRBAM RUN ANALYSIS aaaaBaaBBBBBBaBaBBBBaaaaBBBaaaBBBBBaaBBBBBBBBaaaBBaaaaBBaaBBBBBBSBBaBBBBBBBBBB END OF GRADUALLY VARIED FLOW ANALYSIS 80> O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 10O Website; www,odayconsultants.com Carlsbad. Califomia 92008-6603 Tel: 760,931,7700 Fax; 760,931,8680 ******************************************************************,^J^****^J^^^^JJ^ PIPE-PLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD.LACRD. AND OCENA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * SYSTEN "300" -LATERAL AT NODE 360 * * J.N. 981020-5 FILE: VLX03A.RES * ************************************************************************** FILE NANE: VLX03A.DAT TINE/DATE OF STUDY: 09:04 01/16/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS POR PIPE SYSTEN NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAN RUN DOWNSTREAN RUN NODE NODEL PRESSURE PRESSURE-f FLOW PRESSURE-f NUNBER PROCESS HEAD(FT) NONENTUN(POUNDS) DEPTH(FT) NONENTUN(POUNDS) 354.00- 1.10* 44.04 0.16 21.76 } FRICTION } HYDRAULIC JUNP 360.00- 0.38*Dc 9.61 0.38*Dc 9.61 NAXINUN NUNBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS CONPUTATIONS BASED ON THE NOST CONSERVATIVE FORNULAE FRON THE CURRENT LACRD.LACFCD, AND OCENA DESIGN NANUALS. ****************************************************************************** DOWNSTREAN PIPE FLOW CONTROL DATA: NODE NUNBER - 354.00 FLOWLINE ELEVATION - 179.96 PIPE PLOW - 1.06 CPS PIPE DIANETER - 18.00 INCHES ASSUNED DOWNSTREAN CONTROL HGL = 181.060 FEET NODE 354.00 : HGL - < 181.060>;EGL- < 181.069>;FLOWLINE- < 179.960> ****************************************************************************** FLOW PROCESS FRON NODE 354.00 TO NODE 360.00 IS CODE - 1 UPSTREAN NODE 360.00 ELEVATION - 181.59 (HYDRAULIC JUNP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 1.06 CFS PIPE DIANETER - 18.00 INCHES PIPE LENGTH - 3.25 FEET NANNING'S N - 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 81 O'Day Consultants Inc. E-mail: oday@cxlayconsultants,com 2710 Loker Avenue West, Suite 100 Website; www,odayconsultants.com Carlsbad, Calitornia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 NORNAL DEPTH(FT) = 0.13 CRITICAL DEPTH(FT) BaaaaBBBBBBBBBSBBBBaaBBaaaaaaaaBBBBBBSBBBBBaaBBBBBSBBBaaaa: UPSTREAN CONTROL ASSUNED FLOWDEPTH(FT) - 0.38 ssBBBBaaaaBaaeaBBBSBBaBaaaaaaaaaBBBBSBSssBBaaaaBBBBBaBBaaa: GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: 0.38 FRON FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f (FT) (FT) (FT/SEC) ENERGY(FT) NONENTUN(POUNI 0.000 0.384 2.964 0.521 9.61 0.001 0.374 3.080 0.521 9.62 0.005 0.363 3,205 0.523 9.66 0.011 0.353 3,339 0.526 9.72 0.021 0.343 3,483 0.531 9.82 0.035 0.332 3,638 0.538 9.95 0.054 0.322 3,806 0.547 10.11 0.077 0.312 3.988 0.559 10.30 0.107 0.301 4.185 0.573 10.54 0.145 0,291 4.401 0.592 10.82 0.192 0,281 4.636 0.614 11.15 0.249 0,270 4.893 0.642 11.54 0.320 0.260 5.177 0.676 11.99 0.407 0.249 5.490 0.718 12.50 0.515 0.239 5,837 0.768 13.09 0.649 0.229 6.224 0.831 13.77 0.816 0.218 6.657 0.907 14.56 1.026 0.208 7.144 1.001 15.46 1.295 0.198 7.695 1.118 16.50 1.644 0.187 8.324 1.264 17.71 2.108 0.177 9.045 1.448 19.11 2.747 0.167 9.880 1.683 20.75 3.250 0.161 10,389 1.838 21.76 HYDRAULIC JUNP: UPSTREAM RUN ANALYSIS RESULTS BBBBaaaBBaBasaaBBBaaaBBBBaaaaBBBBasBSBBBBBBaaaBBBBBBa DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.10 B==BB===SB—========——==BBBB—====ZB=====BBBBS==K===BBZ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f (FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNI 0.000 1.100 0.763 1.109 44.04 0.056 1.071 0.785 1.081 41.64 0.112 1.043 0.808 1.053 39.31 0.168 1.014 0.833 1.025 37.05 0.223 0.985 0.861 0.997 34.87 0.279 0.957 0.891 0.969 32.77 0.334 0.928 0.923 0.941 30.75 0.389 0.900 0.958 0.914 28.81 0.444 0.871 0.996 0.886 26.95 0.499 0.842 1.037 0.859 25.17 0.553 0.814 1.082 0.832 23.48 0.607 0.785 1.132 0.805 21.87 0.660 0.756 1.186 0.778 20.34 0.712 0.728 1.246 0.752 18.91 0.764 0.699 1.312 0.726 17.56 0.815 0.671 1.386 0.700 16.31 0.865 0.642 1.468 0.675 15.15 S3 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants,com Website; www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 0.914 0.613 1.559 0.651 14.09 0.961 0.585 1.662 0.628 13.12 1.005 0.556 1.778 0.605 12.26 1.048 0.527 1.911 0.584 11.50 1,086 0.499 2.062 0,565 10.86 1.120 0.470 2.237 0.548 10.34 1.148 0.441 2.440 0.534 9.95 1,167 0.413 2.680 0.524 9.70 1.174 0.384 2.964 0.521 9.61 3.250 0.384 2.964 0.521 9.61 END OF HYDRAULIC JUNP ANALYSIS I PRESSURE-fNONENTUN BALANCE OCCURS AT 0.66 FEET UPSTREAN OF NODE 354.00 | I DOWNSTREAN DEPTH - 0.757 FEET, UPSTREAN CONJUGATE DEPTH - 0.169 FEET | NODE 360.00 : HGL - < 181.974>;EGL- < 182.111>;FLOWLINE- < 181.590> ****************************************************************************** UPSTREAN PIPE FLOW CONTROL DATA: NODE NUMBER - 360.00 FLOWLINE ELEVATION - 181.59 ASSUMED UPSTREAN CONTROL HOL - 181.97 FOR DOWNSTREAN RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS O'Day Consuttants Inc. E-mail; oday@cxlayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Carisbad, Calitornia 92008-6603 Tel: 760,931.7700 Fax: 760.931.8680 ****************************************************************************** PIPE-FLOW HYDRAULICS CONPUTER PROGRAN PACKAGE (Reference: LACFCD,LACRD, AND OCENA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * SYSTEN "300" -LATERAL AT NODE 350 * * J.N. 981020-5 FILE: VLX03B.RES * ************************************************************************** FILE NANE: VLX03B.DAT TINE/DATE OF STUDY: 09:11 01/16/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEN NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAN RUN DOWNSTREAN RUN NODE NODEL PRESSURE PRESSURE-f FLOW PRESSURE-f NUMBER PROCESS HEAD(FT) NONENTUN(POUNDS) DEPTH(FT) NOMENTUM(POUNDS) 344.00- 3.07* 305.02 0.49 177.96 } FRICTION } HYDRAULIC JUMP 353.00- 1.00*Dc 102.91 1.00*Dc 102.91 } JUNCTION 352,00- 1.44 125.87 0.61* 138.64 } FRICTION 350,00- 1.00*Dc 102,91 1.00*Dc 102.91 MAXINUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS CONPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN NANUALS. ****************************************************************************** DOWNSTREAN PIPE FLOW CONTROL DATA: NODE NUNBER - 344.00 FLOWLINE ELEVATION - 184.50 PIPE FLOW - 6.66 CFS PIPE DIANETER - 18.00 INCHES ASSUNED DOWNSTREAM CONTROL HGL - 187.575 FEET NODE 344.00 : HGL « < 187.575>;EGL= < 187.796>;FLOWLINE- < 184.500> ****************************************************************************** FLOW PROCESS FROM NODE 344.00 TO NODE 353.00 IS COOE - 1 UPSTREAM NODE 353.00 ELEVATION - 202.50 (HYDRAULIC JUNP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 6.66 CFS PIPE DIANETER » 18.00 INCHES 9o O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; vvww.cxlayconsultants,com Carlsbad. California 92008-6603 Tel; 760,931,7700 Fax: 760.931.8680 PIPE LENGTH -207.24 FEET NANNING'S N 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORNAL DEPTH(FT) - 0.47 CRITICAL DEPTH(PT) BBBBBBBBaaaaBBBBBaaaBBBBBBBBBBaBBaBaaaBBBBBBaBBBBBaaBBaaBBl UPSTREAN CONTROL ASSUNED FLOWDEPTH(FT) - 1.00 BBBBBBBBaaaBBsaaBaaaBBBBBBBBBBBBBBsaaaasaaaaaBBBBBaaBaaaaB! GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: 1.00 DISTANCE FROM CONTROL(FT) 0.000 0 0 0 0 0 0 0 0 1 1 2 2 Oil 046 108 201 327 492 702 962 281 669 136 697 3.371 4.181 5.156 6.337 7.778 9.557 11.787 14.644 18,428 23.695 31.705 46.497 207.240 FLOW DEPTH (FT) 0.998 0. 0. 0. 0. 0. 0, 0, 0. 0. 0. 0. 0. 977 956 935 914 893 872 851 830 809 788 767 746 0.725 0.704 683 662 641 620 599 578 557 536 0.515 0.494 0.489 VELOCITY (FT/SEC) 5.330 5 5 5 5 6 6 460 599 746 903 069 246 6.434 6.635 ,849 ,078 ,324 587 870 8.175 8.503 8.858 9.243 9.661 6. 7. 7. 7. 7. 10.116 10.613 11.157 11.755 12.415 13.146 13.294 SPECIFIC ENERGY(FT) 1.440 1.441 1.443 1.448 1.456 1.465 .478 .494 ,514 ,538 ,567 ,600 ,640 1.687 1.742 ,806 ,881 968 .070 .189 ,328 .491 ,683 .909 .179 .235 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 2, 2. 2. 2. 2. 2, 3, 3. PRESSURE-f NONENTUN(POUNDS) 102,91 102.98 103.19 103.55 104.07 104.75 105.62 106.67 107.92 109.39 111.10 113.06 115.28 117.80 120.65 123.84 127.42 131.42 135.89 140.88 146.45 152.67 159.63 167.42 176.17 177.96 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAN CONTROL ASSUNED PRESSURE HEAD(FT) PRESSURE FLOW PROFILE CONPUTED INFORNATION: 3.07 DISTANCE FRON CONTROL(FT) 0.000 19.013 PRESSURE HEAD(FT) 3.075 1.500 VELOCITY (FT/SEC) 3.769 3.769 ASSUNED DOWNSTREAN PRESSURE HEAD(FT) SPECIFIC ENERGY(FT) 3.296 1.721 BSBBBaaaaBBBB 1.50 PRESSURE-f NONENTUN(POUNDS) 305.02 131.34 GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: DISTANCE FRON CONTROL(FT) 19.013 FLOW DEPTH VELOCITY (FT) (FT/SEC) 1.500 3.768 O'Day Consuttants Inc. 2710 Loker Avenue West. Suite 100 Carlsbad, Califomia 92008-6603 SPECIFIC ENERGY(FT) 1.721 PRESSURE-f NONENTUN(POUNDS) 131.34 E-mail; oday@cxlayconsultants.com Website: www.odayconsultants.com Tel; 760.931.7700 Fax; 760.931.8680 19.242 1.480 3.777 1.702 1^9.26 19.457 1.460 3.796 1.684 127.29 19.664 1.440 3.819 1.666 125.41 19.865 1.420 3.847 1.650 123.59 20.060 1.400 3.879 1.633 121,85 20.248 1.380 3.915 1.618 120.17 20.431 1.360 3.954 1.603 118.56 20.608 1.339 3.997 1.588 117.02 20.780 1.319 4.044 1.573 115.55 20.945 1.299 4,094 1.560 114.14 21.104 1.279 4.147 1.546 112.81 21.257 1.259 4.204 1.534 111.54 21.403 1.239 4.264 1.522 110.36 21.542 1.219 4.328 1.510 109.24 21.673 1.199 4.396 1.499 108.21 21.796 1.179 4.468 1.489 107.26 21.910 1.159 4.545 1.480 106.39 22.014 1.139 4.625 1.471 105.61 22.109 1.119 4.710 1.463 104.92 22.192 1.099 4.800 1.457 104.33 22.263 1.079 4.894 1.451 103.83 22.320 1.059 4.994 1.446 103.44 22.364 1.039 5.100 1.443 103.15 22.391 1.018 5.212 1.440 102.97 22.400 0.998 5.330 1.440 102.91 207.240 0.998 5.330 1.440 102.91 ni? 1 PRESSURE-fNONENTUN BALANCE OCCURS AT 13 .93 FEET UPSTREAM OF NODE 344.00 | 1 DOWNSTREAN DEPTH - 1.921 FEET, UPSTREAN CONJUGATE DEPTH - 0.490 FEET | NODE 353.00 : HGL - < 203 .498>;EGL- < 203 .940>;FLOWLINE-< 202.500> ****************************************************************************** FLOW PROCESS FROM NODE 353.00 TO NODE 352.00 IS CODE - 5 UPSTREAN NODE 352.00 ELEVATION - 202.83 (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUNP IN OR UPSTREAN OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 6.66 6.66 0.00 0.00 0.00' DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 18.00 90.00 202.83 1.00 9.916 18.00 - 202.50 1.00 5.331 0.00 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.000 ,BQ5 EQUALS BASIN INPUTBBB LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ((Al-fA2) *16 .1) -fPRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0. DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUNED AS 0.02017 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.081 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY-f HVI - HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.025)-f( 0.000) - 1.025 9z 03376 00657 0.000 FEET O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Caiifornia 92008-6603 E-mail; oday@odayconsultants,com Website: www,odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 NODE 352.00 : HGL = < 203.438>;EGL- < 204.965>;FLOWLINE- < 202.830> ****************************************************************************** FLOW PROCESS FRON NODE UPSTREAN NODE 350.00 352.00 TO NODE 350.00 IS CODE » 1 ELEVATION - 205.29 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.66 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 66.00 FEET NANNING'S N - 0.01300 NORNAL DEPTH(FT) - 0.59 CRITICAL DEPTH(FT) - 1.00 ====-=—=---=====—=-"--——==-—=—===—====="=""=™™==""^''™^™''""° UPSTREAN CONTROL ASSUMED FLOWDEPTH(FT) - 1.00 = = = = = = = = = = = - = = —= = BBBB = = B = = = = B = = = = = = = = B —— — — = —'—= " = = = = = ' GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: S FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f ^(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNE 0.000 0,998 5,330 1.440 102.91 0.017 0.982 5,430 1.440 102.95 0.072 0,966 5.535 1.442 103.08 0.167 0.950 5.645 1.445 103.29 0.308 0.933 5.761 1.449 103.59 0.500 0.917 5.881 1.454 103.99 0.748 0.901 6.008 1.462 104.49 1.061 0.885 6.141 1.470 105.09 1.446 0.868 6,280 1.481 105.80 1.913 0.852 6,426 1.494 106.62 2.475 0,836 6,580 1.508 107.57 3,146 0.819 6.742 1.526 108.64 3.943 0.803 6.912 1.545 109.85 4.890 0.787 7.092 1.568 111.20 6.015 0.771 7.281 1.594 112.70 7.354 0.754 7.480 1.624 114.36 8.955 0.738 7.691 1.657 116.19 10.884 0.722 7.914 1.695 118.21 13.232 0.706 8.150 1.738 120.42 16.136 0.689 8.401 1.786 122.83 19.804 0.673 8.667 1.840 125.47 24.587 0,657 8.949 1.901 128.35 31,145 0,640 9.250 1.970 131.49 40.960 0.624 9.570 2.047 134.91 58.786 0.608 9.912 2.135 138.63 66,000 0.608 9.913 2.135 138.64 NODE 350.00 : HGL - < 206.288>;EGL= < 206.730>;FLOWLINE- < 205.290> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUNBER - 350.00 FLOWLINE ELEVATION - 205.29 ASSUNED UPSTREAM CONTROL HGL - 206.29 FOR DOWNSTREAN RUN ANALYSIS = __= = = = = = = = = = = = B = = = = = = B = == = = = B = = = = = = = = = = = = —= — = — — —— — — = = " = = = • = END OF GRADUALLY VARIED FLOW ANALYSIS O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants,com Website; www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931,8680 ****************************************************************************** PIPE-FLOW HYDRAULICS CONPUTER PROGRAN PACKAGE (Reference: LACFCD,LACRD, AND OCENA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad. CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * SYSTEN "300" -LATERAL AT NODE 342 * * J.N. 981020-5 FILE: VLXOSC.RES * ************************************************************************** FILE NANE: VIiX03C.DAT TINE/DATE OF STUDY: 09:17 01/16/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEN NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAN RUN DOWNSTREAN RUN NODE NODEL PRESSURE PRESSURE-f FLOW PRESSURE-f NUNBER PROCESS HEAD(FT) NONENTUN(POUNDS) DEPTH(FT) NONENTUN(POUNDS) 336.00- 3.62* 334.37 0.34 109.80 } FRICTION } HYDRAULIC JUNP 342.00- 0.77*Dc 53.29 0.77*Dc 53.29 NAXINUN NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORNULAE FRON THE CURRENT LACRD.LACFCD. AND OCENA DESIGN NANUALS. ****************************************************************************** DOWNSTREAN PIPE FLOW CONTROL DATA: NODE NUNBER - 336.00 FLOWLINE ELEVATION - 185.50 PIPE FLOW = 4.04 CFS PIPE DIANETER - 18.00 INCHES ASSUNED DOWNSTREAN CONTROL HGL - 189.120 FEET NODE 336.00 : HGL = < 189.120>;EGL- < 189.201>;FLOWLINE- < 185.500> ****************************************************************************** FLOW PROCESS FRON NODE 336.00 TO NODE 342.00 IS CODE - 1 UPSTREAN NODE 342.00 ELEVATION - 190.00 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 4.04 CFS PIPE DIANETER - 18.00 INCHES PIPE LENGTH - 29.20 FEET NANNING'S N - 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 9^/ O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carisbad, California 92008-6603 Tel: 760.931.7700 Fax; 760.931.8680 NORMAL DEPTH (FT) = 0.32 CRITICAL DEPTH (FT) = 0.,77 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.77 BBBBaaBBBBSBaaaBBBBBSBaBSBBaBaaaaaBBBBBssBSBaaBBBaaaBBaaaBBBaaaaaaasaaB GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: B FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f L(FT) (FT) (FT/SEC) ENERGY(FT) NONENTUN(POUNI 0.000 0.769 4.425 1.074 53.29 0.006 0.751 4.561 1.075 53.34 0.024 0.733 4.705 1.077 53.49 0.056 0.715 4.859 1.082 53.73 0.104 0.697 5.022 1.089 54.09 0.170 0.679 5.197 1.099 54.57 0.257 0.661 5.384 1.111 55.17 0.368 0.643 5.584 1.127 55.91 0.507 0.625 5.799 1.147 56.79 0.678 0.607 6.030 1.172 57.83 0.888 0.588 6.280 1.201 59.04 1.143 0.570 6.549 1.237 60.43 1.453 0.552 6.840 1.279 62.03 1.827 0.534 7.156 1.330 63.86 2.281 0.516 7.500 1.390 65.93 2.833 0.498 7.875 1.462 68.28 3.509 0.480 8.286 1.547 70.93 4.342 0.462 8.738 1.648 73.93 5.382 0.444 9.235 1.769 77.32 6.700 0.426 9.786 1.914 81.15 8.410 0.408 10.399 2.088 85.50 10.702 0.389 11.083 2.298 90.43 13.933 0.371 11.851 2.553 96.05 18.911 0.353 12.717 2.866 102.46 28.231 0.335 13.702 3.252 109.83 29.200 0.335 13.699 3.251 109.80 HYDRAULIC JUNP: UPSTREAN RUN ANALYSIS RESULTS saaaaaaBaBaaaBBBBBBBBBBBBBBBBBBBBBBBSBsaaaaaaaa DOWNSTREAN CONTROL ASSUMED PRESSURE HEAD(FT) > BBaaBBBBBB8BaBBBBaBBaBaBaBBBBBBBB3aaaasBaasaaa3 PRESSURE FLOW PROFILE COMPUTED INFORMATION: 3.62 DISTANCE FROM CONTROL(FT) 0.000 13.890 PRESSURE HEAD(FT) 3.620 1.500 VELOCITY (FT/SEC) 2.286 2.286 SPECIFIC ENERGY(PT) 3.701 1.581 PRESSURE-f NONENTUN(POUNDS) 334.37 100.60 ASSUNED DOWNSTREAN PRESSURE HEAD(FT) - 1.50 BSBBBBBBBBBBBBBaaaaaaBBBBBaBaaaaaaaaaaBBBBBBBBBsaaaa: GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: DISTANCE FRON FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) NOMENTUM(POUNDS) 13.890 1.500 2.285 1.581 100.60 14.076 1.471 2.296 1.553 97.47 14.259 1.442 2.315 1.525 94.42 14.438 1.412 2.341 1.497 91.46 14.615 1.383 2.371 1.470 88.57 96 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, California 92008-6603 E-mail: oday@odayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 14.789 1.354 2.406 1.444 95.76 14.961 1.325 2.445 1.418 83.03 15.130 1.295 2.489 1.392 80.39 15.296 1.266 2.538 1.366 77.84 15.460 1.237 2.591 1.341 75.38 15.621 1.208 2.649 1.317 73.02 15.778 1.179 2.712 1.293 70.76 15.932 1.149 2.780 1.269 68.62 16.081 1.120 2.854 1.247 66.58 16.226 1.091 2.934 1.225 64.66 16.365 1.062 3.020 1.203 62.86 16.499 1.032 3.114 1.183 61.19 16.625 1.003 3.216 1.164 59.66 16.744 0.974 3.326 1.146 58.27 16.854 0.945 3.445 1.129 57.03 16.954 0.915 3.575 1.114 55.95 17.042 0.886 3.716 1.101 55.03 17.115 0.857 3.870 1.090 54.30 17.172 0.828 4.038 1.081 53.75 17.209 0.799 4.223 1.076 53.41 17.223 0.769 4.425 1.074 53.29 29.200 0.769 4.425 1.074 53.29 _t7vrn nt? xlXJJKnUiJXW* UXJnSr nmnUlOXO" ----- - 1 PRESSURE-fNOMENTUN BALANCE OCCURS AT 14 07 FEET UPSTREAN OF NODE 336.00 | j DOWNSTREAN DEPTH - 1.472 FEET, UPSTREAN CONJUGATE DEPTH - 0.367 FEET j NODE 342.00 : HGL B < 190 .769>;EGL- < 191 .074>;FLOWLINE-< 190.000> ****************************************************************************** UPSTREAN PIPE FLOW CONTROL DATA: NODE NUNBER - 342.00 FLOWLINE ELEVATION - 190.00 ASSUNED UPSTREAM CONTROL HGL - 190.77 FOR DOWNSTREAN RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760,931.7700 Fax: 760.931.8680 ***************************************J^^^,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ PIPE-FLOW HYDRAULICS CONPUTER PROGRAN PACKAGE (Reference: LACFCD,LACRD, AND OCENA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * SYSTEN "300" -LATERAL AT NODE 334 * * J.N. 981020-5 FILE: VIiX03D.RES * ************* *****************************^^^j^j^j^^j^^^^^^^^^^^j^^^^^^^^^^^^^^^ FILE NANE: VLX03D.DAT TINE/DATE OF STUDY: 09:21 01/16/2003 ******************************************^^^^^^^^^jj^^^^j^^^^^^^^^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEN NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAN RUN DOWNSTREAN RUN NODE NODEL PRESSURE PRESSURE-f FLOW PRESSURE-f NUNBER PROCESS HEAD(FT) NONENTUN(POUNDS) DEPTH(FT) NONENTUN(POUNDS) 322.00- 2.59* 224.42 0.35 124.25 } FRICTION } HYDRAULIC JUNP 334.00- 0.81*Dc 60.09 0.81*Dc 60.09 NAXINUN NUNBER OP ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS CONPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FRON THE CURRENT LACRD,LACFCD, AND OCENA DESIGN NANUALS. ********************************************^^^^^j^j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DOWNSTREAN PIPE FLOW CONTROL DATA: NODE NUNBER - 322.00 FLOWLINE ELEVATION - 190.43 PIPE FLOW - 4.43 CFS PIPE DIANETER - 18.00 INCHES ASSUNED DOWNSTREAN CONTROL HGL - 193.020 FEET NODE 322.00 : HGL - < 193.020>;EGL- < 193.118>;FLOWLINE- < 190.430> **********************************************^^^^^^^^^^^^j^^^^^j^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FRON NODE 322.00 TO NODE 334.00 IS CODE - 1 UPSTREAN NODE 334.00 ELEVATION- 194,49 (HYDRAULIC JUNP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 4.43 CFS PIPE DIANETER « 18.00 INCHES PIPE LENGTH - 22.25 FEET NANNING'S N - 0.01300 HYDRAULIC JUNP: DOWNSTREAN RUN ANALYSIS RESULTS 97 O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West. Suite 100 Website: www.cxlayconsultants.com Cartsbad, California 92008-6603 Tel: 760,931.7700 Fax: 760.931.8680 NORNAL DEPTH(FT) - 0.32 CRITICAL DEPTH(FT) BBBaaBBaaaBBBBBBBBBBBBBBBBBaaaaBBaaaaaaaBBBBaaBBaaaaaaaaaal UPSTREAM CONTROL ASSUNED FLOWDEPTH(FT) - 0.81 GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: 0.81 DISTANCE FRON CONTROL(FT) 0.000 0.005 0.022 0.052 0.097 0.160 0.242 0.347 0.479 0.642 0.841 1.085 1.380 1.740 2.176 2.709 3.363 4.173 5.187 6.478 8.159 10.423 13.630 18.594 22.250 FLOW DEPTH (FT) 0.807 0, 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. ,788 ,768 ,749 .729 ,710 ,690 ,670 .651 .631 ,612 ,592 ,573 ,553 ,534 0.514 0.494 0.475 0.455 .436 .416 ,397 ,377 ,357 ,350 0. 0. 0, 0. 0. 0. VELOCITY (FT/SEC) 4.568 4.710 4.861 5.023 5.196 5.381 5 5 6 6 6 6 7 7 7 580 793 022 270 537 827 142 485 860 8.271 8.722 9.221 9.773 10.388 11.075 11.848 12.722 13.716 14.143 SPECIFIC ENERGY(FT) 1.132 1.132 1.135 1.141 1.149 ,160 ,174 ,192 .214 .242 ,276 ,316 ,365 ,424 .493 .577 ,676 ,796 ,939 ,112 ,322 ,578 ,892 ,280 .458 1. 1. 1. 1, 1, 1. 1. 1. 1. 1. 1. 1. 1. 1. 2. 2. 2. 2. 3. 3, PRESSURE-f NOMENTUN(POUNDS) 60.09 60.15 60.32 60.62 61.04 61.61 62.33 63.21 64.26 65.51 66.96 68.64 70.57 72.78 75.29 78.15 81.39 85.07 89.24 93.98 99.38 105.54 112.61 120.73 124.25 HYDRAULIC JUNP: UPSTREAN RUN ANALYSIS RESULTS DOWNSTREAN CONTROL ASSUNED PRESSURE HEAD(FT) - PRESSURE FLOW PROFILE CONPUTED INFORMATION: 2.59 DISTANCE FROM CONTROL(FT) 0.000 6.032 PRESSURE HEAD(PT) 2.590 1.500 VELOCITY (FT/SEC) 2.507 2.507 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) SPECIFIC ENERGY(FT) 2.688 1.598 1.50 PRESSURE-f NONENTUN(POUNDS) 224.42 104.22 GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: DISTANCE FRON FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) NONENTUN(POUNDS) 6.032 1.500 2.506 1.598 104.22 6.181 1.472 2.517 1.571 101.27 6.326 1.445 2.536 1.545 98.40 6.468 1.417 2.562 1.519 95.62 6.607 1.389 2.592 1.494 92.91 6.745 1.361 2.628 1.469 90.28 O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carisbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 6.880 1.334 2.667 1.444 ^7.73 7.013 1.306 2.712 1.420 85.26 7.143 1.278 2.760 1.397 82.88 7 .271 1.251 2.813 1.374 80.58 7.396 1.223 2.871 1.351 78.39 7.518 1.195 2.933 1.329 76.28 7.637 1.168 3.001 1.307 74.28 7.752 1.140 3.074 1.287 72.39 7.864 1.112 3.152 1.267 70.60 7.971 1.084 3.237 1.247 68.93 8.073 1.057 3.329 1.229 67.39 8.169 1.029 3.427 1.212 65.97 8.260 1.001 3.533 1.195 64.68 8.343 0.974 3.648 1.180 63.53 8.418 0.946 3.772 1.167 62.53 8.483 0.918 3.906 1.155 61.69 8.537 0.891 4.051 1.146 61.01 8.579 0.863 4.209 1.138 60.51 8.606 0.835 4.381 1.133 60.20 8.616 0.807 4.568 1.132 60.09 22.250 0.807 4.568 1.132 60.09 1 PRESSURE-fNONENTUN BALANCE OCCURS AT 5 34 FEET UPSTREAN OF NODE 322.00 | I DOWNSTREAN DEPTH - 1.625 FEET, UPSTREAN CONJUGATE DEPTH - 0.364 FEET | NODE 334.00 : HGL - < 195 .297>;EGL= < 195 .622>;FLOWLINE-< 194.490> ****************************************************************************** UPSTREAN PIPE FLOW CONTROL DATA: NODE NUNBER - 334.00 FLOWLINE ELEVATION - 194.49 ASSUNED UPSTREAN CONTROL HGL = 195.30 FOR DOWNSTREAN RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 11 O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants,com Carisbad, Califomia 92008-6603 Tel; 760.931.7700 Fax; 760.931.8680 **************************************************^^^^^^^^^J^^^^^^^^^^^^J^^^^^^^^^^J^^^^ PIPE-FLOW HYDRAULICS CONPUTER PROGRAN PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * SYSTEM "300" -LATERAL AT NODE 328 * * J.N. 981020-5 FILE: VLX03E.RES * **************************************** ****^j^^^^^^^^^^^^^^^^^^^^^^j^^^^^^^^^^^^^^^^^ FILE NANE: VLX03E.DAT TINE/DATE OF STUDY: 09:25 01/16/2003 **************************************************^^^^^j^^j^^^^^j^^^^^^^^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEN NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAN RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE-f PLOW PRESSURE-f NUNBER PROCESS HEAD(FT) NONENTUN(POUNDS) DEPTH(FT) NONENTUN(POUNDS) 322.00- 2.42* 207.25 0.31 154.73 } FRICTION } HYDRAULIC JUNP 328.00- 0.82*Dc 62.94 0.82*Dc 62.94 NAXINUN NUNBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS CONPUTATIONS BASED ON THE NOST CONSERVATIVE FORNULAE FRON THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ************************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DOWNSTREAN PIPE FLOW CONTROL DATA: NODE NUNBER - 322.00 FLOWLINE ELEVATION - 190.60 PIPE FLOW - 4.59 CFS PIPE DIANETER - 18.00 INCHES ASSUNED DOWNSTREAN CONTROL HGL - 193.020 FEET NODE 322.00 : HGL - < 193.020>;EGL- < 193.125>;FLOWLINE- < 190.600> ****************************************************^^^^j^^^^^^^^^^^^^^^,^^^^^^^^^^^ FLOW PROCESS FROM NODE 322.00 TO NODE 328.00 IS CODE - , 1 UPSTREAM NODE 328.00 ELEVATION - 195.54 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 4.59 CFS PIPE DIAMETER - 18.00 INCHES PIPE LENGTH - 10.25 FEET NANNING'S N - 0.01300 HYDRAULIC JUNP: DOWNSTREAN RUN ANALYSIS RESULTS IOO O'Day Consuttants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants.com Carisbad, California 92008-6603 Tel: 760,931,7700 Fax: 760.931.8680 NORNAL DEPTH(FT) = 0,26 CRITICAL DEPTH(PT) -0.82 UPSTREAN CONTROL ASSUNED FLOWDEPTH(FT) - 0.82 BsaasssBBsaaaaaaaasasasaaBBBaaaaaBaaaaasBBBasssBBBBB GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: B FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f L(FT) (FT) (FT/SEC) ENERGY(FT) NONENTUN(POUNI 0.000 0.823 4.625 1.155 62.94 0.003 0.800 4.788 1.156 63.02 0.011 0,777 4.964 1.160 63.25 0.026 0,754 5.154 1.167 63.66 0.049 0,732 5.359 1.178 64.24 0.081 0.709 5.581 1.193 65.03 0.123 0.686 5.821 1.213 66.03 0.177 0.664 6.083 1.239 67.26 0.246 0.641 6.368 1.271 68.75 0.333 0.618 6.679 1.311 70.53 0.440 0.596 7.021 1.361 72.62 0.573 0.573 7.396 1.423 75.06 0.736 0.550 7.811 1.498 77.89 0.938 0.527 8.271 1.590 81.18 1.188 0.505 8.784 1.704 84.97 1.499 0.482 9.356 1.842 89.35 1.888 0.459 10.001 2.013 94.41 2.380 0.437 10.730 2.225 100.27 3.010 0.414 11.559 2.490 107.07 3.833 0.391 12.510 2.823 114.99 4.934 0.369 13.608 3.246 124.26 6.458 0.346 14.889 3.790 135.20 8.682 0.323 16.397 4.501 148.20 10.250 0.313 17.150 4.883 154.73 HYDRAULIC JUNP: UPSTREAN RUN ANALYSIS RESULTS DOWNSTREAN CONTROL ASSUNED PRESSURE HEAD(FT) BaaaaaBBBBBBBaaaaaaBBBBBBaBaaaaaaaaBBBaaaaaaal PRESSURE FLOW PROFILE CONPUTED INFORNATION: 2.42 DISTANCE FRON CONTROL(FT) 0.000 1.917 PRESSURE HEAD(FT) 2.420 1.500 VELOCITY (FT/SEC) 2.597 2.597 SPECIFIC ENERGY(FT) 2.525 1.605 PRESSURE-f NONENTUM(POUNDS) 207.25 105.81 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) - 1.50 BaaaaaBBBBBBaaaaaaaaBBBBBsaaasaaaasaaBaaasaaaBaBaaBB: GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 1.917 1.971 2.024 2.076 2.127 2.178 2.227 FLOW DEPTH VELOCITY (FT) 1.500 1.473 1.446 1.419 1.392 1.365 1.337 (FT/SEC) 2.597 2.607 2.627 2.652 2.683 2.718 2.758 /Ol O'Day Consuttants Inc. 2710 Loker Avenue West. Suite 10O Carisbad, California 92008-6603 SPECIFIC ENERGY(FT) 1.605 1.579 1.553 1.528 1.503 1,479 1.456 PRESSURE-f MOMENTUM(POUNDS) 105.81 102.92 100.13 97.41 94.78 92.22 89.74 E-mail; oday@odayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 2.276 1.310 2.802 1.432 87.34 2.323 1,283 2.851 1.409 ^5.03 2.370 1,256 2.904 1.387 82.80 2 .415 1,229 2.961 1.365 80.66 2,460 1,202 3,023 1.344 78.62 2,503 1,175 3,090 1.323 76.68 2,545 1.148 3,163 1.303 74.84 2.585 1.121 3,241 1.284 73.11 2.624 1.094 3.325 1.265 71.49 2.661 1.066 3.415 1.248 70.00 2.695 1.039 3.512 1.231 68.62 2.728 1.012 3.617 1.215 67.37 2.757 0.985 3.729 1.201 66.26 2.784 0.958 3.851 1.188 65.30 2.807 0.931 3.982 1.177 64.48 2.827 0,904 4.124 1.168 63.83 2.841 0,877 4.277 1.161 63.35 2,851 0,850 4.444 1.156 63.05 2.854 0.823 4.625 1.155 62.94 10.250 0.823 4.625 1.155 62.94 END OF HYDRAULIC JUMP ANALYSIS -- 1 PRESSURE-fMOMENTUM BALANCE OCCURS AT 1.08 FEET UPSTREAN OF NODE 322.00 | I DOWNSTREAM DEPTH - 1.903 FEET. UPSTREAN CONJUGATE DEPTH - 0.320 FEET | NODE 328.00 : HGL - < 196.363>;EGL- < 196.695>;FLOWLINE- < 195.540> ****************************************************************************** UPSTREAN PIPE FLOW CONTROL DATA: NODE NUMBER - 328.00 FLOWLINE ELEVATION - 195.54 ASSUMED UPSTREAM CONTROL HGL - 196.36 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 102. O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carisbad. California 92008-6603 Tel; 760.931.7700 Fax; 760.931.8680 ****************************************************************************** PIPE-PLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD.LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * SYSTEN "300" -LATERAL AT NODE 320 * * J.N. 981020-5 FILE: VIiX03F.RES * ************************************************************************** FILE NANE: VLX03F.DAT TINE/DATE OF STUDY: 09:29 01/16/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEN NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE-f FLOW PRESSURE-f NUMBER PROCESS HEAD(FT) NOMENTUM(POUNDS) DEPTH(FT) NONENTUN(POUNDS) 314.00- 1.16 72.60 0.46* 84.40 } FRICTION 320.00- 0.80*Dc 58.33 0.80*Dc 58.33 MAXIMUN NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE NOST CONSERVATIVE FORNULAE FRON THE CURRENT LACRD.LACFCD, AND OCENA DESIGN NANUALS. ****************************************************************************** DOWNSTREAN PIPE FLOW CONTROL DATA: NODE NUNBER - 314.00 FLOWLINE ELEVATION - 196.80 PIPE FLOW - 4.33 CFS PIPE DIANETER - 18.00 INCHES ASSUNED DOWNSTREAN CONTROL HGL - 197.960 FEET NODE 314.00 : HGL - < 197.260>;EGL= < 198.635>;FLOWLINE- < 196.800> ****************************************************************************** FLOW PROCESS FRON NODE 314.00 TO NODE 320.00 IS CODE - 1 UPSTREAN NODE 320.00 ELEVATION - 200.72 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 4.33 CFS PIPE DIANETER - 18.00 INCHES PIPE LENGTH - 86.33 FEET NANNING'S N - 0,01300 NORNAL DEPTH(FT) - 0,45 CRITICAL DEPTH(FT) - 0.80 BaaaaaaaaaaSSBaBaBBaBBaaaSBBaaaBBBBSBSBa=BBBBBBaSSBBaBBBBBBBBBBBBBBBBBBBBBBBBB /OS O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www,odayconsultants.com Carlsbad, California 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 UPSTREAN CONTROL ASSUNED FLOWDEPTH(FT) - 0,80 BBBBaaBBBBBBaBBaaaaaBBBBBaaaaBBBBBBBBBBaaaaaaaaBBaaBi GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: K FRON FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f L(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNI 0.000 0.798 4.532 1.117 58.33 0.012 0.784 4.633 1.117 58.36 0.051 0.770 4.740 1.119 58.44 0.118 0.756 4.852 1.121 58.59 0.218 0,742 4.969 1.125 58.80 0.354 0.728 5.092 1.131 59.08 0.532 0.714 5.221 1.137 59.43 0.755 0.700 5.357 1.145 59.85 1.031 0,686 5.500 1.156 60.35 1.367 0.672 5.650 1.168 60.94 1.772 0.658 5.808 1.182 61.61 2.256 0.644 5.976 1.198 62.37 2.834 0.629 6.152 1.218 63.22 3.522 0.615 6,339 1.240 64.18 4,342 0.601 6.537 1.265 65.26 5,320 0.587 6.746 1.295 66.45 6,494 0.573 6.969 1.328 67.76 7,912 0.559 7.206 1.366 69.21 9,643 0.545 7.458 1.409 70.81 11.790 0.531 7.726 1.459 72.57 14.511 0.517 8.013 1.515 74.49 18.069 0.503 8.320 1.579 76.61 22,964 0.489 8.649 1.652 78.92 30,312 0.475 9.003 1.735 81.46 43.700 0.461 9.384 1.829 84.24 86.330 0.460 9.405 1.835 84.40 NODE 320.00 : HGL - < 201.518>;EGL- < 201.837>;FLOWLINE- < 200,720> ****************************************************************************** UPSTREAN PIPE FLOW CONTROL DATA: NODE NUNBER - 320,00 FLOWLINE ELEVATION - 200.72 ASSUNED UPSTREAN CONTROL HGL - 201.52 FOR DOWNSTREAN RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 10^ O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, California 92008-6603 E-mail: oday@odayconsultants.com Website: www.cxlayconsultants.com Tel; 760.931.7700 Fax: 760.931,8680 SECTION 5 i (it^i^VC^YL /////<> 6'-r: -Cooi/r? u£V%> Oro^^ Cl 0 L 0,1 i O.'b'h +^.3^) /OS O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail: oday@odayconsuitants,com Website: www.odayconsultants.com Tel: 760.931.7700 Fax; 760.931.8680 9 BlOZo - -s- VilU^ y l^lc-f C^las. Cavd. Z. Cl? V a, =^, /',3.V. r/s ^ = /' 3V . y. vy it .;. fZIB 7.7' y^-r - 3>^/? X //./o' .1 3, f^y(^^ V^,3IM ' ^.7^.35- 4^^ .- . - • .• Jj:S~lED M iT L-r % a- Illidt, y 0^2/,' Z' 7,7^ 1122/ O'Day Consuttants Inc. ^ E-mail: oday@cxlayconsultants.com ^ 2710 Loker Avenue West, Suite 100 Website; www,cxlayconsultants.com Carisbad, California 92008-6603 Tel; 760,931,7700 Fax: 760,931,8680 YT/alloo 'L ; 17 ' J^^IC ^^ Uj^J2.3L.: 0-1 ( O^^-LQ^l^LLlhL ^'-l^^ z.X.Q.)^ /'JY?-. UJGJ. C^. cj?-.r:{jc. Oi... 7^.1 .RTI.,.,, .-a _r ^ S^ ^ilS..^^^ L.- —-4^^ -a L » di-tmia.^^^ Q^A_ av_i:£t:> ^ V.<9V ^ ^ 101 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, California 92008-6603 E-mail: oday@odayconsultants,com Website; www.odayconsultants.com Tel; 760.931.7700 Fax: 760.931.8680 (A ^ -^Z2Z7 ^, ^. z/, d,t.7 C^...:^1J^.A - /06 O'Day Consuttants Inc. E-mail; oday@cxlayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carisbad, California 92008-6603 Tel: 760,931.7700 Fax; 760.931.8680 SECTION 6 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology memual Rational Hydrology Study Date: 02/07/01 VILLAGE X T.N. HYDROLOGY STUDY SYSTEN 100 & 200 JAN. 25. 2001 J.N. 98-1020 BY: eso ********* Hydrology Study Control Information ********** O'Day Consultants, San Diego. California - S/N 10125 Rational hydrology study storm event year is 100.0 Nap data precipitation entered: 6 hour, precipitation(inches) - 2.600 24 hour precipitation(inches) - 4.300 Adjusted 6 hour precipitation (inches) - 2.600 P6/P24 - 60.5% San Diego hydrology manual 'C values used Runoff coefficients by rational method -f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f++-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f+-f-f-f-f+ Process from Point/Station 102.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Deciraal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Initial subarea flow distance - 110.00(Ft.) Highest elevation - 265.80(Ft.) Lowest elevation - 262.10(Ft.) Elevation difference = 3.70(Ft.) Tirae of concentration calculated by the urban areas overland flow method (J^p X-C) - 6.93 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-0.5500)*(110.00*.5)/( 3.36*(l/3)]- 6.93 Rainfall intensity (I) - 5.550 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.153(CFS) Total initial stream area - 0.050(Ac) •f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-ft-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f Process from Point/Station 104.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION **** O'Day Consuttants Inc. E-mail: oday@odayconsultants.eom 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carisbad, California 92008-6603 Tel; 760.931.7700 Fax; 760.931,8680 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Time of concentration - 6.93 min. Rainfall intensity - 5.550(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 0.153(CFS) for 0.050 (Ac.) Total runoff - 0.305(CFS) Total area - 0.10(Ac.) Process from Point/Station 104.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Upstream point/station elevation - 261.10(Ft.) Downstream point/station elevation - 260.80(Ft.) Pipe length - 30.00(Ft.) Nanning's N - 0.011 No. of pipes - 1 Required pipe flow - 0.305(CFS) Nearest computed pipe diameter - 6.00(In.) Calculated individual pipe flow - 0.305(CFS) Norraal flow depth in pipe « 2.86(In.) Flow top width inside pipe - 5.99(In.) Critical Depth - 3.35(In.) Pipe flow velocity - 3.31(Ft/s) Travel time through pipe - 0.15 min. Tirae of concentration (TC) - 7.08 min. Process from Point/Station 103.000 to Point/Station 106.000 **** SUBAREA PLOW ADDITION **** Decimal fraction soil group A - 0.000 Deciraal fraction soil group B - 0.000 Deciraal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Time of concentration - 7.08 min. Rainfall intensity = 5.473(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA. C - 0.550 Subarea runoff = 0.181(CFS) for 0.060(Ac.) Total runoff - 0.486 (CFS) Total area - 0.16 (Ac) Process from Point/Station 106.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TINE (Program estiraated size) **** Upstream point/station elevation - 260.80(Ft.) Downstream point/station elevation « 260.40(Ft.) Pipe length - 43.00(Ft.) Nanning's N - 0.011 No. of pipes - 1 Recjuired pipe flow - 0.486 (CFS) Nearest conputed pipe diameter - 6.00(In.) Calculated individual pipe flow - 0.486(CFS) Normal flow depth in pipe - 3.91(In.) / IO O'Day Consultants Inc. E-mail; oday@odayconsultants.oom 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680 Flow top width inside pipe = 5.71(In.) Critical Depth - 4.26(In.) Pipe flow velocity - 3.58(Ft/s) Travel time through pipe - 0.20 rain. Time of concentration (TC) = 7.28 min. Process from Point/Station 108.000 to Point/Station **** CONFLUENCE OF NAIN STREANS **** The following data inside Nain Stream is listed: In Nain Stream number: 1 Stream flow area - 0.160(Ac.) Runoff from this stream - 0.486(CFS) Tirae of concentration - 7.28 rain. Rainfall intensity - 5.376(In/Hr) Prograra is now starting with Nain Streara No. 2 108.000 Process from Point/Station 202.000 to Point/Station **** INITIAL AREA EVALUATION **** 204.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Initial subarea flow distance = 135.00(Ft.) Highest elevation - 272.70(Ft.) Lowest elevation - 271.35(Ft.) Elevation difference - 1.35(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 11.50 rain. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-0.5500)*(135.00*.5)/( 1.00*(l/3)]- 11.50 Rainfall intensity (I) - 4.002 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.550 Subarea runoff - 0.352(CFS) Total initial stream area = 0.160(Ac.) Process from Point/Station 204.000 to Point/Station **** STREET FLOW TRAVEL TINE -f SUBAREA FLOW ADDITION **** 206.000 Top of street segment elevation = 271.350(Ft.) End of street segment elevation - 264.950(Ft.) Length of street segment - 350.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break » 18.500(Ft.) Slope frora gutter to grade break (v/hz) - 0.020 Slope frora grade break to crown (v/hz) - 0.020 Street flow is on [2] 8ide(s) of the street Distance from curb to property line - 10.000(Ft.) /II E-mail; oday@odayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Caiifornia 92008-6603 slope from curb to property line (v/hz) = 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Nanning's N in gutter - 0.0130 Nanning's N from gutter to grade break - 0.0150 Nanning's N from grade break to crown - 0.0150 Estiraated raean flow rate at midpoint of street « 0.925(CFS) Depth of flow - 0.202(Ft.), Average velocity - 2.195(Ft/8) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 3.288(Ft.) Flow velocity - 2.19(Ft/s) Travel time - 2.66 rain. TC - 14.16 rain. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Rainfall intensity - 3.500(In/Hr) for a 100.0 year storm Runoff coefficient used for s\ib-area, Rational method,Q-KCIA, C - 0.550 Subarea runoff - 1.001(CFS) for 0.520 (Ac.) Total runoff - 1.353(CFS) Total area - 0.68(Ac.) Street flow at end of street - 1.353(CFS) Half street flow at end of street - 0.677(CFS) Depth of flow - 0.226(Ft.), Average velocity - 2.253(Ft/s) Flow width (from curb towards crown)- 4.448(Ft.) Process frora Point/Station 206.000 to Point/Station 206.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Tirae of concentration - 14.16 min. Rainfall intensity - 3.500(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C » 0.550 Subarea runoff - 1.675(CFS) for 0.870(Ac.) Total runoff = 3.028(CFS) Total area - 1.55(Ac.) Process from Point/Station 206.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TINE (Prograra estimated size) **** Upstream point/station elevation - 263.00(Ft.) Downstreara point/station elevation - 260.40(Ft.) Pipe length - 80.00(Ft.) Nanning's N - 0.011 No. of pipes > 1 Required pipe flow - 3.028(CFS) Nearest confuted pipe diameter - 9.00(In.) Calculated individual pipe flow - 3.028(CFS) Normal flow depth in pipe - 6.43(In.) Flow top width inside pipe - 8.13(In.) Critical depth could not be calculated. O'Day Consuttants Inc. E-mail: oday@odayoonsultants.com 2710 Loker Avenue West, Suite 100 Website: www,odaycx)nsultants.oom Cartsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Pipe flow velocity - 8.97(Ft/s) Travel time through pipe - 0.15 min. Time of concentration (TC) = 14.31 min. Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF NAIN STREANS **** The following data inside Nain Stream is listed: In Nain Stream number: 2 Stream flow area - 1.550(Ac.) Runoff from this stream - 3.028(CFS) Time of concentration - 14.31 min. Rainfall intensity - 3.477(In/Hr) Suraraary of streara data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.486 7.28 5.376 2 3.028 14.31 3.477 Qraax(l) - 1.000 * 1.000 * 0.486) -f 1.000 * 0.509 * 3.028) -f - 2.027 Qraax(2) - 0.647 * 1.000 * 0.486) -f 1.000 * 1.000 * 3.028) -f - 3.342 Total of 2 main streams to confluence: Flow rates before confluence point: 0.486 3.028 Naximum flow rates at confluence using above data: 2.027 3.342 Area of streams before confluence: 0.160 1.550 Results of confluence: Total flow rate - 3.342(CFS) Time of concentration = 14.309 rain. Effective streara area after confluence - 1.710 (Ac.) Process from Point/Station 108.000 to Point/Station 110.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Upstream point/station elevation - 260.40(Ft.) Downstream point/station elevation - 217.10(Ft.) Pipe length - 590.00(Ft.) Nanning's N - 0.011 No. of pipes - 1 Required pipe flow = 3.342(CFS) Nearest conputed pipe diaraeter - 9.00(In.) Calculated individual pipe flow - 3.342(CFS) Normal flow depth in pipe « 5.19(In.) Flow top width inside pipe « 8.89(In.) 113 O'Day Consuttants Inc. E-mail: oday@cxiayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Cartsbad, Califomia 92008-6603 Tel: 760,931.7700 Fax; 760.931.8680 Critical depth could not be calculated. Pipe flow velocity - 12.68(Ft/s) Travel time through pipe - 0.78 rain. Tirae of concentration (TC) - 15.08 min. Process from Point/Station 110.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Upstream point/station elevation - 217.10(Ft.) Downstream point/station elevation - 215.40(Ft.) Pipe length - 75.00(Ft.) Nanning's N - 0.011 No. of pipes - 1 Required pipe flow - 3.342(CFS) Nearest computed pipe diameter - 12.00(In.) Calculated individual pipe flow - 3.342(CFS) Normal flow depth in pipe - 6.19(In.) Flow top width inside pipe - 11.99(In.) Critical Depth - 9.38(In.) Pipe flow velocity - 8.18(Ft/s) Travel tirae through pipe - 0.15 min. Time of concentration (TC) = 15.24 min. Process from Point/Station 108.000 to Point/Station 112.000 **** STREET FLOW TRAVEL TINE + SUBAREA FLOW ADDITION **** Top of street segment elevation - 262.200(Ft.) End of street segment elevation = 217.300(Ft.) Length of street segment - 590.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break - 18.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [2] 8ide(s) of the street Distance frora curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Nanning's N in gutter - 0.0130 Nanning's N from gutter to grade break - 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street « 4.261(CFS) Depth of flow - 0.252(Ft.), Average velocity - 4.915(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width « 5.753(Ft.) Flow velocity - 4.92(Ft/s) Travel tirae - 2.00 min. TC = 17.24 min. Adding area flow to street Decimal fraction soil group A - 0.000 Deciraal fraction soil group B - 0.000 Deciraal fraction soil group C - 0.000 Deciraal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 3.083(In/Hr) for a 100.0 year storm IIH O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Runoff coefficient used for sub-area. Rational method,Q-KCIA, p - 0.550 Subarea runoff - 1.594 (CFS) for 0.940 (Ac) Total runoff - 4.936(CFS) Total area = 2.65(Ac.) Street flow at end of street = 4.936(CFS) Half street flow at end of street - 2.468(CFS) Depth of flow = 0.261(Ft.), Average velocity = 5.050(Ft/s) Flow width (from curb towards crown)- 6.215(Ft.) Process from Point/Station 112.000 to Point/Station 112.000 **** SUBAREA FLOW ADDITION **** Deciraal fraction soil group A - 0.000 Deciraal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Tirae of concentration - 17.24 rain. Rainfall intensity - 3.083(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 3.069(CFS) for 1.810(Ac.) Total runoff - 8.006(CFS) Total area - 4.46(Ac.) Process from Point/Station 112.000 to Point/Station 112.000 **** SUBAREA PLOW ADDITION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Deciraal fraction soil group D - 1.000 [SINGLE FANILY area type ] Tirae of concentration - 17.24 min. Rainfall intensity - 3.083(In/Hr) for a 100.0 year storm Runoff coefficient used for siib-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 2.645(CFS) for 1.560 (Ac.) Total runoff - 10.651(CFS) Total area » 6.02(Ac.) Process from Point/Station 112.000 to Point/Station 114.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Upstream point/station elevation - 215.40(Ft.) Downstream point/station elevation - 214.45(Ft.) Pipe length - 95.00(Ft.) Nanning's N - 0.011 No. of pipes - 1 Required pipe flow - 10.651(CFS) Nearest computed pipe diameter - 18.00(In.) Calculated individual pipe flow - 10.651(CFS) Normal flow depth in pipe - 12.84(In.) Flow top width inside pipe = 16.28(In.) Critical Depth » 15.03(In.) Pipe flow velocity - 7.90(Ft/s) Travel time through pipe - 0.20 min. Time of concentration (TC) = 17.44 min. O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 -f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f Process frora Point/Station 114.000 to Point/Station 116.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Upstream point/station elevation - 214.45(Ft.) Downstream point/station elevation - 175.00(Ft.) Pipe length « 90.00(Ft.) Nanning's N - 0.011 No. of pipes - 1 Required pipe flow - 10.651(CFS) Nearest computed pipe diameter - 9.00(In.) Calculated individual pipe flow - 10.651(CFS) Normal flow depth in pipe - 6.22(In.) Flow top width inside pipe - 8.32(In.) Critical depth could not be calculated. Pipe flow velocity » 32.71(Ft/s) Travel time through pipe - 0.05 rain. Tirae of concentration (TC) - 17.48 rain. End of conputations, total study area - 6.02 (Ac.) O'Day Consuttants Inc. E-mail: cxlay@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants,com Carisbad, Caiifornia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 San Diego County Rational Hydrology Program ' CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 04/07/03 ' VILLAGE X T.M. HYDROLOGY STUDY SYSTEM 100 & 200 (AMENDED TO INCLUDE VILLAGE Y) APRIL 3, 2003 J.N. 98-1020 BY: JST FILE: VLXlOl ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 Adjusted 6 hour precipitation (inches) = 2.600 P6/P24 = 60.5% San Diego hydrology manual 'C values used Runoff coefficients by rational method Process from Point/Station 100.000 to Point/Station 100.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MULTI - UNITS area type ] Rainfall intensity (I) = 5.211 for a 100.0 year storm User specified values are as follows: TC = 7.64 min. Rain intensity = 5.21(In/Hr) Total area = 6.36(Ac.) Total runoff = 19.88(CPS) Process from Point/Station 100.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 267.17(Ft.) ' Downstream point/station elevation = 260.80(Ft.) Pipe length = 225.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.880(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 19.880(CFS) Normal flow depth in pipe = 13.52(In.) Flow top width inside pipe = 20.11(In.) //7 O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carisbad. Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Critical Depth = 19.15(In.) Pipe flow velocity = 12.15(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 7.95 rain. Process from Point/Station 100.000 to Point/Station 106.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.360(Ac.) Runoff from this stream = 19.880(CFS) Time of concentration = 7.95 min. Rainfall intensity = 5.080(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 102.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance = 110.00(Ft.) Highest elevation = 265.80(Ft.) Lowest elevation = 262.10(Ft.) Elevation difference = 3.70(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 6.93 min. TC = [1.8* (1.1-C) •distance'^.5)/(% slope'^ (1/3) ] TC = [1.8*(l.l-0.5500)*(110.00'^.5)/( 3.36^^(1/3)]= 6.93 Rainfall intensity (I) = 5.550 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.550 Subarea runoff = 0.153(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 104.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Time of concentration = 6.93 min. Rainfall intensity = 5.550(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 0.153(CFS) for 0.050(Ac.) Total runoff = 0.305(CFS) Total area = 0.10(Ac.) 118 O'Day Consuttants Inc. E-mail: oday@cxlayconsultants.oom 2710 Loker Avenue West, Suite 100 Website: www.cxlayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760,931,7700 Fax: 760,931.8680 Process from Point/Station 104.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 261.10(Ft.) Downstream point/station elevation = 260.80(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 0.305 (CFS) Nearest conputed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.305(CFS) Normal fiow depth in pipe = 2.86(In.) Flow top width inside pipe = 5.99(In.) Critical Depth = 3.35(In.) Pipe flow velocity = 3.31(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 7.08 min. Process from Point/Station 103.000 to Point/Station **** SUBAREA FLOW ADDITION **** 106.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type Time of concentration = Rainfall intensity = 5 ] 7.08 min. .473(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 0.181(CFS) for 0.060(Ac.) Total runoff = 0.486(CFS) Total area = 0.16(Ac.) Process from Point/Station 104.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 106.000 The following data inside Main Stream is listed: In Main Stream nuanber: 2 Stream flow area = 0.160(Ac.) Runoff from this stream = 0.486(CFS) Time of concentration = 7.08 min. Rainfall intensity = 5.473(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 19.880 0.486 1.000 * 0.928 * 7.95 7.08 1.000 * 1.000 * 5.080 5.473 19.880) -f 0.486) -f = 20.331 111 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail: oday@odayconsultants.com Website; www.cxlayconsultants.com Tel: 760.931.7700 Fax; 760.931.8680 1.000 * 0.891 * 19.880) + 1.000 * 1.000 * 0.486) -I- = 18.196 Total of 2 main streams to confluence: Flow rates before confluence point: 19.880 0.486 Maximum flow rates at confluence using above data: 20.331 18.196 Area of streams before confluence: 6.360 0.160 Results of confluence: Total flow rate = 20.331(CFS) Time of concentration = 7.949 min. Effective stream area after confluence = 6.520(Ac.) -f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-H-f-f-f-f+-f++-f-f-f-f-f-f-f4-4--f-f-f-f-f-f-f-f-f-f-f-f4--f+ Process from Point/Station 106.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 260.80(Ft.) Downstream point/station elevation = 260.40(Ft.) Pipe length = 43.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 20.331(CFS) Nearest conputed pipe diameter = 24.00(In.) Calculated individual pipe flow = 20.331(CFS) Normal flow depth in pipe = 16.08(In.) Flow top width inside pipe = 22.57(In.) Critical Depth = 19.41(In.) Pipe flow velocity = 9.10(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 8.03 min. Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.520(Ac.) Runoff from this stream = 20.331(CFS) Time of concentration = 8.03 min. Rainfall intensity = 5.048(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 202.000 to Point/Station 204.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 Izo O'Day Consuttants Inc. E-mail; (xlay@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odaycransultants.com Carlsbad. California 92008-6603 Tel: 760.931.7700 Fax; 760.931.8680 [SINGLE FAMILY area type ] Initial subarea flow distance = 135.00(Ft.) ' Highest elevation = 272.70(Ft.) Lowest elevation = 271.35(Ft.) Elevation difference = 1.35(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 11.50 min. TC = [1.8*(l.l-C)*distance''.5)/(% slope^(l/3)] TC = [1.8*(l.l-0.5500)*(135.00^.5)/( l.OO'^ (1/3) ]= 11.50 Rainfall intensity (I) = 4.002 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.550 Subarea runoff = 0.352(CFS) Total initial stream area = 0.160(Ac.) Process from Point/Station 204.000 to Point/Station 206.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 271.350(Ft.) End of street segment elevation = 264.950(Ft.) Length of street segment = 350.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.925(CFS) Depth of flow = 0.202(Ft.), Average velocity = 2.195(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.288(Ft.) Flow velocity = 2.19(Ft/s) Travel time = 2.66 min. TC = 14.16 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Rainfall intensity = 3.500(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 1.001(CFS) for 0.520(Ac.) Total runoff = 1.353(CFS) Total area = 0.68(Ac.) Street flow at end of street = 1.353(CFS) Half street flow at end of street = 0.677(CFS) Depth of flow = 0.226(Ft.), Average velocity = 2.253(Ft/s) Flow width (from curb towards crown)= 4.448(Ft.) 12-1 O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carlsbad, California 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 Process from Point/Station 206.000 to Point/Station **** SUBAREA FLOW ADDITION **** 206.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Time of concentration = 14.16 min. Rainfall intensity = 3.500(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 1.675(CFS) for 0.870(Ac.) Total runoff = 3.028(CFS) Total area = 1.55(Ac.) Process from Point/Station 206.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 263.00(Ft.) Downstream point/station elevation = 260.40(Ft.) Pipe length = 80.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.028(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.028(CFS) Normal flow depth in pipe = 6.43(In.) Flow top width inside pipe = 8.13(In.) Critical depth could not be calculated. Pipe flow velocity = 8.97(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 14.31 min. i-f-f-i- 108.000 Process from Point/Station 108.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 108.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.550 (Ac.) Runoff from this stream = 3.028(CFS) Time of concentration = 14.31 min. Rainfall intensity = 3.477(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 20.331 3.028 Qmax(2) = 1.000 * 1.000 * 0.689 * 8.03 14.31 1.000 * 0.561 * 1.000 * 5.048 3.477 20.331) -f 3.028) + 20.331) + 22.030 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants,com Website: www.odayconsultants.com Tel: 760.931.7700 Fax; 760.931.8680 1.000 * 1.000 * 3.028) -f = 17.032 Total of 2 main streams to confluence: Flow rates before confluence point: 20.331 3.028 Maximum flow rates at confluence using above data: 22.030 17.032 Area of streams before confluence: 6.520 1.550 Results of confluence: Total flow rate = 22.030(CFS) Time of concentration = 8.027 min. Effective stream area after confluence = 8.070(Ac.) Process from Point/Station 108.000 to Point/Station 110.000 ***• PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 260.40(Ft.) Downstream point/station elevation = 217.10(Ft.) Pipe length = 590.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 22.030(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 22.030(CFS) Normal flow depth in pipe = 10.62(In.) Flow top width inside pipe = 17.71(In.) Critical depth could not be calculated. Pipe flow velocity = 20.29(Ft/s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 8.51 min. Process from Point/Station 110.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstrecim point/station elevation = 217.10(Ft.) Downstream point/station elevation = 215.40(Ft.) Pipe length = 75.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 22.030 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 22.030(CFS) Normal flow depth in pipe = 13.97(In.) Flow top width inside pipe = 19.82(In.) Critical Depth = 19.67(In.) Pipe flow velocity = 12.97(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 8.61 min. Process from Point/Station 108.000 to Point/Station 112.000 **** STREET FLOW TRAVEL TIME -(- SUBAREA FLOW ADDITION **** 123 O'Day Consultants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www,odayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Top of street segment elevation = 262.200(Ft.) End of street segment elevation = 217.300(Ft.) Length of street segment = 590.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is ori [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) 0.020 0.0150 0.0150 23.313(CFS) 7.086(Ft/s) 10.00 min. Slope from curb to property line (v/hz) Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = Manning's N from grade break to crown = Estimated mean flow rate at midpoint of street Depth of flow = 0.385(Ft,), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.420(Ft.) Flow velocity = 7.09(Ft/s) Travel time = 1.39 min. TC = Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (SINGLE FAMILY area type Rainfall intensity = 4.382(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.550 Subarea runoff = 2.265(CFS) for 0.940(Ac.) Total runoff = 24.295(CFS) Total area = 9.01(Ac.) Street flow at end of street =» 24.295 (CFS) Half street flow at end of street = 12.148(CFS) Depth of flow = 0.389(Ft.), Average velocity - 7.155(Ft/s) Flow width (from curb towards crown)= 12.631(Ft.) ] Process from Point/Station 112.000 to Point/Station **** SUBAREA FLOW ADDITION **** 112.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Time of concentration = 10.00 min. Rainfall intensity = 4.382(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 4.362(CFS) for 1.810(Ac.) Total runoff = 28.657(CFS) Total area = 10.82(Ac.) Process from Point/Station 112.000 to Point/Station **** SUBAREA FLOW ADDITION **** O'Day Consuttants Inc. 2710 Loker Avenue West. Suite 100 Carisbad. Califomia 92008-6603 E-mail; oday@odayconsultants.com Website: www.odaycxjnsultants.com Tel: 760.931.7700 Fax: 760.931.8680 112.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Time of concentration = 10.00 min. Rainfall intensity = 4.382(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 3.760(CFS) for 1.560(Ac.) Total runoff = 32.417(CFS) Total area = 12.38(Ac.) Process from Point/Station 112.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 114.000 Upstream point/station elevation = 215.40(Ft.) Downstream point/station elevation = 214.45(Ft.) Pipe length = 95.00(Ft.) Manning's N= 0.011 No. of pipes = 1 Required pipe flow = 32.417(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 32.417(CFS) Normal flow depth in pipe = 19.76(In.) Flow top width inside pipe = 23.92(In.) Critical Depth = 23.48(In.) Pipe flow velocity = 10.40(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 10.15 min. Process from Point/Station 114.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** l-H-f 116.000 Upstream point/station elevation = 214.45(Ft.) Downstream point/station elevation = 175.00(Ft.) Pipe length = 90.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 32.417(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 32.417(CFS) Normal flow depth in pipe = 8.73(In.) Flow top width inside pipe = 14.80(In.) Critical depth could not be calculated. Pipe flow velocity = 43.71(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.18 min. End of conputations, total study area = 12.38 (Ac.) /2S O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail: oday@cxlayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology raanual Rational Hydrology Study Date: 02/06/01 VILLAGE X T.M. HYDROLOGY STUDY SYSTEM 400 JAN. 25, 2001 J.N. 98-1020 BY: eso FILE: VLX400 ********* Hydrology Study Control Information ********** O'Day Consultants, Sam Diego. California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) - 2.600 24 hour precipitation(inches) - 4.300 Adjusted 6 hour precipitation (inches) - 2.600 P6/P24 - 60.5% San Diego hydrology manual 'C values used Runoff coefficients by rational method -f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f+-f-f-f-f-f-f+-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f+-f-f-f-f-f-f-f-f+ Process from Point/Station 402.000 to Point/Station 404.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Initial subarea flow distance = 100.00(Ft.) Highest elevation - 272.70(Ft.) Lowest elevation - 271.70(Ft.) Elevation difference - 1.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 9.90 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-0.5500)*(100,00*.5)/( 1.00*(l/3)]- 9.90 Rainfall intensity (I) = 4.409 for a 100.0 year storra Effective runoff coefficient used for area (Q-KCIA) is ,C - 0.550 Subarea runoff - 0.461(CFS) Total initial stream area = 0.190(Ac.) Process from Point/Station 404.000 to Point/Station 406.000 **** STREET FLOW TRAVEL TIME -f SUBAREA FLOW ADDITION **** O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carisbad, Califomia 92008-6603 Tel; 760.931.7700 Fax: 760,931.8680 Top of street segment elevation - 271.350(Ft.) End of street segraent elevation - 257.600(Ft.) Length of street segraent - 275.000(Ft.) Height of curb eibove gutter flowline « 6.0 (In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break » 18.500(Ft.) Slope frora gutter to grade break (v/hz) - 0.020 Slope frora grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line - 10.000(Ft.) 0.020 0.0150 0.0150 0.934(CFS) 4.316(Ft/s) Slope from curb to property line (v/hz) Gutter width - 1.500(Ft.) Gutter hike from flowline - 2,000(In,) Manning's N in gutter - 0.0130 Nanning's N from gutter to grade break Nanning's N from grade break to crown Estimated mean flow rate at midpoint of street - Depth of flow - 0.155(Ft.), Average velocity - Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Plow velocity - 4.32(Ft/s) Travel time - 1.06 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [SINGLE FANILY area type Rainfall intensity - 4.129(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, C Subarea runoff - 0.886(CFS) for 0.390(Ac.) Total runoff » 1.346(CFS) Total area Street flow at end of street - 1,346(CFS) Half street flow at end of street = 0,673(CFS) Depth of flow - 0.194(Ft.), Average velocity - 3,666(Ft/s) Flow width (frora curb towards crown)- 2,849(Ft.) TC = 10.96 min. . 0.000 . 0.000 B 0.000 - 1.000 ] 0.550 0.58(Ac.) Process from Point/Station 406.000 to Point/Station **** SUBAREA PLOW ADDITION **** 406,000 Decimal fraction soil group A - 0,000 Decimal fraction soil group B - 0,000 Deciraal fraction soil group C - 0,000 Deciraal fraction soil group D - 1.000 [SINGLE FANILY area type Time of concentration - 10. ] .96 min. Rainfall intensity - 4.129(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 2.816(CFS) for 1.240(Ac.) Total runoff - 4.162(CPS) Total area - 1.82(Ac.) Process from Point/Station 406.000 to Point/Station **** SUBAREA FLOW ADDITION ••** 12.7 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Calitornia 92008-6603 E-mail: oday@odayconsultants.com Website; www.cxlayconsultants.com Tel; 760.931.7700 Fax: 760.931.8680 406.000 Decimal fraction soil group A = 0.000 Deciraal fraction soil group B - 0.000 Decimal fraction soil group C - 0,000 Decimal fraction soil group D - 1,000 [SINGLE FANILY area type ] Time of concentration - 10.96 min. Rainfall intensity - 4.129(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 0.659(CFS) for 0.290 (Ac.) Total runoff - 4.821(CFS) Total area - 2.11(Ac.) End of conputations, total study area - 2.11 (Ac.) 125 O'Day ConsuKants Inc. E-mail: oday@odayconsultanls,com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760,931,7700 Fax; 760,931.8680 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology raanual Rational Hydrolcsgy Study Date: 03/16/01 VILLAGE X T.N. HYDROLOGY STUDY SYSTEN 500, 600, 700, & 900 MARCH 16. 2001 J.N. 98-1020 BY: CSO FILE: VLX500 ********* Hydrology Study Control Information ********** O'Day Consultants. San Deigo. California - S/N 10125 Rational hydrology study storm event year is 100.0 Nap data precipitation entered: 6 hour, precipitation(inches) - 2.600 24 hour precipitation(inches) - 4,300 Adjusted 6 hour precipitation (inches) - 2.600 P6/P24 - 60.5% San Diego hydrology meuiual 'C values used Runoff coefficients by rational method Process from Point/Station 502.000 to Point/Station 504.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Initial subarea flow distance - 110.00(Ft.) Highest elevation - 221.50(Ft.) Lowest elevation - 212.00(Ft.) Elevation difference - 9.50(Ft.) Time of concentration calculated by the urban areas overland flow methcid (App X-C) - 5.06 rain. TC » [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC - [1.8*(l.l-0.5500)*(110.00*.5)/( 8.64*(l/3)]- 5.06 Rainfall intensity (I) - 6.797 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.550 Subarea runoff - 0.299(CFS) Total initial streara area - 0.080(Ac) Process from Point/Station 504,000 to Point/Station 506.000 **** STREET FLOW TRAVEL TINE -f SUBAREA FLOW ADDITION **** O'Day Consultants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 WebSite; www,odayconsultants.com Cartsbad. Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Top of street segment elevation - 212.000(Ft.) End of street segment elevation - 209.600(Ft.) Length of street segment - 235.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break - 18.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) » 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width » 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Nanning's N in gutter - 0.0130 Nauming's N from gutter to grade break - 0.0150 Nanning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - Depth of flow - 0.145(Ft.), Average velocity - Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Pt.) Plow velocity - 1.87(Pt/s) Travel time - 2.10 rain. TC - 7.16 min. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Deciraal fraction soil group D - 1.000 [SINGLE FANILY area type ] Rainfall intensity = 5.436(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method.Q-KCIA, C Subarea runoff - 1.136(CFS) for 0.380(Ac.) Total runoff - 1.435(CPS) Total area - 0.46(Ac Street flow at end of street « 1.435(CFS) Half street flow at end of street - 0.718(CFS) Depth of flow - 0.247(Ft.), Average velocity - 1.774(Ft/s) Flow width (frora curb towards crown)- 5.495(Ft.) 0.356(CFS) 1.869(Ft/s) 0.550 ) Process frora Point/Station 506.000 to Point/Station **** SUBAREA PLOW ADDITION **** 506.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Deciraal fraction soil group C - 0.000 Deciraal fraction soil group D - 1.000 [SINGLE FANILY area type Tirae of concentration - 7, ] ,16 min. Rainfall intensity - 5.436(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - Subarea rvinoff - 1.794 (CFS) for 0.600 (Ac.) Total runoff - 3.229(CFS) Total area - 1.06(Ac.) 0.550 Process from Point/Station 506.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** IZO O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Cartsbad, California 92008-6603 E-mail; oday@odayconsultants.com Website; www.odaycxjnsultants.com Tel; 760.931.7700 Fax: 760.931.8680 508.000 Upstream point/station elevation = 200.60(Ft.) Downstream point/station elevation = 199.50(Ft.) Pipe length - 45.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.229(CFS) Nearest conputed pipe diaraeter = 12.00(In.) Calculated individual pipe flow - 3.229(CFS) Normal flow depth in pipe » 5.93(In.) Flow top width inside pipe « 12.00(In.) Critical Depth - 9.23(In.) Pipe flow velocity - 8.34(Ft/s) Travel time through pipe - 0.09 min. Time of concentration (TC) » 7,25 min. Process frora Point/Station 508,000 to Point/Station **** CONFLUENCE OF NAIN STREANS **** 508.000 The following data inside Nain Stream is listed; In Nain Stream number: 1 Stream flow area - 1.060(Ac) Runoff from this stream » 3.229(CFS) Time of concentration - 7.25 min. Rainfall intensity - 5.392(In/Hr) Program is now starting with Nain Stream No, 2 Process frora Point/Station 602.000 to Point/Station **** INITIAL AREA EVALUATION **** 604.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1,000 [SINGLE FANILY area type ] Initial subarea flow distance - 100.00(Ft.) Highest elevation - 239.70(Ft.) Lowest elevation - 238.20(Ft.) Elevation difference - 1.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.65 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC - (1.8*(l.l-0.5500)*(100.00*.5)/( 1.50*(l/3)]- 8.65 Rainfall intensity (I) - 4,811 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0,550 Subarea runoff - 0,476(CFS) Total initial stream area - 0.180 (Ac) Process from Point/Station 604,000 to Point/Station **** STREET FLOW TRAVEL TINE -f SUBAREA FLOW ADDITION **** 606,000 Top of Street segraent elevation End of street segraent elevation 131 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 238,200(Ft,) 211,200(Ft,) E-mail; oday@odayconsultants.com Website: www,odayconsultants,com Tel; 760.931.7700 Fax; 760.931,8680 Length of street segraent - 775.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break - 18.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance frora curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) Gutter width = 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Nanning's N in gutter - 0.0130 Nanning's N from gutter to grade break Nanning's N from grade break to crown Estiraated raean flow rate at midpoint of street = Depth of flow = 0.223(Ft.), Average velocity - Streetflow hydraulics at midpoint of street travel: Halfstreet flow width « 4.337(Ft.) Flow velocity - 3.10(Ft/s) Travel time - 4.17 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Deciraal fraction soil group D [SINGLE FANILY area type 0.020 0.0150 0.0150 1.799(CFS) 3.095(Ft/s) TC 12.82 min. 0.000 0.000 0.000 1.000 ] Rainfall intensity - 3.732(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C Subarea runoff - 2.053(CFS) for 1.000(Ac.) Total runoff - 2.529(CFS) Total area Street flow at end of street - 2.529(CFS) Half street flow at end of street - 1.264(CFS) Depth of flow - 0.244(Ft.), Average velocity = 3.251(Ft/s) Flow width (from curb towards crown)- 5.352(Ft.) 0.550 1.18(Ac.) Process from Point/Station 606.000 to Point/Station **** SUBAREA FLOW ADDITION **** 606.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = l.OOO [SINGLE FANILY area type Time of concentration - 12 ] .82 min. Rainfall intensity = 3.732(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, C Subarea runoff - 4.516(CFS) for 2.200(Ac.) Total runoff - 7.044(CFS) Total area - 3.38(Ac. 0.550 Process from Point/Station 606.000 to Point/Station **** SUBAREA PLOW ADDITION **** 606.000 Decimal fraction soil group A - 0.000 /32. O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, California 92008-6603 E-mail; oday@odayconsultants.com Website; www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Time of concentration - 12.82 rain. Rainfall intensity - 3.732(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 2.525(CFS) for 1.230(Ac.) Total runoff - 9.569(CFS) Total area - 4.61 (Ac.) -f-f-f-f-f-f-f-f-f-f+-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f+-f-f-f-f-f-f-f-f-f^ Process from Point/Station 606.000 to Point/Station 508.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Upstream point/station elevation - 201.20(Ft,) Downstream point/station elevation - 199.50(Ft.) Pipe length - 85.00(Ft.) Nanning's N - 0.011 No. of pipes - 1 Required pipe flow - 9.569(CFS) Nearest computed pipe diameter - 15.00(In.) Calculated individual pipe flow - 9.569(CFS) Norraal flow depth in pipe - 10.99(In.) Flow top width inside pipe - 13.27(In.) Critical Depth - 14.07(In.) Pipe flow velocity - 9.94(Ft/s) Travel time through pipe - 0.14 min. Tirae of concentration (TC) - 12.96 rain. •f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f+-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f Process frora Point/Station 508.000 to Point/Station 508.000 **** CONFLUENCE OF NAIN STREANS **** The following data inside Nain Streara is listed: In Nain Stream number: 2 Streara flow area - 4.610 (Ac.) Runoff from this stream - 9.569(CFS) Time of concentration - 12.96 min. Rainfall intensity - 3.705(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Qmeuc (1) Qraeix (2) 3.229 7.25 5.392 9.569 12,96 3.705 1.000 * 1.000 * 3.229) -f 1.000 * 0.559 * 9.569) -f - 8.578 0.687 * 1.000 * 3.229) -f 1.000 * 1.000 * 9.569) -f - 11.788 Total of 2 nain strearas to confluence: Flow rates before confluence point: 3.229 9.569 IBS O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 WebSite; VTOW,odayconsultants,com Cartsbad, Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Naximum flow rates at confluence using adjove data: 8.578 11.788 Area of streams before confluence: 1.060 4.610 Results of confluence: Total flow rate - 11.788(CFS) Time of concentration - 12.964 min. Effective stream area after confluence - 5.670(Ac.) Process from Point/Station 508.000 to Point/Station 510.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Instream point/station elevation - 199.50(Pt.) Downstream point/station elevation - 198.95(Ft.) Pipe length « 225.00(Ft.) Nanning's N - 0.011 No. of pipes - 1 Required pipe flow - 11.788(CFS) Nearest conputed pipe diameter - 24.00(In.) Calculated individual pipe flow - 11.788(CFS) Normal flow depth in pipe - 17.67(In.) Plow top width inside pipe - 21.15(In.) Critical Depth - 14.79(In.) Pipe flow velocity - 4.76(Ft/s) Travel time through pipe - 0.79 min. Time of concentration (TC) - 13.75 min. -f-f-f-f-f-f-f-f-f-I Process from Point/Station 510.000 to Point/Station 510.000 **** CONFLUENCE OF NINOR STREANS **** Along Nain Stream number: 1 in normal stream number 1 Streara flow area - 5.670(Ac.) Runoff from this stream = 11.788(CFS) Time of concentration » 13.75 rain. Rainfall intensity - 3.567(In/Hr) Process frora Point/Station 702.000 to Point/Station 704.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance - 100.00(Ft.) Highest elevation - 228.30(Ft.) Lowest elevation - 223.30(Ft.) Elevation difference - 5.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 5.79 min, TC - [l,8*(l,l-C)*distance*.5)/(% slope*(l/3)] /3H O'Day Consuttants Inc. E-mail: oday@odayconsullants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carisbad, Califomia 92008-6603 Tel; 760.931.7700 Fax; 760.931.8680 TC - [l,8*(l.l-0,5500)*(100.00*.5)/( 5.00*(l/3)]- 5.79 Rainfall intensity (I) - 6,232 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C > Subarea runoff = 0.651(CFS) Total initial stream area = 0.190 (Ac) 0.550 Process from Point/Station 704.000 to Point/Station **** STREET PLOW TRAVEL TIME -f SUBAREA FLOW ADDITION **** 706.000 Top of street segment elevation - 211.300(Ft.) End of street segment elevation - 206,700(Ft,) Length of street segment = 200,000(Ft,) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break - 18.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope frora curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Nanning's N in gutter - 0.0130 Nanning's N frora gutter to grade break - 0.0150 Nanning's N from grade break to crown - 0.0150 Estiraated mean flow rate at raidpoint of street - Depth of flow - 0.205(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width - 3.418(Ft.) Flow velocity - 2.46(Ft/s) 1.080(CFS) 2.461(Ft/s) TC 7.14 min. 000 000 000 000 ] Travel tirae - 1.35 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [SINGLE FANILY area type Rainfall intensity = 5.442(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA. C - Subarea runoff - 0.748 (CFS) for 0.250 (Ac) Total runoff - 1.400 (CFS) Total area - 0.44 (Ac) Street flow at end of street - 1.400(CFS) Half street flow at end of street - 0.700(CFS) Depth of flow - 0,221(Ft.), Average velocity = 2.503(Ft/s) Flow width (from curb towards crown)- 4.208(Ft.) 0.550 Process from Point/Station 706,000 to Point/Station **** SUBAREA FLOW ADDITION **** 706.000 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D 0.000 0.000 0.000 1.000 t3S O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail: oday@cxlayconsultants.com Website: www.odayconsultants.com Tel: 760,931,7700 Fax: 760.931.8680 [SINGLE FANILY area type ] Time of concentration - 7.14 min. Rainfall intensity - 5.442(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 3.233(CFS) for 1.080(Ac.) Total runoff = 4.632(CFS) Total area - 1.52(Ac.) Process from Point/Station 706.000 to Point/Station 510.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Upstream point/station elevation - 199.76(Ft.) Downstream point/station elevation - 198.95(Ft.) Pipe length - 40.63(Ft.) Nanning's N - 0.011 No. of pipes - 1 Required pipe flow - 4.632(CFS) Nearest conputed pipe diameter - 12.00(In.) Calculated individual pipe flow - 4.632(CFS) Normal flow depth in pipe - 7.97(In.) Flow top width inside pipe - 11.34(In.) Critical Depth - 10.74(In.) Pipe flow velocity - 8.37(Ft/s) Travel time through pipe - 0.08 min. Time of concentration (TC) - 7.22 min. -f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-^ Process from Point/Station 510.000 to Point/Station 510.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in norraal stream number 2 Stream flow area - 1.520 (Ac.) Runoff from this stream - 4.632(CFS) Tirae of concientration - 7.22 rain. Rainfall intensity « 5.403(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (rain) (In/Hr) Qraauc(l) Qraax(2) 11.788 13.75 3.567 4.632 7,22 5.403 1.000 * 1.000 * 11.788) -f 0.660 * 1.000 * 4.632) -f - 14.846 1.000 * 0.525 * 11.788) -f 1.000 * 1.000 * 4.632) -f - 10.825 Total of 2 strearas to confluence: Flow rates before confluence point: 11.788 4.632 Maucimura flow rates at confluence using above data: 14.846 10.825 Area of streams before confluence: 5.670 1.520 /30 O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 1(X) WebSite: vmvw.odayconsultants.com Carlsbad, Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Results of confluence: Total flow rate - 14.846(CFS) Time of concentration - 13.752 min. Effective stream area after confluence - 7.190 (Ac.) Process from Point/Station 510.000 to Point/Station 512.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Upstream point/station elevation - 198.95(Ft.) Downstream point/station elevation - 187.75(Ft.) Pipe length - 280.00(Ft.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow - 14.846(CFS) Nearest computed pipe diameter - 15.00(In.) Calculated individual pipe flow - 14.846(CFS) Norraal flow depth in pipe - 11.93(In.) Flow top width inside pipe - 12.10(In.) Critical depth could not be calculated. Pipe flow velocity - 14.18(Ft/s) Travel tirae through pipe - 0.33 rain. Time of concentration (TC) - 14.08 min. Process from Point/Station 512.000 to Point/Station 514.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 187.75(Ft.) Downstream point/station elevation - 187.45(Ft.) Pipe length - 30.00(Ft.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow - 14.846(CFS) Nearest conputed pipe diameter - 21.00(In.) Calculated individual pipe flow - 14.846(CFS) Normal flow depth in pipe - 14.11(In.) Flow top width inside pipe - 19.72(In.) Critical Depth = 17,14(In,) Pipe flow velocity = 8.63(Ft/s) Travel time through pipe - 0.06 min. Time of concentration (TC) - 14.14 min. -f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f+-f-f-f-f-f+-f-f-f-f-f-f-f-f+-f-f-f+-f-f-f-f-f-f-f-f-^ Process from Point/Station 506,000 to Point/Station 511.000 **** STREET FLOW TRAVEL TIME -f SUBAREA FLOW ADDITION **** Top of Street segment elevation = 209.600(Ft.) End of street segment elevation - 206.800(Ft.) Length of street segment - 280.000(Ft,) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break - 18.500(Ft.) Slope from gutter to grade break (v/hz) > 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 /37 O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.cxlayconsultants.com Carisbad, California 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 Gutter width - 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Nanning's N in gutter = 0.0130 Nanning's N from gutter to grade break = 0.0150 Nanning's N from grade break to crown - 0.0150 Estimated mean flow rate at raidpoint of street - 15.393(CFS) Depth of flow - 0.453(Ft.), Average velocity - 2.962(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 15.799(Ft.) Flow velocity - 2.96(Ft/s) Travel time - 1.58 min. TC - 15.71 min. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Deciraal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Rainfall intensity - 3.273(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 0.954(CFS) for 0.530 (Ac.) Total runoff - 15.800(CFS) Total area - 7.72(Ac.) Street flow at end of street - 15.800(CFS) Half street flow at end of street - 7.900(CFS) Depth of flow - 0.456(Ft.), Average velocity - 2.980(Ft/s) Flow width (from curb towards crown)- 15.963(Pt.) ++-f-^•f•f•f-f-f+-f-f-f•f-f-f-f-f•f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f* Process from Point/Station 511.000 to Point/Station 514.000 **** STREET FLOW TRAVEL TINE + SUBAREA FLOW ADDITION **** Top of street segment elevation - 206.800(Ft.) End of street segraent elevation - 196.500(Ft.) Length of street segment - 300.000(Ft.) Height of curb aQjove gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break - 18.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope frora curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike frora flowline - 2.000(In.) Nanning's N in gutter - 0.0130 Nanning's N from gutter to grade break - 0.0150 Nanning's N from grade break to crown - 0.0150 Estimated raean flow rate at midpoint of street - 16.230(CFS) Depth of flow - 0.389(Ft.), Average velocity - 4.799(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 12.603(Ft.) Flow velocity - 4.80(Pt/s) Travel time - 1.04 rain. TC - 16.76 rain. Adding area flow to street Deciraal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 I3S O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www,odayconsultants.com Carlsbad, Califomia 92008-6603 Tel; 760,931,7700 Fax: 760.931.8680 Deciraal fraction soil group D - 1.000 [SINGLE FANILY area type ] Rainfall intensity - 3.140(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational method,Q-KCIA. C - 0.550 Subarea runoff - 0.725(CFS) for 0,420 (Ac.) Total runoff - 16.525(CFS) Total area - 8.14(Ac.) Street flow at end of street - 16.525(CFS) Half street flow at end of street - 8.263(CFS) Depth of flow = 0.391(Ft.). Average velocity = 4.820(Ft/s) Flow width (from curb towards crown)- 12.696(Ft.) I--f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f Process frora Point/Station 514.000 to Point/Station 514.000 **** SUBAREA FLOW ADDITION **** Deciraal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Time of concentration - 16,76 min. Rainfall intensity - 3,140(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method.Q-KCIA, C - 0.550 Subarea runoff - 5.060(CFS) for 2.930(Ac.) Total runoff - 21.586(CFS) Total area - 11.07(Ac.) -f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f+-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f* Process from Point/Station 514,000 to Point/Station 516.000 **** PIPEFLOW TRAVEL TINE (Program estiraated size) **** Upstream point/station elevation - 187.45(Ft.) Downstream point/station elevation « 185.00(Ft.) Pipe length - 122.00(Ft.) Nanning's N - O.Oll No. of pipes - 1 Required pipe flow - 21.586(CFS) Nearest computed pipe diameter - 21.00(In.) Calculated individual pipe flow - 21.586(CFS) Norraal flow depth in pipe - 14.39(In.) Flow top width inside pipe - 19.51(In.) Critical Depth - 19.57(In.) Pipe flow velocity = 12.30(Ft/s) Travel time through pipe - 0.17 min. Time of concentration (TC) - 16.92 min. Process frora Point/Station 516.000 to Point/Station 516.000 **** CONFLUENCE OF NAIN STREANS **** The following data inside Nain Stream is listed: In Nain Streara nuraber: 1 Stream flow area - 11.070(Ac.) Runoff from this streara - 21.586(CFS) Tirae of concentration - 16.92 min. Rainfall intensity « 3.120(In/Hr) Program is now starting with Nain Stream No. 2 /31 O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carisbad. Califomia 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 Process from Point/Station 902.000 to Point/Station 904.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Initial subarea flow distance - 80.00(Ft.) Highest elevation - 270.30(Ft.) Lowest elevation - 269.40(Ft.) Elevation difference - 0.90(Ft.) Time of concentration calculated by the urbaui areas overland flow method (App X-C) - 8.51 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(1.1-0.5500)*( 80.00*.5)/( 1.13*(l/3)]- 8.51 Rainfall intensity (I) - 4.860 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.347(CFS) Total initial stream area - 0.130(Ac) Process from Point/Station 904.000 to Point/Station 906.000 **** STREET FLOW TRAVEL TINE -f SUBAREA FLOW ADDITION **** Top of street segment elevation = 269.400(Ft.) End of street segment elevation - 242.800(Ft.) Length of street segment - 240.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) » 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Nanning's N in gutter - 0.0130 Manning's N from gutter to grade break - 0.0150 Manning's N frora grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 1.096(CFS) Depth of flow - 0.142(Ft.). Average velocity - 6.055(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity » 6.05 (Ft/s) Travel time « 0.66 min. TC - 9,17 min. Adding area flow to street Decimal fraction soil group A - 0.000 Deciraal fraction soil group B - 0.000 Deciraal fraction soil group C - 0.000 Deciraal fraction soil group D - 1.000 [SINGLE FAMILY area type ] IHO O'Day Consuttants Inc. E-mail; oday@odayoonsultants.com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760.931.7700 Fax; 760.931.8680 Rainfall intensity - 4.631(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff = 1.426(CFS) for 0.560 (Ac.) Total runoff - 1,774(CFS) Total area - 0,69(Ac.) Street flow at end of street - 1,774(CFS) Half street flow at end of street - 0.887(CFS) Depth of flow - 0.183(Ft.). Average velocity - 5.678(Ft/s) Flow width (from curb towards crown)- 2.317(Ft.) Process from Point/Station 906.000 to Point/Station 906.000 **** SOTAREA FLOW ADDITION **** Decimal fraction soil group A - 0,000 Decimal fraction soil group B - 0,000 Decimal fraction soil group C - 0,000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Time of concentration - 9.17 min. Rainfall intensity - 4.631(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method.Q=KCIA. C - 0.550 Subarea runoff - 0.891 (CFS) for 0,350 (Ac) Total runoff = 2.665(CFS) Total area - 1.04(Ac.) Process from Point/Station 906.000 to Point/Station 910.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Upstream point/station elevation - 236.40(Ft.) Downstream point/station elevation - 208.00(Ft.) Pipe length = 350,00(Ft,) Nanning's N - 0.011 No. of pipes - 1 Required pipe flow - 2.665(CFS) Nearest computed pipe diameter - 9,00(In.) Calculated individual pipe flow - 2,665(CFS) Normal flow depth in pipe - 4.39(In.) Plow top width inside pipe - 9,00(In,) Critical Depth - 8.44(In,) Pipe flow velocity = 12.47(Ft/s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 9.64 rain. Process frora Point/Station 906.000 to Point/Station 910.000 **** STREET FLOW TRAVEL TINE -f SUBAREA PLOW ADDITION **** -Top of Street segraent elevation - 242.800(Ft.) End of street segraent elevation - 215.500(Ft.) Length of street segment - 350.000(Ft.) Height of curb aibove gutter flowline - 6.0 (In.) Width of half street (curb to crown) - 20.000(Ft.) Distance frora crown to crossfall grade break - 18.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) « 0.020 Street flow is on [2] side(8) of the street O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 WebSite: www,odayconsultants.com Carisbad, Califomia 92008-6603 Tel; 760.931.7700 Fax; 760,931.8680 Distance from curb to property line - 10.000(Pt.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Nanning's N in gutter - 0.0130 NeUining's N from gutter to grade break - 0.0150 Nanning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 3.255(CFS) Depth of flow - 0.235(Ft.). Average velocity = 4.750(Ft/B) Streetflow hydraulics at raidpoint of street travel: Halfstreet flow width - 4.900(Ft.) Flow velocity - 4.75(Ft/s) Travel time = 1.23 min. TC - 10.87 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0,000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Rainfall intensity - 4.151(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, C - 0.550 Subarea runoff - 1.050(CFS) for 0,460(Ac.) Total runoff - 3.716(CFS) Total area - 1.50(Ac.) Street flow at end of street - 3.716(CFS) Half street flow at end of street - 1.858(CFS) Depth of flow - 0.243(Ft.). Average velocity - 4.850(Ft/s) Flow width (from curb towards crown)- 5.297(Ft.) Process from Point/Station 910.000 to Point/Station 910.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Time of concentration - 10.87 rain. Rainfall intensity - 4.151(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff = 3.927(CFS) for 1.720(Ac.) Total runoff - 7.643(CFS) Total area - 3.22(Ac.) I--f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f Process from Point/Station 910.000 to Point/Station 912.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Upstream point/station elevation - 208.00(Ft.) ' Downstream point/station elevation - 204.00(Ft.) Pipe length - 85.00(Ft.) Nanning's N - 0.011 No. of pipes - 1 Required pipe flow - 7.643(CFS) Nearest conputed pipe diameter - 12.00(In.) Calculated individual pipe flow - 7.643(CFS) Normal flow depth in pipe - 8.39(In.) Flow top width inside pipe - ll.OKin.) IHZ. O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; w/ww.cxlaycxjnsultants.com Carisbad. Califomia 92008-6603 Tel; 760.931.7700 Fax; 760.931.8680 Critical depth could not be calculated. Pipe flow velocity - 13.02(Ft/s) Travel time through pipe - 0.11 min. Time of concentration (TC) - 10.98 min. Process from Point/Station 912.000 to Point/Station **** PIPEFLOW TRAVEL TINE (Program estimated size) **** 516.000 Upstream point/station elevation - 204.00(Ft.) Downstream point/station elevation = 185.00(Ft.) Pipe length - 220.00(Ft.) Nanning's N = 0.011 No. of pipes - 1 Required pipe flow = 7.643(CFS) Nearest conputed pipe diameter - 12.00(In.) Calculated individual pipe flow = 7.643(CFS) Normal flow depth in pipe = 6.82(In.) Flow top width inside pipe - 11.89(In.) Critical depth could not be calculated. Pipe flow velocity - 16.58(Ft/s) Travel time through pipe - 0.22 min. Time of concentration (TC) - 11.20 min. K-f-f-f-f-f-f-f-f-f-f-f-f-f Process frora Point/Station 516.000 to Point/Station 516.000 **** CONFLUENCE OF NAIN STREANS **** The following data inside Nain Stream is listed: In Nain Stream number: 2 Stream flow area - 3.220(Ac.) Runoff frora this stream - 7.643(CFS) Time of concentration - 11.20 min. Rainfall intensity - 4.072(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 21.586 2 7.643 Qmauc (1) - 1.000 * 0.766 * Qmauc(2) - 1.000 * 1.000 * 16.92 11.20 1.000 * 1.000 * 0.662 * 1.000 * 3.120 4.072 21.586) -f 7.643) -f 21.586) -f 7,643) -f 27.442 21.930 Total of 2 main streams to confluence: Flow rates before confluence point: 21.586 7.643 Neucimum flow rates at confluence using above data; 27.442 21.930 Area of strearas before confluence: 11.070 3.220 IH3 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 10O Carlsbad, Califomia 92008-6603 E-mail; cxlay@odayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 Results of confluence: Total flow rate « 27.442(CFS) Time of concentration - 16.922 min. Effective stream area after confluence 14.290(Ac.) f-f-f-f-f-f-f-f-f-f-f-f-f Process from Point/Station 516.000 to Point/Station 518.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Upstream point/station elevation - 185.00(Ft.) Downstreara point/station elevation - 178.40(Ft.) Pipe length - 90.00(Ft.) Nanning's N - 0.011 No. of pipes - 1 Recjuired pipe flow - 27.442 (CFS) Nearest computed pipe diameter - 18.00(In.) Calculated individual pipe flow - 27.442(CFS) Normal flow depth in pipe - 12,36(In.) Flow top width inside pipe - 16.70(In.) Critical depth could not be calculated. Pipe flow velocity « 21.21(Ft/s) Travel time through pipe - 0.07 rain. Tirae of concentration (TC) - 16.99 rain. Process frora Point/Station 911.000 to Point/Station **** STREET FLOW TRAVEL TINE -f SUBAREA FLOW ADDITION **** 913.000 Top of street segment elevation = 214.900(Ft.) End of street segment elevation - 211.300(Ft.) Length of street segment - 95.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break - 18.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance frora curb to property line - 10.000(Ft.) 0.020 0.0150 0.0150 Slope from curb to property line (v/hz) Gutter width - 1.500(Ft.) Gutter hike frora flowline - 2.000(In.) Nanning's N in gutter = 0.0130 Nanning's N from gutter to grade break Nanning's N from grade break to crown - Estimated mean flow rate at midpoint of street - Depth of flow - 0.442(Ft,), Average velocity - Streetflow hydraulics at midpoint of street travel Halfstreet flow width » 15,283(Ft.) Flow velocity « 5.65(Ft/s) Travel time - 0.28 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [SINGLE FANILY area type 27.557(CFS) 5,651(Ft/s) TC - » 0.000 m 0.000 = 0.000 - 1.000 17.27 min. ] IHH O'Day Consultants Inc. 2710 Loker Avenue West. Suite 100 Cartsbad, Califomia 92008-6603 E-mail: o<lay@o<jayconsultants.com Website; www.odayconsultants.com Tel: 760.931.7700 Fax; 760.931.8680 Rainfall intensity - 3.079(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C - Subarea runoff - 0,203(CFS) for 0.120 (Ac.) Total runoff - 27.645 (CFS) Total area - 14.41 (Ac) Street flow at end of street = 27.645(CFS) Half street flow at end of street » 13.823(CFS) Depth of flow B 0.443(Ft.), Average velocity - 5.655(Ft/s) Flow width (from curb towards crown)- 15.303(Ft.) 0.550 Process from Point/Station 913.000 to Point/Station **** STREET FLOW TRAVEL TINE -f SUBAREA FLOW ADDITION **** 518.000 Top of street segment elevation = 211.300(Ft.) End of street segment elevation - 191.100(Ft.) Length of street segment - 310.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance frora crown to crossfall grade break - 18.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope frora grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line - 10.000(Ft.) 0.020 0.0150 0.0150 28.058(CFS) 6.976(Ft/s) 18.01 rain. Slope from curb to property line (v/hz) Gutter width - 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Nanning's N in gutter - 0.0130 Nanning's N from gutter to grade break - Nanning's N from grade break to crown - Estimated mean flow rate at midpoint of street Depth of flow - 0.413(Ft.). Average velocity - Streetflow hydraulics at midpoint of street travel Halfstreet flow width - 13.815(Ft.) Flow velocity - 6.98(Ft/s) Travel time - 0.74 rain. TC Adding area flow to street Deciraal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type Rainfall intensity - 2.997(In/Hr) Runoff coefficient used for sub-area, Rational method'Q-KCIA~ C Subarea runoff - 0.709(CFS) for 0.430(Ac.) Total runoff - 28.354(CFS) Total area = Street flow at end of street = 28.354(CPS) Half street flow at end of street B 14.177(CFS) Depth of flow - 0.414(Ft.), Average velocity - 6.994(Ft/s) Flow width (frora curb towards crown)- 13.873(Ft.) ] for a 100.0 year storra 14.84(Ac.) 0.550 Process frora Point/Station 518.000 to Point/Station **** SUBAREA FLOW ADDITION **** 518.000 Deciraal fraction soil group A » 0.000 IH6 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail: oday@odayconsul1ants.com Website: www.cxlayconsultants.com Tel; 760.931.7700 Fax: 760.931.8680 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - I.OOO [SINGLE FAMILY area type ] Time of concentration - 18.01 min. Rainfall intensity - 2.997(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - Subarea runoff - 1.236(CFS) for 0.750(Ac.) Total runoff - 29.591 (CFS) Total area - 15.59 (Ac) 0,550 Process from Point/Station **** SUBAREA FLOW ADDITION **** 518,000 to Point/Station 518.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0,000 Decimal fraction soil group D - 1,000 [SINGLE FAMILY area type Time of concentration - 18. ] ,01 min. Rainfall intensity - 2.997(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - Subarea runoff - 0.181(CFS) for 0.110(Ac.) Total runoff - 29.772(CFS) Total area - 15.70(Ac.) 0.550 Process from Point/Station 518. **** SUBAREA FLOW ADDITION **** 000 to Point/Station 518.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0,000 Decimal fraction soil group D - 1,000 [SINGLE FANILY area type Tirae of concentration - 18, ] ,01 min. Rainfall intensity » 2.997(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - Subarea runoff - 0.033(CFS) for 0.020 (Ac.) Total runoff - 29,805(CFS) Total area - 15.72(Ac.) 0.550 -f-f-f-f-f-f-ff-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-ft-ft-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f^ Process from Point/Station 518.000 to Point/Station 520.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Upstream point/station elevation - 178.40(Ft.) Downstream point/station elevation - 174.50(Ft.) Pipe length - 50.00(Ft.) Nanning's N - 0.011 No. of pipes - 1 Recjuired pipe flow - 29.805 (CFS) Nearest computed pipe diameter - 18,00(In,) Calculated individual pipe flow - 29.805(CFS) Normal flow depth in pipe - 12,87(In.) Flow top width inside pipe - 16,25(In,) Critical depth could not be calculated. Pipe flow velocity - 22.06(Pt/s) IHCf O'Day Consuttants Inc. 2710Lokef Avenue West, Suite 100 Carisbad, Calilomia 92008-6603 E-mail; oday@odaycx)nsultants.com Website; www.odayconsultants.com Tel: 760.931.7700 Fax; 760.931.8680 Travel time through pipe - 0.04 min. Time of concentration (TC) - 18.05 min. End of conputations, total study area - 15.72 (Ac,) mi O'Day Consultants Inc. E-mail; oday@cxlayconsultants.com 2710 Loker Avenue West. Suite 100 Website: www.odayconsultants.com Carisbad. Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 -f-f-f-f-f-f-f-f+H Process from Point/Station 902.000 to Point/Station 904.000 **** INITIAL AREA EVALUATION **** Deciraal fraction soil group A - 0.000 Deciraal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Initial sxibarea flow distance - 80.00 (Ft.) Highest elevation - 270.30(Ft.) Lowest elevation = 269.40(Ft.) Elevation difference - 0.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.51 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(1.1-0.5500)*( 80.00*.5)/( 1.13*(l/3)]- 8.51 Rainfall intensity (I) - 4.860 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.347(CFS) Total initial stream area - 0.130 (Ac.) Process from Point/Station 904.000 to Point/Station 906.000 **** STREET FLOW TRAVEL TINE -f SUBAREA FLOW ADDITION **** Top of street segment elevation = 269.400(Ft.) End of street segment elevation - 242.800(Ft.) Length of street segraent - 240.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance frora crown to crossfall grade break » 18.500(Ft.) Slope frora gutter to grade break (v/hz) - 0.020 Slope frora grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Pt.) Gutter hike from flowline - 2.000(In.) Nanning's N in gutter - 0.0130 Nanning's N frora gutter to grade break - 0.0150 Nanning's N frora grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 1.096(CFS) Depth of flow - 0.142(Ft.). Average velocity - 6.055(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity - 6.05(Ft/s) Travel time - 0.66 min. TC - 9.17 min. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] IHO O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carisbad, California 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 Rainfall intensity = 4.631(In/Hr) for a 100.0 year stor^ Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - Subarea runoff = 1.426(CFS) for 0.560(Ac.) Total runoff - 1.774(CFS) Total area - 0.69(Ac.) Street flow at end of street - 1.774(CFS) Half street flow at end of street - 0.887(CFS) Depth of flow - 0.183(Ft.), Average velocity - 5.678(Ft/s) Flow width (from curb towards crown)- 2.317(Ft.) 0.550 Process from Point/Station 906.000 to Point/Station **** SUBAREA FLOW ADDITION **** 906.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type Time of concentration - 9. ] .17 rain. Rainfall intensity - 4.631(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C Subarea runoff - 0.891(CFS) for 0.350(Ac.) Total runoff - 2.665(CFS) Total area - 1.04(Ac. 0.550 Process from Point/Station . 906.000 to Point/Station **** PIPEFLOW TRAVEL TINE (Program estiraated size) **** 910.000 Upstream point/station elevation = 236.40(Pt.) Downstream point/station elevation - 208.00(Ft.) Pipe length - 350.00(Pt.) Nanning's N - 0.011 No. of pipes - 1 Required pipe flow - 2.665(CFS) Nearest computed pipe diameter - 9.00(In.) Calculated individual pipe flow - 2.665(CFS) Normal flow depth in pipe - 4.39(In.) Flow top width inside pipe - 9.00(In.) Critical Depth - 8.44(In.) Pipe flow velocity - 12.47(Ft/s) Travel time through pipe - 0.47 min. Time of concentration (TC) - 9.64 min. Process from Point/Station 906.000 to Point/Station **** STREET FLOW TRAVEL TINE -f SUBAREA FLOW ADDITION **** 910.000 -Top of street segment elevation - End of street segment elevation - Length of street segment - 350.000(Ft.) Height of curb above gutter flowline Width of half street (curb to crown) Distance from crown to crossfall grade break « 18.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street 242.800(Ft.) 215,500(Ft.) 6.0(ln.) 20.000(Ft.) IHI O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail; oday@odayconsultants,oom Website: w/ww,odayconsultants.com Tel; 760.931.7700 Fax; 760.931.8680 Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Manning's N in gutter - 0.0130 Manning's N frora gutter to grade break - 0.0150 Nanning's N frora grade break to crown - 0.0150 Estimated raean flow rate at raidpoint of street - 3.255(CFS) Depth of flow - 0.235(Ft.), Average velocity - 4.750(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 4.900(Ft.) Flow velocity = 4.75(Ft/s) Travel time - 1.23 rain. TC - 10.87 min. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - o.OOO Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Rainfall intensity - 4.151(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C - 0.550 Subarea runoff - 1.050(CFS) for 0.460(Ac.) Total runoff - 3.716(CFS) Total area - 1.50(Ac.) Street flow at end of street - 3.716(CFS) Half street flow at end of street - 1.858(CFS) Depth of flow - 0.243(Ft.), Average velocity - 4.850(Pt/s) Flow width (from curb towards crown)- 5.297(Ft.) Process from Point/Station 910.000 to Point/Station 910.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Time of concentration - 10.87 min. Rainfall intensity - 4.151(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff = 3.927(CFS) for 1.720(Ac.) Total runoff - 7.643(CFS) Total area = 3.22(Ac.) h-f H Process from Point/Station 910.000 to Point/Station 912.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Upstreara point/station elevation - 208.00(Ft.) Downstream point/station elevation - 204.00(Ft.) Pipe length - 85.00(Ft.) Manning's N - 0.011 No. of pipes « 1 Recjuired pipe flow - 7.643 (CFS) Nearest conputed pipe diameter - 12.00(In.) Calculated individual pipe flow - 7.643(CFS) Normal flow depth in pipe - 8.39(In.) Flow top width inside pipe - ll.OKin.) O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carisbad, California 92008-6603 Tel: 760,931,7700 Fax; 760.931.8680 Critical depth could not be calculated. Pipe flow velocity - 13.02(Ft/s) Travel time through pipe - 0.11 min. Tirae of concentration (TC) - 10.98 min. Process frora Point/Station 912.000 to Point/Station 516.000 **** PIPEFLOW TRAVEL TINE (Program estimated size) **** Upstream point/station elevation « 204.00(Ft.) Downstream point/station elevation = 185.00(Ft.) Pipe length - 220.00(Ft.) Nanning's N - 0.011 No. of pipes - 1 Recjuired pipe flow - 7.643 (CFS) Nearest conputed pipe diameter = 12.00(In.) Calculated individual pipe flow B 7.643(CFS) Normal flow depth in pipe - 6.82(In.) Flow top width inside pipe - 11.89(In.) Critical depth could not be calculated. Pipe flow velocity - 16.58(Ft/s) Travel time through pipe - 0.22 min. Time of concentration (TC) - 11.20 min. I--f-f-f-f-f-f-f-f-f Process frora Point/Station 516.000 to Point/Station 516.000 **** CONFLUENCE OF NAIN STREANS **** The following data inside Nain Stream is listed: In Nain Stream number: 2 Stream flow area - 3.220(Ac.) Runoff from this stream - 7.643(CFS) Time of concentration > 11.20 min. Rainfall intensity - 4.072(In/Hr) Suraraary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 21.586 16.92 3.120 2 7,643 11.20 4,072 Qmauc(l) - 1,000 * 1.000 * 21.586) -f 0,766 * 1.000 * 7.643) -f = 27.442 Qraauc(2) - 1.000 * 0.662 * 21,586) -f 1,000 * 1.000 * 7.643) -f = 21.930 Total of 2 raain streams to confluence: Flow rates before confluence point: 21.586 7.643 Naximum flow rates at confluence using above data: 27.442 21.930 Area of streams before confluence: 11.070 3.220 IHS O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carlsbad, Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Results of confluence: Total flow rate - 27.442(CFS) Time of concentration - 16.922 rain. Effective streara area after confluence 14.290(Ac.) f-ff-f-f-f-f-f-f-f-f-f-f Process from Point/Station 516.000 to Point/Station 518.000 **** PIPEFLOW TRAVEL TINE (Program estiraated size) **** Upstream point/station elevation - 185.00(Ft.) Downstream point/station elevation - 178.40(Ft.) Pipe length - 90.00(Ft.) Nanning's N - 0,011 No. of pipes - 1 Required pipe flow - 27.442(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow - 27.442(CFS) Normal flow depth in pipe - 12.36(In.) Flow top width inside pipe - 16.70(In.) Critical depth could not be calculated. Pipe flow velocity - 21.21(Ft/s) Travel time through pipe - 0,07 rain. Time of concentration (TC) - 16.99 rain. Process frora Point/Station 911.000 to Point/Station **** STREET PLOW TRAVEL TINE + SUBAREA FLOW ADDITION **** 913.000 Top of street segment elevation = 214.900(Ft.) End of street segraent elevation - 211.300(Ft.) Length of street segraent - 95.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break - 18.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line - 10.000(Ft.) 0.020 0.0150 0.0150 Slope from curb to property line (v/hz) Gutter width = 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Nanning's N in gutter - 0.0130 Nanning's N from gutter to grade break Manning's N from grade break to crown Estiraated raean flow rate at raidpoint of street Depth of flow - 0.442(Ft.), Average velocity - Streetflow hydraulics at midpoint of street travel Halfstreet flow width - 15.283(Ft.) Flow velocity - 5.65(Ft/s) Travel time - 0.28 rain. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [SINGLE FAMILY area type 27.557(CFS) 5.651(Ft/s) TC 17.27 rain. 0.000 0.000 0.000 1.000 ] IHH O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Cartsbad, California 92008-6603 E-mail; oday@oclayconsultants,com Website: www.odayconsultants.ccxn Tel; 760.931.7700 Fax: 760.931.8680 Rainfall intensity - 3.079(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, C - 0.550 Subarea runoff - 0.203(CFS) for 0.120(Ac.) Total runoff - 27.645 (CFS) Total area - 14.4KAc ) Street flow at end of street - 27.645(CFS) Half street flow at end of street - 13.823(CFS) Depth of flow - 0.443(Ft.), Average velocity = 5.655(Ft/s) Flow width (from curb towards crown)- 15.303(Ft.) Process frora Point/Station 913.000 to Point/Station **** STREET FLOW TRAVEL TIME -f SUBAREA FLOW ADDITION **** 518.000 Top of Street segment elevation - 211.300(Ft.) End of street segraent elevation - 191.100(Ft.) Length of street segment - 310.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break - 18.500(Ft Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) . 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line - 10.000(Ft, 0.020 0.0150 0.0150 Slope from curb to property line (v/hz) Gutter width - 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Manning's N in gutter - 0.0130 Nanning's N from gutter to grade break Nanning's N from grade break to crown - ^.v... Estiraated mean flow rate at midpoint of street Depth of flow - 0.413(Ft.), Average velocity - Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 13.815(Ft.) Plow velocity - 6.98(Ft/s) Travel time - 0.74 min. TC - 18.01 rain. Adding area flow to street Deciraal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Rainfall intensity - 2.997(In/Hr Runoff coefficient used for sub-area, Subarea runoff - 0.709(CFS) for Total runoff - 28.354(CFS) Street flow at end of street ) 28.058(CFS) 6.976(Ft/s) for a 100.0 year storm Rational method,Q-KCIA, C - 0.550 0.430 (Ac.) Total area - 14.84(Ac.) 28.354(CFS) Half street flow at end of street - 14.177(CFS) Depth of flow - 0.414(Ft.), Average velocity - 6.994(Ft/s) Flow width (from curb towards crown)- 13.873(Ft.) Process frora Point/Station 518.000 to Point/Station **** SUBAREA FLOW ADDITION **** i"f-f-f-f-f 518.000 Decimal fraction soil group A - 0.000 1^6 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail: oday@odayconsultams.com Website: www.odayconsultants.com Tel; 760.931.7700 Fax; 760.931.8680 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Deciraal fraction soil group D - 1.000 [SINGLE FANILY area type ] Time of concentration - 18.01 min. Rainfall intensity « 2.997(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational raethod.Q-KCIA, C - Subarea runoff - 1.236(CFS) for 0.750(Ac.) Total runoff = 29.59l(CFS) Total area - 15.59(Ac.) 0.550 -f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f* Process frora Point/Station 518.000 to Point/Station 518.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0,000 Decimal fraction soil group C - 0,000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type Time of concentration - 18 ] 01 mm. Rainfall intensity - 2.997(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 0.181(CFS) for 0.110(Ac.) Total runoff - 29.772(CPS) Total area - 15.70(Ac.) -f-f-f-f-f+-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f* Process from Point/Station 518,000 to Point/Station 518.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Deciraal fraction soil group D - 1.000 [SINGLE FANILY area type Time of concentration - 18. ] ,01 min. Rainfall intensity - 2.997(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method.Q-KCIA. C - Subarea runoff - 0.033(CFS) for 0.020(Ac.) Total runoff - 29.805(CFS) Total area - 15.72(Ac.) 0.550 Process frora Point/Station 518.000 to Point/Station **** PIPEFLOW TRAVEL TINE (Program estiraated size) **** 520.000 Upstream point/station elevation - 178,40(Ft,) Downstream point/station elevation - 174,50(Ft,) Pipe length - 50,00(Ft,) Nanning's N - 0.011 No. of pipes - 1 Required pipe flow - 29,805(CFS) Nearest conputed pipe diaraeter - 18.00(In.) Calculated individual pipe flow - 29.805(CFS) Normal flow depth in pipe - 12.87(In.) Flow top width inside pipe - 16.25(In.) Critical depth could not be calculated. Pipe flow velocity - 22.06(Ft/s) IHC^ O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Caristiad, California 92008-6603 E-mail: oclay@cxlayconsultants,com Website; www.cxlayconsultants.com Tet: 760.931.7700 Fax; 760.931.8680 Travel time through pipe - 0.04 min. Time of concentration (TC) - 18.05 rain. End of conputations. total study area - 15.72 (Ac.) HI O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.cxlayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760,931.7700 Fax: 760.931.8680 SECTION 7