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HomeMy WebLinkAboutCT 01-06; CALAVERA HILLS VILLAGE X; DRAINAGE STUDY CALAVERA HILLS VILLAGE X; 2003-04-03DRAINAGE 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 AVest, Suite 100 Carlsbad, Califomia 92008-6603 Tel: (760)931-7700 Fax: (760)931-8680 Keith Hansen RCE 60223 5^ Exp. 06/30/04 O'Day Consultants Inc. E-maii: oday@oclayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carlsbad, Califomia 92008-6603 Tel: 760.931,7700 Fax: 760.931.8680 SECTION 1 TABLE OF CONTENTS INTRODUCTION PvupDse of Study Scope STUDY AREA Soils Groups Land Uses HYDROLOGY Rational Method Description Program Process CONCLUSION SECTION 2 SECTION 3 SECTION 4 Vicinity Map 3 Runoff CoefRcients 4 Isopluvial M^s lOO-Year, 6-Hour 5 lOO-Year, 24-Hour ..^^^ 6 Intensity-Duration Design Chart - Appendix XI-A 7 San Diego County Soils Interpretation Study '. . g Urban Areas Overland Time of Flow Curves - Appendix X-C 9 Nomograph for Detemiination of Tc for Natural Watersheds - Appendix X-A ^ Inlet Calculation Fonnulas 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 IOO Carlsbad, Caiifornia 92008-6603 E-mail: oday@odayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931,8680 SECTION 6 Hydrology -100 year Analysis of Mass Graded Condition 109 (portion of the proved Hydrology Study for CT 00-02 that covers Village X, including Exhibit M) Total number of pages 147 SECTION? Exhibit A On-Site Drainage Map - Proposed Exhibit B Improvement Plans Dwg Sheets 13 - IS Exhibit M 100-Scale Composite ofthe Tentative Maps Villages U,W,X,Y O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West. Suite 100 Website: www.odayconsultants.com Carisbad. Caiifornia 92008-6603 Tel: 760.931.7700 Fax: 760.931,8680 SECTION 1 INTRODUCTION PurposeofStudy This drainage stu^ was prepared to detennine the runoff quantities for our site. Scope This study anafyzes the lOO-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. LandUse For proposed conditions, single fiunify land use was utilized for Calavera Hills-Village X site and multi-femify land use for flows coming from the Calavera Village Y site. HYDROLOGY The rational method for storm water runoff was used for this study according to the County of San Diego Hydrobgy Manual and Design Procedure ManuaL Rational Method Description The rational method, as described in the 1985 San Diego County Flood Control/Hydrology Manual, is used to estimate sur&ce runoff flows. The basic equation: Q = CIA C = runoff coefficient (varies with surfece) I = intensity (varies with time of concentration) A = area in acres For the 1 OO-year design storm, the corresponding 6-hour rainfell amount is 2.6 inches. A compvAer program developed by CivilCADD/CIVILDESIGN Engineering Software © 1993, Version 3.2, was used to determine the times of concentration and cone^ndtn^ intensities and flows for the various hydrobgical processes performed in this model This program also detennines 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 Program Process The rational method program is a conq)uter-aided design program where the user develops a node link model of the watershed. Devek>pii% indqpoident node Unk models of each interior watershed and linking these submodels together at confli»nce points create the node link model The program has the capeibMy of performing calculations for 11 different hydrologic and hydraulic processes. These processes are assigned and printed in the output. They are as foUows: 1. Initial sub-area iiq>ut, top of stream. 2. Street flow through sulv-area, inchides sub-area runoff. 3. Addition ofrunofffrom sub-area to stream. 4. Street inlet and paraUel street and p^flow and area. 5. FipeQow travel time (program estimated p^ size). 6. Pqwflow travel time (user-specified pipe size). 7. Im|»oved channel travel - /urea add option. 8. Irregular channel travel time - Area add optioa 9. User-^)ecified entry of data at a point. 10. Confluence at downstream point m current stream. 11. Confluence of main streams. CONCLUSION We analyzed the on-site Storm Drain systems and based on our results we concluded that: For the 1 OO-year storm The total proposed Q for System "100" = 29.06 cfe The total pioposed Q for System "200" = 1.34 cfe The total proposed Q for System "300" = 31.92 cfe Con:9>aring these systems to the mass graded condition (see section 6 for reference to this existing study), the runoff from the proposed site does not significantly increase the flows to the existing down stream systems. The conchisions for the mass graded she where as foUows: For the 1 OO-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 VUlage 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^roj\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, Califomia 92008-6603 Tel: 760,931.7700 Fax: 760,931,8680 SECTION 2 an OF ocEANaK HICHWAYj..,^® NOT TO SCALE an OF WSTA PACinc \ OCEAN \ an OF SAN UARCOS FNOMTAS VICINITY UAP NO SCALE 3 O'Day Consultants Inc. 2710 Loker Avenue West. Suite 100 Carisbad, California 92008-6603 E-mail; oday@odayconsultants,com Website: vi/ww.odayconsultants.com Tel: 760.931,7700 Fax: 760.931,8680 RUNOFF COEFFICIENTS (RATIONAL METHOD) y^iOUSE Coefficient. C Soil Group (1) A B C D Undeveloped .30 .35 .40 .45 Residential: .lural .30 .55 .40 Single Faaily .40 .45 .50 €> Multi-Units .45 .50 .60 . 70 Mobile Homes (2) .45 .50 .55 .65 Conunercial (2) 30% Impervious .70 .75 .80 .35 Industrial (2) 90% Impervious .80 .85 .90 .95 .NOTES: CD 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 O.SO. For example: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = |° X 0.85 = 0.5."> O'Day Consultants Inc. E-mail; oday@odayconsultants,com .\P?Ei\'DIX 1\ 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 COUffTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOO COffTROL 1G9-YEAR 6-K0U|{ PRECIPITATIOri ni.y ISOPLUVIALS IOF lOO-YEAR 6-HOUR PriECIFiTATIOri Ki EMTHS OF AN liiGII U.S. OEPARmENlr OF COMMERCE HATIOMAL OCKAKie ANO ATsjoSPIieNIC AOKMISTRATION iPKCiAb rrvoies BRANCH, OFPICK OF HIOROLOGV. NATIONAL VSATHER tsRvics pi o ^ a > 5' S sll si ^ COUNTY OF SAN DIEGO OEPARTMENT OF SANITATION FLOOO CONTROL 30' 15' 33' U.S. DEPARTMENII NATIONAL OCIiAMC ANO AT SPECIAt. STUOICS bKANCII, OFFICK OP II 30' H lOO-YEAR 24-HOljR PRECIPITATION ^2fl.^lS0PLUVIALS OF 100 -VEAR 24-HOUB PnECiPiTATiOtJ IM ^91 ENTHS OF AN INCH I nir INTENSITY-DUj^ION DESIGN CHART TXETFrrnifhTIi Directions for Application: 1) From precipitation naps detennine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed In the County Hydrolc Manual (10, 50 and 100 yr. maps Included In Oesign and Procedure Manual). 2) Adjust 6 hr. precipitation (If necessary) so that It Is within the range of 45X 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 2^0__JT. 1) Pe • 2./^ in.. P24- y>3 . *P6 • 2) Adjusted *Pg- _ 3) tg » min. 4) I • ^in/hr. 24 in. *Not Applicable to Desert Region V guana A vpA RLSBAD / s 0 A G UV? 0 '^gi/a Hediond* A H :E 0 I 0 N D A U^S^A/ ^^£^S OI/S^LAA/l> T/A4S OF FLOW CUJ^i/es ' AO y. DESIGN My^NUAL ^ ^""ry'"' il^111 I lii' ^ i rrnil- nrlT.- icx^t/HSitim^jol^/6^ 2710 LokerAvenueWest. Suite 100 Q Website: www.odayconsultants.com 'Tel: APPENDIX X-C Caristiad, California 92008-6603 : 760,931.7700 Fax; 760.931.8680 fee/ —soaa —-'4aaa —laoo —zooo £Qa/9r/o/if /e • ^/Tte of eef7cen//vt^/en L » len^M of yifu/er:sAed ff ' Oi/ferenca /n a/eva.//an a/enff ef feef/ire sJooo //ng (See/9fipenAxX-ei>-r- M//es 900 - BOO - 70O - Sde \ '-soo ^\ /o— '300 2//0 '/OO \ \ \ 4- J- \ \ - \- 'SO •¥0 ^30 — ZO as— NOTE |FOR NATURAL WATERSHEDS I ADD TEN MINUTES TO ! \ COMPLTTED TIME OF CON- 1 1 CENTRATION. \ — /O —-5 •SOOO ^JOO^ \ — 200O — /SOO — f600 — /400 — /^oo — /ooo — 900 — aoo — FOO — 600 -SOO • *00 lOO 200 \ \ Affftufes i40 /BO - /£0 /OO 90 BO 70 "to -SO '40 — 30 . -20 /a /4 '/4 — /2 /O 9 -a 7 •6 — 4- — 3 APPENDIX X-A A-10 Rev. 5/81 INLET CALOJLATIONfOBMQLAS (^j^ Street liald Condzmons Grade Q«0.7LCi+y) 3a .... 0.7(jL+y)^ wbexe j * deptb of flow in appcoach guner in feet a a depth of depiessknof flow line at inlet in feet L «length of clear opening in feet (pox. 30 feet) Q aflowinCFS Street Inlet Samp Condition where L « leogih of clear opening in feet Q - flow in CFS II 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 SECTION 3 O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Caristiad, Califomia 92008-6603 Tel: 760.931.7700 Fax; 760.931.8680 (( San Diego County Rational Hydrology Program CIVILCADD/CIVILDESiaN 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:VLX01 ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, Califomia - 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 Dlego hydrology manual 'C values used Rxmoff coefficients by rational method Process from Point/Station 98.000 to Point/Station **** USER DEFINED PLOW 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) - 5.211 for a 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) ] 100.0 year storm • Process from Point/Station 98.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 100.000 Instream 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.) /2- O'Day Consultants Inc. 2710 LokerAvenueWest. Suite 100 Caristiad, Califomia 92008-6603 E-mail: oday@odayconsultants.com Wet)site: www.odayconsultants.com Tel; 760.931.7700 Fax: 760,931,8680 Critical Depth - 19.22(In.) Pipe flow velocity « 22.01(Pt/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 - 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) Nonnal 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 urbam areas overland flow method (App X-C) - 15.76 min. TC - tl.8*(l.l-C)*distance*.5)/(% slope*(l/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 nmoff - 3.764(CFS) Total initial stream area - 2.560(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 Process from Point/Station 106.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 108.000 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) Normal flow depth in pipe - 3.74(In.) Plow 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 **** CONFLUENCE OF MINOR STREAMS •*** 108.000 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 **** INITIAL AREA EVALUATION **** 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 ] Initial subarea flow distance - 120.00(Ft.) Highest elevation - 272.50(Ft.) Lowest elevation - 271.01(Pt.) Elevation difference - 1.49(Ft.) Time of concentration calculated by the urban areas overland flow method (J^p X-C) - 10.09 min. TC - [1.8*(1.1-C)distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-0.5500)*(120.00*.5)/( l,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 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ***• 108.000 Top of Street segment elevation - Bnd of street segment elevation « 271.010(Ft.) 258.140(Ft.) 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 Length of street segment - 440.000(Pt.) 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(Pt.) 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 - 0.280(Ft.), Average velocity - Streetflow hydraulics at midpoint of street travel Halfstreet flow width - 7.177(Ft.) Plow 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 - 1.000 [SINGLE FANILY area type 2.048(CFS) 3.316(Ft/s) 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 - Street flow at end of street - 3.277(CPS) Half street flow at end of street - 3.277(CPS) Depth of flow - 0.315(Pt.), Average velocity - 3.667(Pt/s) Plow width (from curb towards crown)- 8.895(Ft.) 1.53(Ac.) Process from Point/Station 108.000 to Point/Station **** CONFLUENCE OP MINOR STREAMS **** !•+++++++++++ 108.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area Runoff from this stream Time of concentration - Rainfall Intensity - Summary of stream data: 1.530(Ac.) 3.277(CFS) 12.30 min. 3.833(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(l) Qniax(2) 764 277 000 852 15.78 12.30 1.000 * 1.000 * O'Day Consuttants Inc. 2710 LokerAvenueWest. Suite 100 Carlsbad. Califomia 92008-6603 3.764) 3.277) \6 3.264 3.833 + + -6.555 E-mail: oday@oclayconsultants.com Wetjsite: www.odayconsultants.com Tel: 760,931.7700 Fax: 760.931,8680 n 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 Maximum 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(Pt.) 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(Pt/s) Travel time through pipe - o.OO min. Time of concentration (TC) - 15.78 min. 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(CFS) Time of concentration - 15.78 min. Rainfall intensity - 3.264(In/Hr) Program is now starting with Main Stream No. 3 m Process from Point/Station 114.000 to Point/Station **** INITIAL AREA EVALUATION •*** I-++ 116.000 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 svibarea flow distance - 16.00(Pt.) O'Day Consuttants Inc. 2710Loker Avenue West, Suite 100 Carlsbad, Califbmia 92008-6603 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.) Elevation difference - 0.61(Ft.) Time of concentration calculated by the urban areas overland flow method (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 tiroe 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 runoff - 0.038(CFS) Total initial stream area - 0.010(Ac.) Process from Point/Station **** STREET FLOW TRAVEL TIME 116.000 to Point/Station •«• SUBAREA FLOW ADDITION **** 118.000 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 crom 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] side(s) of the street Distamce 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 flowllne - 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 df street - Depth of flow - 0.086(Ft.), Average velocity - Streetflow hydraulics at midpoint of street traveli Halfstreet flow width - 1.500(Ft.) Plow velocity - 1.22(Ft/s) Travel time - 3.42 min. 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) 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(CPS) Depth of flow - 0.222(Ft.), Average velocity - 1.548(Ft/s) Flow width (from curb towards crown)- 4.274(Ft.) 0.041(CFS) 1.219(Ft/s) 1 for a 100.0 year storm n !•+++ O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-nnail: oday@odayconsultants.com Website; www.odayconsultants.com 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(Ft.) Downstream point/station elevation - 251.53(Ft.) Pipe length - 21.75(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 0.442(CPS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 0.442(CFS) Normal 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 time through pipe - O.ll min. Time of concentration (TC) - 8.53 min. m 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 Qmaucd) m 1.000 * 1.000 * 19.880) + 1.000 * 0.497 * 6.555) + 1.000 * 0.919 * 0.442) + Qinax(2) m 0.442) 0.637 * 1.000 * 19.880) + 1.000 * 1.000 * 6.555) + 0.672 * 1.000 * 0.442) + m Qmax(3) - 0.442) 0.947 * 1.000 * 19.880) -I- 1.000 * 0.540 * 6.555) + 1.000 * 1.000 * 0.442) + m 23.542 19.511 22.814 Total of 3 main streams to confluence: Flow rates before confluence point: 19.880 6.555 0.442 Maximum 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 Consuttants Ine. 2710 Loker Avenue West. Suite 100 Carlsbad, Califbmia 92008-6603 E-mail; oday@odayconsultants.com Wetjsite; www.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.) Nanning'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 min. Time of concentration (TC) - 8.08 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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(CPS) Nonnal 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. ++++++++++++++++++++++++++++++++++++++++++++++-h++++-l-++++++++++++ Process from Point/Station 122.000 to Point/Station 124.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Instream 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) Given 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(Pt/s) O'Day Consuttants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West. Suite 100 Weljsite; www,odayconsultants.com Carlsbad, Califomia 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.) R\inoff from this stream - 23.542 (CPS) Time of concentration - 8.65 min. Rainfall intensity - 4.810(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from 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 - [1.8*(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 mnoff 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 PLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation - 269.310(Ft.) End of street segment elevation - 221.060(Ft.) Length of street segment - 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] slde(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 Consuttants Inc. E-mail; oclay@oclayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carisbad, Califomia 92008-6603 Tel; 760.931,7700 Fax: 760.931.8680 Manning's N in gutter - 0.0130 Maiming's N from gutter to grade break - 0.0150 Mamning'B N from grade break to crown » 0.0150 Estimated meem 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 Rimoff coefficient used for sub-area, Rational method,Q-KCIA, C - 0.550 Svibarea runoff - 4.610(CPS) for 2.330(Ac.) Total nmoff - 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 **** PIPEFLOW TRAVEL TIME (User specified size) **** 124.000 Upstreara point/station elevation - 210.87(Pt.) 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 - 4.694(CPS) 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(Pt/s) Travel time through pipe - 0.08 min. Time of concentration (TC) - 13.65 min. Process from Point/Station 124.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 124.000 The following data inside Main Stream is listed: In Main Stream niunber: 2 Stream flow area - Rimoff from this stream Time of concentration - Rainfall intensity - Summary of stream data: 2.450(Ac.) 4.894(CFS) 13.65 min. 3.585(In/Hr) Stream No. Flow rate (CFS) TC (min) Zl O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Cahfomia 92008-6603 Rainfall Intensity (In/Hr) E-mail: oday@odayconsuttants.com Website: www.odayconsultants.com 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 Qmax(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 Maximum flow rates at confluence using above data: 26.645 22.439 Area of streauns 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(Ft.) 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 min. Time of concentration (TC) - 8.73 min. ++++++-^+++^ Process from Point/Station 132.000 to Point/Station 132.000 **** CONFLUENCE OP 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 O'Day Conaultants Inc. E-mail; oday@odayconsultants.conn 2710 Loker Avenue West, Suite 100 Website; www,oclayconsultants,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 Decimal fraction soil group D - 1.000 [SINGLE FANILY 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 urbem areas overland flow method {App X-C) - 11.76 min. TC - [1.8*(l.l-C)*di8tance*.5)/(% slope*(1/3)] TC - [1.8*(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 nmoff 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 TINE + 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 crovm 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 - 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 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 - 3.495(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Z3 O'Day Consuttants Inc. E-mail: oday@odayconsultants,com 2710 LokerAvenueWest, Suite 100 Website; www.odayconsultants.com Carlsbad, Califbmia 92008-6603 Tel; 760,931,7700 Fax: 760.931,8680 Subarea mnoff - 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(CPS) Half street flow at end of street - 3.923(CFS) Depth of flow - 0.299(Ft.), Average velocity - 5.176(Pt/8) Flow width (from curb towards crown)- 8.095(Ft.) Process from Point/Station 132.000 to Point/Station **** CONFLUENCE OP MAIN STREANS **** 132.000 The following data inside Nain Stream is listed: In Nain Stream number: 2 Stream flow area - 2.020(Ac.) Runoff from this stream - 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 Qnuuc(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) -t- 3.923) -I- 26.645) + 3.923) -I- 29.057 23.395 Total of 2 main streams to confluence: Flow rates before confluence point: 26.645 3.923 Naximum 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(CPS) 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 TINE (User specified size) **** O'Day Consultants Inc. 2710 LokerAvenueWest. Suite 10O Carlsbad, CaHfomia 92008-6603 E-mail; oday@odayconsultants,com Website: www.odayconsultants.com Tel; 760.931.7700 Fax; 760.931,8680 140.000 Upstream point/station elevation - 205.80(Ft.) Downstream point/station elevation - 203.40(Ft.) Pipe length - 83.33(Ft.) Nanning's N - 0.013 No. of pipes • 1 Required pipe flow - 29.057(CFS) Given pipe size - 24.00(In.) m 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. Time of concentration (TC) - 8.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 142.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 203.07(Ft.) Downstream point/station elevation - 175.50(Ft.) Pipe length - 109.12(Pt.) 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 time through pipe - 0.06 min. Time of concentration (TC) - 8.89 min. End of computations, total study area - 15.08 (Ac.) 26 O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: vifww.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 Coimty Flood Control Division 1985 hydrology mimual Rational Hydrology Study Date: 4/03/03 VILLAGE 'X' HYDROLOGY STUDY SYSTEN "200" PREPARED: APRIL 3, 2003 BY: JST FILE: VLX02 ********* Hydrology Study Control Infonnation ********** O'Day Consultants, San Deigo, Califomia - 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 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 200.000 to Point/Station 202.000 **** 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 - 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 method (i^p X-C) - 3.00 min. TC - [1.8*(l.l-C)*distance*.5)/(% 8lope*(l/3)] TC - [1.8*(l.l-0.5500)*( 17.00*.5)/( 2.53*(l/3)]- 3.00 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 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 TINE + SUBAREA FLOW ADDITION **** Z0> O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West. Suite 100 Website: www,odayconsuttants.com Carisbad. Califomia 92008-6603 Tel: 760.931.7700 Fax: 760,931,8680 Top Of street segment elevation - 271.010(Pt.) 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 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.) 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 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 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 - 5.783(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 1.304(CFS) for 0.410(Ac.) Total runoff - 1.342(CPS) 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 TINE (User specified size) •*** Instream point/station elevation - 249.73(Ft.) Downstream point/station elevation - 248.10(Ft.) Pipe length - 3.25(Ft.) Nanning'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) 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 - o.OO min. Time of concentration (TC) - 6.51 min. z7 O'Day Conauttants 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 Process from Point/Station 206.000 to Point/Station 208.000 **** PIPEFLOW TRAVEL TINE (User specified size) **** Instream point/station elevation - 247.77(Ft.) Downstream point/station elevation - 247.40(Ft.) Pipe length - 36.36(Ft.) Nanning'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) Normal 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(Pt/s) Travel time through pipe - 0.15 min. Time of concentration (TC) - 6.65 min. End of conqputations, total study area - 0.42 (Ac.) m z8 O'Day Consuttants Inc. E-maH: oday@odayconsultants.com 2710 LokerAvenueWest, Suite 100 Website: www.odayconsultants.com Carisbad, Califomia 92008-6603 Tel; 760.931.7700 Fax: 760.931,8680 a 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 "300" PREPARED: APRIL 3, 2003 BY: JST FILE: VIiX03 ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, Califomia - 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 Process from Point/Station 300.000 to Point/Station 301.000 **** 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 - 130.00(Ft.) 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 (J^p X-C) - 7.46 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*{l/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 storm Effective runoff coefficient used for area (Q-KCIA) is C • 0.550 Subarea runoff - 0.466(CFS) Total initial stream area - 0.160(Ac.) Process from Point/Station 302.000 to Point/Station 304.000 ***• STREET FLOW TRAVEL TINE + SUBAREA FLOW ADDITION **** ^9 O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West. Suite 100 Website: viww.odayconsultants.com Carlsbad, California 92008-6603 Tel; 760,931.7700 Fax; 760.931,8680 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] 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.) Naiming's N in gutter - 0.0130 Natmlng'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 - 5.093(CFS) Depth of flow - 0.324(Ft.), Average velocity - 5.188(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 9.376(Ft.) Flow velocity - 5.19(Ft/s) Travel time - 3.40 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 - 4.152(In/Hr) for a 100.0 year storm 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(CPS) Total area - 3.34(Ac.) Street flow at end of street - 7.727(CPS) Half street flow at end of street - 7.727(CFS) Depth of flow - 0.360(Ft.), Average velocity - 5.705(Ft/s) Flow width (from curb towards crown)- 11.189(Ft.) Process from Point/Station 304.000 to Point/Station 306.000 **•* PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 202.00(Ft.) Downstream point/station elevation - 201.31(Ft.) Pipe length - 34.50(Ft.) Nanning'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) Normal 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. E-mail: oday@odayconsultants,com 2710Loker Avenue West, Suite 100 Website; www.odayconsultants,com Carisbad, Califomia 92008-6603 Tel; 760.931.7700 Fax: 760,931.8680 Process from Point/Station 306.000 to Point/Station **** CONFLUENCE OF NAIN STREANS **** 306.000 The following data inside Nain Stream Is listed: In Nain Stream number: 1 Stream flow area - 3.340(Ac.) Runoff from this streara - 7.727(CFS) Tirae of concentration - 10.93 rain. Rainfall intensity - 4.135(In/Hr) Prograra is now starting with Nain Streara 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 FANILY 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 storra Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.305(CFS) Total initial streara area - 0.100(Ac.) m Process from Point/Station **** STREET FLOW TRAVEL TINE 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(Pt.) 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.) Nanning's N in gutter - 0.0130 Manning'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 « 0.281(Ft.), Average velocity - 3i 2.546(CPS) 4.087(Ft/s) O'Day Consultants Inc. 2710 LokerAvenueWest, Suite 100 Carisbad, California 92008-6603 E-mail; oday@odayconsultants.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.) Plow velocity - 4.09(Pt/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 FANILY 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(CPS) Total area - 1.57(Ac.) Street flow at end of street - 3.984(CPS) Half street flow at end of street - 3.984(CFS) Depth of flow - 0.314(Ft.), Average velocity - 4.497(Ft/s) Flow width (from curb towards crown)- 8.851(Ft.) Process from Point/Station 306.000 to Point/Station 306.000 **** CONFLUENCE OF MAIN STREANS **** The following data inside Nain Stream is listed: In Nain Streara number: 2 Stream flow area - 1.570(Ac.) Runoff from this stream - 3.984(CFS) Tirae 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 Qmaucd) - 1.000 * 1.000 * 7 .727) + 0.909 * 1.000 * 3 .984) + 11. 348 Qmax(2) - 1.000 * 0.862 * 7 .727) + 1.000 * 1.000 * 3 .984) + 10. 647 Total of 2 main strearas to confluence: Flow rates before confluence point: 7.727 3.984 Naximum flow rates at confluence using above data; 11.348 10.647 Area of strearas before confluence: 3.340 1.570 Results of confluence: Total flow rate - 11.348(CPS) Time of concentration - 10.935 min. 3Z O'Day Consultants Inc. E-mall; oday@odayccinsultants.com 2710 Loker Avenue West. Suite 100 Wetisite; www,odayconsultants,com Carisbad, Califomia 92008-6603 Te): 760,931,7700 Fax; 760.931.8680 Effective stream area after confluence - 4.910(Ac.) ++++++++4-++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 306.000 to Point/Station 312.000 **** PIPEFLOW TRAVEL TINE (User specified size) **** Upstream point/station elevation - 200.98(Ft.) Downstream point/station elevation - 199.63(Ft.) Pipe length - 73.44(Ft.) Naiming'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) Normal 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(Ft/s) Travel time through pipe « 0.14 rain. Time of concentration (TC) - 11.07 min. ++++++++++4++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 312.000 to Point/Station 314.000 **** PIPEFLOW TRAVEL TINE (User specified size) **** Upstream point/station elevation - 199.30(Ft.) Downstream point/station elevation - 196.80(Ft.) Pipe length - 189.75(Ft.) Nanning's N - 0.013 No. of pipes - 1 Required pipe flow - 11.348(CPS) Given 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 rain. Time of concentration (TC) - 11.48 rain. Process from Point/Station 314.000 to Point/Station 314.000 **** CONFLUENCE OF NAIN STREANS **** The following data Inside Nain Stream is listed: In Nain Streara number: 1 Stream flow area - 4.910(Ac.) Runoff from this stream - 11.348(CPS) Time of concentration - 11.48 min. Rainfall intensity - 4.008(In/Hr) Program is now starting with Nain Stream No. 2 +++++-•++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 317.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A • 0.000 33 O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710LokerAvenueWest, Suite 100 Website: www.odayconsultants.com Cartsbad, California 92008-6603 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 ] 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 method (ttpp 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 PLOW TRAVEL TINE + SUBAREA PLOW ADDITION **** Top of Street segment elevation - 237.370(Ft.) End of street segment elevation - 207.620(Ft.) Length of street segment - 540.000(Ft,) Height of curb ahave gutter flowllne - 6.0(In.) Width of half street (curb to crown) - 17.000(Ft.) Distamce 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.) Nauming's N in gutter - 0.0130 Nauming's N frora gutter to grade break - 0.0150 Nanning's N from grade break to crown - 0.0150 Estiraated raeam flow rate at midpoint of street • 2.859(CFS) Depth of flow - 0.281(Ft.), Average velocity - 4.567(Pt/s) Streetflow hydraulics at raidpoint of street travel: Halfstreet flow width - 7.234(Ft.) Plow velocity - 4.57(Pt/s) Travel time - 1.97 min. TC - 8.04 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 Deciraal fraction soil group D - 1.000 [SINGLE FANILY area type ] Rainfall intensity - 5.042(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational method,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/s) O'Day Conaultants 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 Flow width (from curb towards crown)- 8.743(Ft.) Process from Point/Station 320.000 to Point/Station 314.000 **** PIPEFLOW TRAVEL TINE (User specified size) **** Upstream point/station elevation - 200.72(Ft.) Downstream point/station elevation - 196.80(Ft.) Pipe length - 86.33(Ft.) Nanning'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 NAIN STREANS **** The following data inside Nain Stream is listed: In Nain Streara number: 2 Stream flow area - 1.520(Ac.) Runoff from this stream - 4.325(CFS) Time of concentration - 8.19 min. Rainfall intensity - 4.983(In/Hr) Summary of stream data: Stream Plow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Qmauc(l) Qmauc(2) 11.348 11.48 4.008 4.325 8.19 4.983 m 1.000 * 1.000 * 11.348) + 0.804 • 1.000 * 4.325) -I- - 14.827 1.000 * 0.713 • 11.348) + 1.000 * 1.000 * 4.325) + - 12.421 Total of 2 main strearas to confluence: Plow rates before confluence point: 11.348 4.325 Naucimum flow rates at confluence using aUoove 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 Conaultants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West. Suite 100 Website: www,odayconsultants,com Cartsbad. California 92008-6603 Tel: 760,931.7700 Fax; 760.931.8680 Time of concentration - 11.479 min. Effective stream area after confluence • 6.430(Ac.) +++++++++++++++++++++++++++++-I-+++++++++++++++++4-++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 322.000 **** PIPEFLOW TRAVEL TINE (User specified size) **** Upstream point/station elevation - 196.30(Ft.) Downstream point/station elevation - 190.43(Ft.) Pipe length - 154.72(Ft.) Nanning'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. Time of concentration (TC) - 11.68 rain. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 322.000 **** CONFLUENCE OF NAIN STREANS **** The following data inside Nain Stream is listed: In Nain 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) Prograra is now starting with Nain Streaun 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 FANILY area type } Initial subarea flow distance - 80.00(Ft.) Highest elevation - 213.30(Pt.) Lowest elevation - 211.40(Pt.) Elevation difference - 1.90(Ft.) Time of concentration calculated by the urban areas overland flow raethod (i^p X-C) - 6.64 rain. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] 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 nmoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.659(CFS) Total initial stream area « 0.210(Ac.) O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 LokerAvenueWest, Suite 100 Website; www,odayconsultants.com Carisbad. Califomia 92008-6603 Te); 760,931.7700 Fax; 760.931,8680 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 326.000 to Point/Station 328.000 **** STREET FLOW TRAVEL TINE + SUBAREA PLOW 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 flowllne - 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 Distamce from curb to property line - 13.000(Pt.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowllne - 2.000(In.) Nanning's N in gutter - 0.0130 Nanning's N from gutter to grade break - 0.0150 Nauming's N from grade break to crown « 0.0150 Estimated mean flow rate at midpoint of street - 3.280(CFS) Depth of flow - 0.320(Ft.), Average velocity - 3.484(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 9.l59(Pt.) Plow 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 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 - 4.280(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 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(CPS) Half street flow at end of street - 4.590(CFS) Depth of flow - 0.348(Ft.), Average velocity - 3.759(Ft/s) Flow width (from curb towards crown)- 10.577(Ft.) Process from Point/Station 328.000 to Point/Station 322.000 **** PIPEFLOW TRAVEL TINE (User specified size) **** Instream point/station elevation - 195.54(Ft.) Downstream point/station elevation - 190.60(Ft.) Pipe length - 10.25(Ft.) Nanning's N - 0.013 No. of pipes - 1 Required pipe flow - 4.590(CPS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 4.590(CFS) Norraal 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 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 Travel time through pipe - Time of concentration (TC) 0.01 min. 10.38 min. Process from Point/Station 322.000 to Point/Station **** CONFLUENCE OF NAIN STREANS **** 322.000 The following data inside Nain Stream is listed: In Nain Stream number: 2 Stream flow area - 1.880(Ac.) Runoff from this stream - 4.590(CFS) Time of concentration - 10.38 rain. Rainfall intensity - 4.278(In/Hr) Prograra is now starting with Nain Stream No. 3 Process from Point/Station 330.000 to Point/Station **** INITIAL AREA EVALUATION **** 332.000 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 - 90.00(Ft.) Highest elevation - 217.80(Ft.) Lowest elevation - 216.88(Ft.) Elevation difference - 0.92(Ft.) Time of concentration calculated by the urbam areas overland flow method (App X-C) - 9.32 min. TC - [1.8*(l,l-C)*distance*,5)/(% slope*{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 nmoff - 0.353 (CPS) Total initial stream area - 0.140(Ac.) Process from Point/Station 332.000 to Point/Station **** STREET FLOW TRAVEL TINE + SUBAREA PLOW ADDITION **** 334.000 Top of Street segment elevation - 216.880(Pt.) End of street segment elevation - 201.060(Ft.) Length of street segment - 760.000(Pt.) 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.) 2.000(ln.) Gutter hike from flowline 30 O'Day Consuttants Inc. 2710 Loker Avenue West. Suite 100 Caristiad, Califomia 92008-6603 E-mail: oday@odayconsultants,com Website; www.odayconsultants.com Tel; 760.931.7700 Fax; 760.931,8680 Nanning's N in gutter - 0.0130 Naiming'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 raidpoint of street travel: Halfstreet flow width - 9.117(Pt.) Flow velocity - 3.13(Ft/s) Travel time - 4.04 min. TC - 13.37 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 - 3.633(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C - 0.550 Subarea runoff - 4.076(CPS) 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 pf street - 4.429(CFS) Depth of flow - 0.354(Ft.), Average velocity - 3.440(Ft/s) Plow 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.) Nanning'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) Nonnal 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. .^.r-r-r-r-r-i-r-r-r-r-r-rTTTTTTTT . Process from Point/Station 322.000 to Point/Station 322,000 *•** CONFLUENCE OF NAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area - 2,180(Ac.) Runoff frora this streara - 4.429(CPS) Time of concentration - 13.39 min. Rainfall intensity - 3.629(In/Hr) Sunmary of stream data: Stream Flow rate TC Rainfall Intensity NO. (CFS) (min) (In/Hr) 39 O'Day Consuttants Inc. E-mail; oclay@odayconsultants.com 27lOLoker Avenue West, Suite 100 Website; www.odayconsultants.com Carisbad, Califomia 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 Qmauc(l) m 1,000 * 1.000 * 14.827) + 0.926 * 1.000 * 4.590) + 1.000 * 0.872 * 4.429) + Qmauc(2) - 1.000 * 0.888 * 14.827) + 1.000 * 1.000 * 4.590) + 1.000 * 0.775 * 4.429) + « Qmax(3) - 0.916 * 1.000 * 14.827) + 0,848 * 1.000 * 4.590) + 1,000 * 1.000 * 4.429) + - 22,942 21,189 21.900 Total of 3 main streams to confluence: Plow rates before confluence point: 14,827 4.590 4.429 Naucimum flow rates at confluence using aibove 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(CPS) Time of concentration - 11.683 min. Effective stream area after confluence - 10,490(Ac,) Process from Point/Station 322,000 to Point/Station 336,000 **** PIPEFLOW TRAVEL TINE (User specified size) **** Upstream point/station elevation > 190,10(Ft.) Downstream point/station elevation - 185.33(Ft.) Pipe length - 117.66(Pt.) 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) Normal flow depth in pipe - 12.05(In.) Plow top width inside pipe - 24.00(In.) Critical Depth - 20.46(In.) Pipe flow velocity - 14.52(Pt/s) Travel tirae through pipe - 0.14 rain. Time of concentration (TC) > 11.82 min. Process from Point/Station 336.000 to Point/Station 336.000 **** CONFLUENCE OF NAIN STREAMS *•*• The following data inside Main Stream is listed: In Nain Stream number: 1 O'Day Conauttants Inc. E-maH; oday@odayconsultants.com 2710 Loker Avenue West. Suite 100 Website: www.odayconsultants.com Cartsbad. CaHfomia 92008-6603 Tel: 760,931.7700 Fax; 760.931.8680 stream flow area - 10.490(Ac.) Runoff from this stream - 22.942(CFS) Time of concentration - 11.82 min. Rainfall intensity - 3.933(In/Hr) Program is now starting with Nain Stream No. Process from Point/Station 338.000 to Point/Station 340.000 **** INITIAL AREA EVALUATION •*** 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 ] Initial subarea flow distamce - 90.00(Pt.) Highest elevation - 204.20(Ft.) Lowest elevation - 201.06(Ft.) Elevation difference - 3.14(Ft.) Tirae of concentration calculated by the urbam areas overlamd flow method (J^p X-C) - 6.19 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-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 stream area - 0.020(Ac.) Process frora Point/Station 340.000 to Point/Station 342,000 **** STREET FLOW TRAVEL TINE + SUBAREA FLOW ADDITION **** Top Of Street segraent elevation - 201,060(Ft,) End of street segraent elevation - 194.760(Ft.) Length of street segraent - 140.000(Ft.) Height of curb above gutter flowllne - 6.0(In.) Width of half street (curb to crown) - 17,000(Ft,) Distance from crown to crossfall grade breaUc - 15.500(Pt.) 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 Distamce from curb to prpperty 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.) Naiming's N in gutter - 0.0130 Nauming's N from gutter to grade break - 0,0150 Nauming's N from 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,ccim 2710Loker Avenue West, Suite 100 WetKite; www,odayconsultants.com Carisbad, Califomia 92008-6603 Te); 760.931.7700 Fax: 760,931.8680 ({ 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 ] Rainfall intensity - 5.437(In/Hr) for a 100,0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0,550 Subarea runoff - 3,977(CPS) 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.) Process from Point/Station 342.000 to Point/Station **** PIPEFLOW TRAVEL TINE (User specified size) **** 336.000 # Upstream point/station elevation - 190.00(Pt.) Downstream point/station elevation - 185.50(Pt.) 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(Pt/s) Travel time through pipe - 0.03 min. Time of concentration (TC) - 7.19 min. Process from Point/Station 336.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 336.000 The following data inside Main Stream is listed: In Main Stream nuinber: 2 Stream flow area - 1.350(Ac.) Runoff from this stream - 4.043(CPS) Time of concentration - 7.19 rain. Rainfall intensity - 5.421(In/Hr) Suraraary of stream data: Stream No. Plow rate (CFS) TC (rain) Rainfall Intensity (In/Hr) 2 Qmax(l) Qinauc(2) 22.942 4.043 m 1.000 * 0.726 * 1.000 * 1.000 * 11.82 7,19 000 000 0,608 * 1.000 • 22.942) 4.043) 3.933 5.421 22.942) + 4.043) + 25,876 17,995 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Caristiad, Califomia 92008-6603 E-mail; oclay@odayconsultants.com Website: wrww.odayconsulfants.com Te); 760.931.7700 Fax: 760.931.8680 Total of 2 main streams to confluence: Flow rates before confluence point: 22.942 4,043 Naximum flow rates at confluence using above datai 25.876 17.995 Area of streams before confluence: 10.490 1.350 Results of confluence: Total flow rate - 25.876(CPS) Time of concentration - 11.818 min. Effective stream area after confluence 11.840 (Ac) Process from Point/Station 336.000 to Point/Station 344.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Instream point/station elevation - 185.00(Ft.) Downstream point/station elevation - 184,33(Ft ) Pipe length - 124,95(Ft.) Nanning's N - 0.013 No. of pipes - 1 Required pipe flow - 25.876(CPS) Given pipe size - 30.00(In.) Calculated individual pipe flow - 25.876(CPS) 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(Pt/s) Travel time through pipe - 0.30 min. Time of concentration (TC) - 12.12 rain. Process from Point/Station 344.000 to Point/Station **** CONFLUENCE OF NAIN STREANS **** !•+++++++++++ 344.000 The following data inside Nain Stream is listed: In Main Stream number: l Stream flow area - 11.840 (Ac) Rimoff from this streara - 25.876(CFS) Tirae of concentration - 12.12 min. Rainfall intensity - 3.870(In/Hr) Program is now starting with Main Streara No. 2 Process frora Point/Station 346.000 to Point/Station **** INITIAL AREA EVALUATION **** !•++++++++++ 347.000 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [SINGLE FANILY area type Initial subarea flow distance O'Day Consuttants Inc. 2710 LokerAvenueWest. Suite 100 Carisbad, Calrtomia 92008-6603 0.000 0.000 0.000 1.000 ] V3 80.00(Ft.) E-mail; oclay@odayconsul1ants.com Website: www.odayconsultants,com Te); 760.931,7700 Fax: 760,931,8680 Highest elevation - 270.10(Ft.) , Lowest elevation - 267.20(Ft.) Elevation difference - 2.90(Pt.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 5.76 min. TC - [1.8*{l.l-C)*distance*.5)/(% slope*(1/3)] 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 nmoff 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 PLOW ADDITION **** Top of Street segment elevation - 271.010(Ft.) End of street segment elevation - 212.790(Ft.) Length of street segment • 810.000(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 frora flowllne - 2.000(In.) Nauming'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 Estimated meam flow rate at midpoint of street - 4.348(CPS) Depth of flow - 0.302(Ft.), Average velocity - 5.542(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 8.259(Ft.) Plow velocity - 5.54(Ft/s) Travel time - 2.44 min. TC - 8.20 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 - 4.979(In/Hr) for a 100,0 year storra Rimoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 6.216(CFS) for 2.270(Ac) Total nmoff - 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) Plow width (from curb towards crown)- 9.956(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 350.000 to Point/Station 352.000 O'Day Consultants Inc. E-mail; oclay@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carisbad, California 92008-6603 Tel; 760.931.7700 Fax; 760.931.8680 # **** PIPEFLOW TRAVEL TINE (User specified size) *•** Instream point/station elevation - 205.29(Pt.) Downstream point/station elevation - 202.83(Pt.) Pipe length - 66.00(Pt.) Nauming'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) Nonnal flow depth in pipe « 7.10(In.) Plow 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. Time of concentration (TC) - 8.31 rain. Process from Point/Station 352.000 to Point/Station 344.000 **** PIPEFLOW TRAVEL TINE (User specified size) **** Upstreara point/station elevation - 202.50(Ft.) Downstream point/station elevation - 184.50(Ft.) Pipe length - 207.24(Ft.) Naiming'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(CPS) Normal flow depth in pipe - 5.67(In.) Plow top width inside pipe - 16.72(In.) Critical Depth - 11.98(In.) Pipe flow velocity - 13.97(Pt/s) Travel time through pipe - 0.25 min. Time of concentration (TC) - 8.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 344.000 to Point/Station 344.000 **** CONFLUENCE OP MAIN STREAMS **** The following data inside Nain Stream is listed: In Nain Stream number: 2 Stream flow area > 2.400 (Ac.) Rimoff from this stream - 6.663(CPS) Time of concentration - 8.55 min. Rainfall intensity - 4.845(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25,876 12.12 3.870 2 6.663 8,55 4,845 Qmaucd) - 1,000 * 1.000 * 25.876) + 0.799 * 1.000 * 6.663) + - 31,198 Qmauc(2) - 1,000 * 0.706 * 25.876) + H5 O'Day Consuttants Inc. E-n^l: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Wefcisite; viww.odayconsultants.com Carisbad, Califomia 92008-6603 Tel; 760,931.7700 Fax: 760,931.8680 1.000 * 1.000 * 6.663) •«• 24.926 Total of 2 main streams to confluence: Flow rates before confluence point: 25.876 6.663 Naucimum flow rates at confluence using aibove data: 31.198 24.926 Area of streams before confluence: 11.840 2^400 Results of confluence: Total flow rate - 31.198(CPS) Time of concentration - 12.121 min. Effective stream area after confluence 14.240(Ac.) Process from Point/Station 344.000 to Point/Station **** PIPEFLOW TRAVEL TINE (User specified size) **** 354.000 Upstream point/station elevation - 184.00(Ft.) Downstream point/station elevation - 179.96(Ft.) Pipe length - 87.25(Ft.) Nanning'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(Pt/s) Travel time through pipe - 0.09 min. Time of concentration (TC) - 12.21 rain. Process from Point/Station 354.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 354.000 The following data inside Main Stream is listed: In Nain Streara number: 1 Stream 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 **** INITIAL AREA EVALUATION **** 358.000 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 O'Day Consuttants Inc. 2710 Loker Avenue West. Suite 100 Carisbad, California 92008-6603 E-mail; oday@odayconsultants,com Website; www,oclayconsultants.com 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(Pt.) Time of concentration calculated by the urban areas overland flow method (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(CPS) Total initial stream area - 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 358.000 to Point/Station 360.000 **** STREET PLOW TRAVEL TINE + SUBAREA FLOW ADDITION **** Top of Street segment elevation - 210.200(Ft.) End of street segment elevation - 190.290(Ft.) Length of street segment - 290.000(Ft.) Height of curb above gutter flowllne - 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 flowllne - 2.000(In.) Nauming's N in gutter - 0.0130 Naiming's N from gutter to grade break - 0.0150 Naiming's N from grade break to crown - 0.0150 Estimated meam 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.) Plow 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 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Rainfall intensity - 5.620(In/Hr) for a 100,0 year storm Runoff coefficient used for sub-area, Rational method,QPKCIA, C - 0.550 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(Ft.) 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 360.000 to Point/Station 354.000 **** PIPEFLOW TRAVEL TINE (User specified size) **** Upstream point/station elevation - 181.59(Ft.) Downstream point/station elevation - 179.96(Ft.) Pipe length - 3.25(Ft.) Nanning'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) Norraal flow depth in pipe - 1.50(In.) Plow 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. Time of concentration (TC) - 6.80 min. ++++++++++++++++++++++++++4-+++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 354.000 to Point/Station 354.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Nain Stream number: 2 Stream flow area - 0.340(Ac.) Runoff from this stream • 1.058(CFS) Time of concentration - 6.80 min. Rainfall Intensity - 5.618(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (rain) (In/Hr) 31.198 12.21 3.852 1.058 6.80 5,618 Qinauc(l) Qmauc(2) - 1.000 * 1.000 * 31.198) + 0.686 * 1,000 * 1.058) -I- - 31.923 1.000 * 0.557 * 31.198) + 1.000 * 1.000 * 1.058) -I- - 18.432 Total of 2 raain streams to confluence: Plow rates before confluence point: 31.198 1,058 Naucimum flow rates at confluence using aUaove 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) V5 O'Day Consuttants Inc. E-mall; oday@odayconsultants.com 2710 LokerAvenueWest, Suite 100 Website; www,odayconsultants,com Cartsbad, Califomia 92008-6603 Tel: 760.931.7700 Fax; 760.931,8680 +++++++^ Process from Point/Station 354.000 to Point/Station 362.000 **** PIPEFLOW TRAVEL TINE (User specified size) **** Upstream point/station elevation - 179.63(Ft.) Downstream point/station elevation - 178.87(Ft.) Pipe length - 54.40(Pt.) Nanning's N - 0.013 No. of pipes - 1 Required pipe flow - 31.923(CPS) Given pipe size - 30.00(In.) Calculated individual pipe flow - 31.923(CPS) 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(Pt/s) Travel time through pipe - 0.09 min. Time of concentration (TC) - 12.30 rain. End of computations, total study area - 14.58 (Ac) # O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West. Suite 100 Website: www.odayconsultants.com Carlsbad, California 92008-6603 Te); 760.931.7700 Fax; 760.931,8680 SECTION 4 ***************************************** 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 Pax: 760-931-8680 ************************** DESCRIPTION OP STUDY ************************** * CALAVERA HILLS VILLAGE X HYDRULICS * * STORM DRAIN SYSTEM "100" MAIN LINE * * J.N. 981020-5 FILE: VLXOl.RES * ************************************************************************** PILE NAME: VLXOl.DAT TINE/DATE OP STUDY: 11:28 01/14/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEN NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAN RUN NODE NODEL PRESSURE PRESSURE+ NUNBER PROCESS HEAD(FT) NONENTUN(POUNDS) 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 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 l,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 DOWNSTREAN RUN FLOW PRESSURE-t' DEPTH(FT) NONENTUN(POUNDS) 1638.99 3.66* 765.82 } HYDRAULIC JUNP 1.60*Dc 406.43 0.71* 1.32* 1.36* 1.85*DC 1.07* 1.24* 0.87* 0.94* 0.94* 1,72*DC 1.60 1.21 0.90 1.60*Dc 821,13 801.53 704.47 847.36 741.60 845,76 773.40 777.58 516.01 519.89 602.77 589.60 406,43 50 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Caristiad, Califomia 92008-6603 E-mail; oday@odayconsultants.com Website; www,odayccinsultants,com Te): 760,931,7700 Fax: 760,931.8680 NAXINUN NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS CONPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE PROM THE CURRENT LACRD,LACFCD, AND OCENA DESIGN NANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 142.00 FLOWLINE ELEVATION - 175.50 PIPE FLOW - 29.01 CFS PIPE DIAMETER - 24.00 INCHES ASSUNED DOWNSTREAN 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 LENGTH - 109.12 FEET MANNING'S N - 0,01300 NORNAL DBPTH(PT) - 0.69 CRITICAL DEPTH(FT) - UPSTREAN CONTROL ASSUNED FLOWDEPTH(FT) - 1.32 1,85 GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: DISTANCE FRON CONTROL(FT) 0,000 0.432 0.910 1.439 2.026 2.677 3.401 4.208 5.109 6.118 7.252 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 PLOW DEPTH (FT) 1.319 1, 1. 1, 1, 1. 1, 1. 1. .294 .269 .244 .218 .193 .168 .143 .117 1.092 1.067 1.042 1.017 0.991 0.966 0.941 0.916 0.891 0.865 0.840 0.815 0.790 0.765 0.739 0.714 0.714 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 4,121 4,227 4,344 4.472 4.614 4.769 4.940 5.128 5,335 5,563 5.816 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 51 PRESSURE-l- NONENTUN(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 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail; oday@odayconsultants,ccim 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 FRON NODE 141.00 TO NODE 140.00 IS CODE - 5 UPSTREAN NODE 140.00 ELEVATION - 203.40 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIANETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAN 29.01 24.00 0.00 203.40 1.85 12.746 DOWNSTREAN 29.01 24.00 - 203.07 1.85 13.198 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) ) / ((A1-I-A2) *16.1) +FRICTION LOSSES UPSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0.02532 DOWNSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0.02757 AVERAGED FRICTION SLOPE IN JUNCTION ASSUNED AS 0.02645 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0,106 FEET ENTRANCE LOSSES - 0.000 PEET JUNCTION LOSSES - (DY-I-HV1-HV2)-I-(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.190)-i-( 0.000) - 0.190 NODE 140.00 : HGL - < 204.761>;EGL- < 207.283>;PIiOWLINE- < 203.400> ****************************************************************************** FLOW PROCESS FRON NODE 140.00 TO NODE 133.00 IS CODE - 1 UPSTREAN NODE 133.00 ELEVATION > 205.80 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 29.01 CPS PIPE DIANETER - 24.00 INCHES PIPE LENGTH - 83.33 FEET NANNING'S N - 0.01300 NORNAL DBPTH(FT) - 1.30 CRITICAL DEPTH(FT) - 1.85 UPSTREAN CONTROL ASSUNED FLOWDEPTH(PT) - 1.85 GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: DISTANCE PROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-l- CONTROL(FT) (FT) (PT/SEC) ENERGY(PT) NONENTUN(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 62. 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 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>^*jm^(nj^jj^^^^^^^^^j^jj^j^^^j^^^^^^^^j^ FLOW PROCESS FROM NODE 133,00 TO NODE 132,00 IS CODE - 5 UPSTREAN NODE 132,00 ELEVATION - 206.13 (FLOW UNSEALS IN REACH) (NOTE: POSSIBLE JUNP IN OR UPSTREAN OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE PLOW DIANETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAN 26.61 24.00 35.00 206.13 1.80 15.478 DOWNSTREAN 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 OCENA FLOW JUNCTION FORNULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DBLTA4)) / ((A1-I-A2) *16.1) -I-FRICTION LOSSES UPSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0.04356 DOWNSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0.01426 AVERAGED FRICTION SLOPE IN JUNCTION ASSUNED AS 0.02891 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.116 FEET ENTRANCE LOSSES - 0.285 FEET JUNCTION LOSSES - (DY+HVl-HV2)-I-(ENTRANCE LOSSES) .JUNCTION LOSSES - ( 1.570) + ( 0,285) - 1.855 NODE 132.00 : HGL « < 207.204>;EGL- < 210.924>;PLOWLINE- < 206,130> *********************************************** ^^jn^^m^m^^^^j^^^^^^^j^j^^^j^^^jj^^j^^j^j^ PLOW PROCESS FROM NODE 132.00 TO NODE 125.00 IS CODE - 1 UPSTREAN NODE 125.00 ELEVATION -209.87 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 26.61 CFS PIPE PIPE LENGTH - 75.69 FEET DIANETER - 24,00 INCHES NANNING'S N - 0,01300 NORNAL DEPTH(FT) - 1.03 CRITICAL DEPTH(FT) - 1,80 UPSTREAH CONTROL ASSUMED FLOWDEPTH(FT) 1,24 GRADUALLY VARIED PLOW PROFILE CONPUTED INFORNATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURB-f CONTROL(FT) (FT) (PT/SEC) ENERGY(FT) MOMENTUM(POUNDS) O'Day Conauttants Inc. E-mail; oday@odayconsultants,com 2710 Lokar Avenue West, Suite 100 Website; www.odayconsultants.com Cartsbad. Califomia 92008-6603 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 HOL - < 211. 106>;EGL- < 213,754>;FLOWLINE- < 209.870> NODE *********************************************************^j**^^*»**^>**j^^^<^j^^^*j^*jHj FLOW PROCESS PROM 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 LATBRAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION 23.52 24.00 30.00 210.20 26.61 24.00 - 209.87 3.09 18.00 90.00 210.20 0.00 0.00 0.00 0.00 0.00—Q5 EQUALS BASIN INPUT- CRITICAL DEPTH(FT.) 1.72 1.80 0.67 0.00 VELOCITY (FT/SEC) 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)) / ((A1-I-A2) *16 .1) -l-FRICTION LOSSES UPSTREAM: NANNING'S N > 0.01300; FRICTION SLOPE - 0. DOWNSTREAM: NANNING'S N - 0.01300; FRICTION SLOPE - 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUNED AS 0.04898 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.196 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY-I-HV1-HV2)-i-(ENTRANCE LOSSES) JUNCTION LOSSES - ( 2.291)-i-( 0.000) - 2.291 06990 02806 0.000 PEET NODE 124.00 : HGL - < 211.071>;EGL- < 216.045>;PLOWLINBI- < 210.200> ******************************************** ***************j>**^>^^^>^kj^*j>(^***j^j^*** PLOW PROCESS FRON NODE UPSTREAN NODE 123.00 124.00 TO NODE ELEVATION - 123.00 IS CODE - 1 231.40 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 23.52 CFS PIPE DIANETER 5^ 24.00 INCHES O'Day Consuttants Inc 2710 Loker Avenue West. Suite 100 Caristiad, Califomia 92008-6603 E-mail; oday@odayconsultants.com Wetjsite; www.odayconsultants.com Te): 760.931.7700 Fax; 760,931.8680 PIPE LENGTH -300.00 FEET NANNING'S N - 0.01300 NORMAL DEPTH(FT) - 0.87 CRITICAL DEPTH(FT) -1.72 UPSTREAM CONTROL ASSUMED FLOWDEPTH(PT) 0.94 GRADUALLY VARIED PLOW PROFILE CONPUTED INFORHATION: DISTANCE FROM CONTROL(PT) 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 0,933 0.930 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .927 .924 .921 .918 .915 .912 .909 .907 .904 .901 .898 .895 .892 .889 .886 .883 .880 .877 .874 .872 .871 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(PT) 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-I- HOMENTUM(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>;EaL- < 236.405>;FLOWLINE- < 231.400> ************************************ *************»(>**(t****(j*j^*(k^^*^^***j^***j^j^^^j^* FLOW PROCESS FROM NODE 123.00 TO NODE 122,00 IS CODE - 5 UPSTREAH NODE 122.00 ELEVATION - 231.73 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAN DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIANETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION 23.52 24.00 0,00 231.73 23.52 24.00 - 231.40 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00—Q5 EQUALS BASIN INPUT- CRITICAL DEPTH(PT.) 1.72 1.72 0.00 0.00 LACFCD AND OCENA FLOW JUNCTION FORNULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS (DBLTA4)) / ((A1+A2) * 16.1) -I-FRICTION LOSSES UPSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0.05408 DOWNSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0.05319 55 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 VELOCITY (FT/SEC) 16.277 16,177 0.000 0.000 AVERAGED FRICTION SLOPE IN JUNCTION ASSONED AS 0.05364 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.215 FEET ENTRANCE LOSSES - 0.000 FEET JUNCTION LOSSES - (DY-I-HV1-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.376)-t-( 0.000) - 0.376 NODE 122.00 : HGL - < 232,667>;EGL- < 236.781>;FLOWLINE- < 231.730> ****************************************************************************** PLOW PROCESS FROH NODE UPSTREAH 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 DIAHETER - 24.00 INCHES PIPE LENGTH - 295.80 FEET NANNING'S N - 0.01300 NORHAL DEPTH(FT) - 0.91 CRITICAL DEPTH(PT) - UPSTREAH CONTROL ASSUHED FLOWDEPTH(FT) - 1.72 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: 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 VELOCITY SPECIFIC PRESSURE-t- (FT) (FT/SEC) ENERGY(FT) HONENTUH(POUNDS) 1.721 8.175 2.760 516.01 1.689 8.308 2.761 516.29 1.656 8.452 2.766 517.15 1.624 8.607 2.775 518.61 1.591 8.773 2.787 520.68 1.559 8.950 2.803 523.40 1.526 9.141 2.824 526.79 1.494 9.344 2.850 530.89 1.461 9.561 2.881 535.75 1.429 9.793 2.919 541.40 1.396 10.041 2.963 547.89 1.363 10.306 3.014 555.28 1.331 10.590 3.073 563.62 1.298 10.893 3.142 572.99 1.266 11.217 3.221 583.47 1.233 11.565 3.311 595.13 1.201 11.938 3.415 608.07 1,168 12,339 3.534 622.40 1,136 12.770 3.669 638.25 1.103 13.234 3.824 655.75 1.071 13.735 4.002 675.06 1.038 14,277 4.205 696.36 1.006 14.864 4.439 719.86 0.973 15,502 4.707 745.79 0.940 16.196 5.016 774.43 0.937 16.272 5.051 777,58 NODE 121.00 : HGL - < 251.321>;EGL- < 252.360>;FLOWLINE- < 249.600> ****************************************************************************** FLOW PROCESS FROH NODE UPSTREAH NODE 120.00 121.00 TO NODE 120.00 IS CODB - 5 ELEVATION - 249.93 (PLOW UNSEALS IN REACH) 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 CALCULATE JUNCTION LOSSES: PIPE UPSTREAH DOWNSTREAH LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 23,52 23.52 0.00 0.00 DIAHETER (INCHES) 24.00 24,00 0,00 0,00 ANGLE FLOWLINE (DEGREES) ELEVATION 90.00 249.93 249.60 0.00 0.00 0,00 0.00 CRITICAL DEPTH(FT.) 1.72 1.72 0.00 0.00 0.00—Q5 EQUALS BASIN INPUT— VELOCITY (PT/SEC) 7.487 8.177 0.000 0.000 LACFCD AND OCEHA FLOW JUNCTION FORNULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4)) / ((A1-I-A2) *16.1) -l-FRICTION LOSSES UPSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0.01081 DOWNSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0.01000 AVERAGED FRICTION SLOPE IN JUNCTION ASSUHED AS 0.01040 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.042 FEET ENTRANCE LOSSES - 0.000 FEET JUNCTION LOSSES - (DY-I.HV1-HV2)-t-(ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.859)-l-( 0.000) - 1.859 NODE 120.00 : HGL - < 253.348>;EGL- < 254.218>;FLOWLINE- < 249.930> ***************** ******************j>(k*(^»*j^j>**j^^^**j^*j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ PLOW PROCESS FROH NODE UPSTREAH NODE 103.00 120.00 TO NODE 103.00 IS CODE - 1 ELEVATION - 251.20 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE PLOW - 23.52 CFS PIPE DIAHETER - 24.00 INCHES PIPE LENGTH - 121.25 PEET HANNING'S N - 0.01300 SF-(Q/K)**2 - (( 23.52)/( 226.224))**2 - 0.01081 HF-L*SP - ( 121.25)*(0.01081) - 1.311 NODE 103.00 : HGL - < 254.659>;EGL. < 255.529>;FLOWLINE- < 251.200> ***************************************»(^*<>^k**^jj^*j^j^*j^^^^^j^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROH NODE UPSTREAH NODE 102.00 103.00 TO NODE ELEVATION - 102.00 IS CODE - 5 251.53 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAH DOWNSTREAH LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER (CFS) (INCHES) 19.88 24.00 23.52 24.00 3.24 18.00 0.40 18.00 ANQLE (DEGREES) 0.00 90.00 90.00 FLOWLINE ELEVATION 251.53 251.20 252.03 251.20 CRITICAL DEPTH(PT.) 1.60 1.72 0.69 0.23 0.00—Q5 EQUALS BASIN INPUT- VELOCITY (FT/SEC) 6.328 7.487 1.833 0.226 LACFCD AND OCEHA FLOW JUNCTION PORHULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4)) / ((A1-I-A2) *16.1) -I-FRICTION LOSSES UPSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0.00772 DOWNSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0.01081 AVERAGED FRICTION SLOPE IN JUNCTION ASSUHED AS 0.00927 JUNCTION LENGTH - 4.00 FEET FRICTION U)SSES - 0.037 FEET ENTRANCE LOSSES - 0.000 FEET JUNCTION LOSSES - (DY-I-HV1-HV2)-t-(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.286)-l-( 0.000) - 0.286 57 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail; oday@odayconsultants.com Website; www.odayconsultants.com Te): 760.931.7700 Fax: 760.931,8680 NODE 102.00 : HGL - < 255.193>;BGL- < 255.815>;FLOWLINE- < 25i.530> ************************************»*<> ^^j^***^^^^******^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROH NODE 102.00 TO NODE 100.00 IS CODE - 1 UPSTREAH NODE 100.00 ELEVATION - 258.50 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 19.88 CFS PIPE DIAHETER - 24,00 INCHES PIPE LENGTH -140.77 PEET HANNING' S N - 0, 01300 HYDRAULIC JUHP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(PT) 0.87 CRITICAL DEPTH(FT) 1.60 UPSTREAH CONTROL ASSUHED FLOWDEPTH(FT) 1, 60 GRADUALLY VARIED PLOW PROFILE COHPUTED INFORHATION: DISTANCE FRON FLOW DEPTH VELOCITY SPECIFIC PRBSSURE-t- CONTROL(PT) (FT) (FT/SEC) ENERGY(FT) HOHENTUH(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 ^,j25 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: UPSTREAH RUN ANALYSIS RESULTS DOWNSTREAH CONTROL ASSUNED PRESSURE HEAD(PT) > PRESSURE FLOW PROFILE CONPUTED INFORHATION: 3.66 DISTANCE FROH CONTROL(FT) 0.000 PRESSURE HEAD(FT) 3.663 VELOCITY (FT/SEC) 6,328 SPECIFIC ENERGY(FT) 4.285 6B PRBSSURE-t- MOMENTUH(POUNDS) 765.82 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Cartsbad, Califomia 92008-6603 E-mail; oday@odayconsultants.oom Website; www.odayconsultants.com Tel; 760,931.7700 Fax; 760,931.8680 (I 39.792 2.000 6.328 2.622 439.82 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) - 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORHATION: m DISTANCE FROH FLOW DEPTH VELOCITY SPECIFIC PRESSURE-I- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) HONENTUH(POUNDS) 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 WVT-»0»TTT T/^ TTU 1 PRESSURE+HOMENTUH BALANCE OCCURS AT 21 .54 FEET UPSTREAN OF NOOE 102,00 1 j DOWNSTREAM DEPTH - 2.763 FEET, UPSTREAN CONJUGATE DEPTH - 0,902 FEET j NODE 100.00 : HGL - < 260. 102>;EGL- < 260.945>;PLOWLINE-< 258.500> ****************************************************************************** UPSTREAH PIPE PLOW CONTROL DATA: NODE NUHBER - 100.00 FLOWLINE ELEVATION - 258.50 ASSUHED UPSTREAH CONTROL HGL - 260,10 FOR DOWNSTREAN RUN ANALYSIS END OF GRADUALLY VARIED PLOW ANALYSIS ****************************************************************************** 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 s9 O'Day Consultants Inc. E-mail; oday@odayconsultants.com 2710Loker Avenue West. Suite 100 WetisitB; viww.odayconsuttants.com Cartsbad, Califomia 92008-6603 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 * * STORH DRAIN SYSTEH "100" HAIN LINE * * J.N. 981020-5 FILE: VLXOl.RES * ************************************************************************** FILE NAHE: VLXOl.DAT TINE/DATE OF STUDY: 11:45 01/14/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS POR PIPE SYSTEH NODAL POINT STATUS TABLE (Note: "*" indicates ncxlal point data used.) UPSTREAH RUN NODE HODEL PRESSURE PRESSURE-t- NUHBER PROCESS HEAD(FT) HOHENTUN(POUNDS) DOWNSTREAH RUN FLOW PRESSURE-l- DEPTH(FT) HONENTUH(POUNDS) 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 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 JUHP 1.60*DC 406.43 0.71* 1.32* 1.36* 1.85*Dc 1.07* 1.24* 0.87* 0.94* 0.94* 1.72*Dc 1,60 1.21 0,90 1.60*DC 1638.99 821.13 801.53 704.47 847.36 741.60 845,76 773,40 777.58 516.01 519.89 602,77 589.60 406.43 HAXIHUH NUHBER OF ENEROY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY PLOW HYDRAULIC HEAD-LOSS COHPUTATIONS BASED ON THE HOST CONSERVATIVE PORHULAE FROH THE CURRENT LACRD,LACFCD, AND OCEHA DESIGN HANUALS, ****************************************************************************** 6>0 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail: oday®odayconsultants,com Website: www.odayconsultants.com Tel; 760,931,7700 Fax: 760,931,8680 DOWNSTREAH PIPE FLOW CONTROL DATA: NODE NUHBER - 142,00 FLOWLINE ELEVATION - 175,50 PIPE FLOW - 29,01 CFS PIPE DIAMETER - 24,00 INCHES ASSUNED DOWNSTREAH CONTROL HGL - 177,500 FEET NODE 142,00 : HGL - < 176,214>;EGL- < 189,114>;FLOWLINE- < 175,500> ****************************************************************************** FLOW PROCESS FROH NODE 142,00 TO NODE 141,00 IS CODE - 1 UPSTREAH NODE 141,00 ELEVATION - 203.07 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 29.01 CFS PIPE DIAHETER - 24.00 INCHES PIPE LENGTH - 109.12 FEET HANNING'S N - 0,01300 NORHAL DEPTH(FT) - 0.69 CRITICAL DEPTH(FT) -1.85 UPSTREAH CONTROL ASSUHED FLOWDEPTH(FT) 1,32 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: DISTANCE FROM CONTROL(FT) 0.000 0 0 1 2 2 3 4 5 432 910 439 026 677 401 208 109 6.118 7.252 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 1.092 1,067 1,042 1.017 0,991 0. 0. 0. 0. 0. 0. 0. 0. 0. .966 .941 ,916 .891 .865 .840 .815 .790 ,765 0.739 0.714 0.714 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 4. 4. 4. 4. 4, 4. 4. 5. .121 .227 ,344 .472 .614 .769 ,940 ,128 5.335 5.563 5.816 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-t- NOHENTUN(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 NODE 141.00 : HGL - < 204.389>;EOL- < 207.094>;FLOWLINE- < 203.070> ****************************************************************************** FLOW PROCESS FROH NODE UPSTREAH NODE 140.00 141.00 TO NODE ELEVATION - 140.00 IS CODE - 5 203.40 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: 6/ O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail: oday@odayconsultants,com Website; www.odayconsultants.com Te); 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 (DEGREES) 0.00 0.00 0.00 FLOWLINE ELEVATION 203.40 203.07 0.00 0.00 CRITICAL DEPTH(FT.) 1.85 1.85 0.00 0.00 VELOCITY '(FT/SEC) 12.746 13.198 0.000 0.000 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)) / ((A1-I-A2) *16,1) -l-FRICTION LOSSES UPSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0. DOWNSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0 AVERAGED FRICTION SLOPE IN JUNCTION ASSUHED AS 0.02645 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.106 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY-I-HV1-HV2)-t-(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.190)-l-( 0,000) - 0,190 NODE 140,00 : HGL - < 204.761>;EGL- < 207.283>;FLOWLINE- < 203.400> ****************************************************************************** 02532 02757 0.000 FEET FLOW PROCESS FROH NODE UPSTREAH 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 CFS PIPE DIAHETER - 24.00 INCHES PIPE LENGTH - 83.33 FEET HANNING'S N - 0.01300 NORHAL DEPTH(FT) 1.30 CRITICAL DEPTH(FT) 1.85 UPSTREAM CONTROL ASSUMED FLOWDEPTH(PT) 1.85 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(PT) 0.000 0.067 0.268 0.608 1.094 1.733 2.537 3.521 4.702 6.100 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. 1. 1. 1. 1. 1. 1. 1. .649 .627 .606 ,584 ,562 .540 .518 .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(PT) 3.269 3.270 3.273 3.278 3,285 3.294 3.305 3,318 3,333 3,351 3,371 3,394 3.420 3.448 3.480 3,515 3.553 3,595 3,641 3.691 PRESSURB-i- HOHENTUH(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 Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail: oday@odayconsultants.com Website; www.odayconsultants.com Tel; 760.931,7700 Fax: 760.931.8680 (i 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 FROH NODE 133.00 TO NODE 132.00 IS CODE - 5 UPSTREAH NODE 132.00 ELEVATION - 206.13 (FLOW UNSEALS IN REACH) (NOTE: POSSIBLE JUHP IN OR UPSTREAH 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 (INCHES) (DEGREES) ELEVATION 24.00 35.00 206,13 24.00 - 205.80 0.00 0.00 0,00 0.00 0,00 0,00 >Q5 EQUALS BASIN INPUT— FLOWLINE CRITICAL VELOCITY DEPTH(FT,) (FT/SEC) 80 85 00 00 15,478 9,572 0.000 0.000 LACFCD AND OCEHA FLOW JUNCTION PORHULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ((Al-t-A2) *16.1) -fPRICTION LOSSES UPSTREAN: HANNING'S N - 0.01300; FRICTION SLOPE - 0. DOWNSTREAH: 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)-I-(ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.570)-l-( 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 132.00 TO NODE 125,00 IS CODE - 1 UPSTREAM NODE 125,00 ELEVATION - 209.87 (PLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 26.61 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 75.69 FEET HANNING'S N - 0.01300 NORHAL DEPTH(FT) - 1.03 CRITICAL DEPTH(FT) - UPSTREAH CONTROL ASSUHED FLOWDEPTH(FT) - 1.24 GRADUALLY VARIED PLOW PROFILE COHPUTED INFORHATION: 1,80 DISTANCE PROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-t- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) H6HENTUN(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 Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail; oday@odayconsultants.com Website; www.odayconsultants.com Te): 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 FROH NODE 125.00 TO NODE 124.00 IS CODE - 5 UPSTREAH NODE 124.00 ELEVATION - 210.20 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAH DOWNSTREAH LATERAL #1 LATERAL #2 Q5 PLOW DIAHETER ANGLE FLOWLINE CRITICAL VELOCITY (CPS) (INCHES) (DEGREES) ELEVATION DEPTH(PT.) (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 OCEHA FLOW JUNCTION FORNULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ((A1-I-A2) *16.1) -I-FRICTION LOSSES UPSTREAH: NANNING'S N - 0.01300; FRICTION SLOPE - 0.06990 DOWNSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0.02806 AVERAGED FRICTION SLOPE IN JUNCTION ASSUHED AS 0.04698 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.196 PEET ENTRANCE LOSSES - 0,000 PEET JUNCTION LOSSES - (DY-i-HVl-HV2)-i-(ENTRANCE LOSSES) JUNCTION LOSSES - ( 2.291)-t-( 0.000) - 2.291 NODE 124.00 HGL < 211.071>;EGL- < 216.045>;FLOWLINE- < 210.200> ****************************************************************************** PLOW PROCESS FROH NODE 124.00 TO NODE 123.00 IS CODE - 1 UPSTREAH NODE 123.00 ELEVATION - 231.40 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 23.52 CFS PIPE DIAHETER - 24.00 INCHES PIPE LENGTH - 300.00 FEET HANNING'S N - 0.01300 NORNAL DBPTH(FT) - 0.87 CRITICAL DEPTH(FT) UPSTREAN CONTROL ASSUHED FLOWDEPTH(FT) - 0.94 1.72 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: O'Day Conauttants Inc 2710 Loker Avenue West. Suite 100 Cartsbad, California 92008-6603 E-mail: oday@odayconsultants,com Website; www,odayconsultants.com Tel; 760,931.7700 Fax; 760.931,8680 (i DISTANCE FROH FLOW DEPTH VELOCITY SPECIFIC PRESSURE-l- CONTROL(PT) (FT) (FT/SBC) ENERGY(PT) HOMENTUH(POUND 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 FROH NODE 123.00 TO NODE 122.00 IS CODE - 5 UPSTREAH NODE 122.00 ELEVATION - 231.73 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAH LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 23,52 23.52 0.00 0.00 0.00- DIAHETER (INCHES) 24.00 24.00 0.00 0.00 ANGLE (DEGREES) 0.00 00 00 FLOWLINE ELEVATION 231.73 231.40 0.00 0.00 CRITICAL DEPTH(FT.) 1.72 •-Q5 EQUALS BASIN INPUT- LACFCD AND OCEHA FLOW JUNCTION PORHULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DBLTA3) - Q4*V4*C0S (DBLTA4)) / ((A1-I-A2) *16.1) -l-FRICTION LOSSES UPSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE « DOWNSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - AVERAGED FRICTION SLOPE IN JUNCTION ASSUHED AS 0.05364 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.215 FEET ENTRANCE LOSSES JUNCTION LOSSES - (DY-I-HV1-HV2) + (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.376)-I-( 0.000) - 0.376 72 00 00 VELOCITY (FT/SEC) 16.277 16.177 0,000 0.000 .05408 .05319 0.000 FEET NODE 122.00 : HGL - < 232.667>;EOL- < 06 236.781>;FLOWLINB- < 231,730> O'Day Consuttants Ine. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail: oday@odayconsultants.com Website: www.odayconsultants.com Tel; 760.931,7700 Fax; 760.931,8680 FLOW PROCESS FROH NODE 122,00 TO NODE 121.00 IS CODE - 1 UPSTREAH NODE 121.00 ELEVATION - 249.60 (FLOW IS SUPERCRITICAL) m CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 23.52 CFS PIPE DIAHETER - 24.00 INCHES PIPE LENGTH - 295.80 PEET HANNING'S N - 0.01300 NORHAL DEPTH(FT) 0.91 CRITICAL DEPTH(PT) 1.72 UPSTREAH CONTROL ASSUHED FLOWDEPTH(FT) 1.72 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: DISTANCE FROH FLOW DEPTH VELOCITY SPECIFIC PRESSURB-t-CONTROL(FT) (FT) (PT/SEC) ENERGY(FT) HOHENTUH(POUNDS) 0.000 1.721 8.175 2.760 516.01 0.032 1.689 8.308 2.761 516.29 0.130 1.656 8.452 2.766 517.15 0.300 1.624 8.607 2.775 518.61 0.550 1.591 8.773 2.787 520.68 0.887 1.559 8.950 2.803 523.40 1.321 1.526 9.141 2.824 526.79 1.865 1.494 9,344 2.850 530,89 2.532 1.461 9,561 2.881 535.75 3.339 1.429 9,793 2.919 541.40 4.307 1.396 10.041 2.963 547.89 5.462 1.363 10.306 3.014 555.28 6.834 1.331 10.590 3.073 563.62 8.465 1,298 10.893 3.142 572.99 10.402 1.266 11.217 3,221 583.47 12.713 1.233 11.565 3.311 595.13 15.483 1.201 11.938 3.415 608.07 18.829 1.168 12.339 3.534 622.40 22.918 1.136 12.770 3.669 638,25 27.992 1,103 13.234 3.824 655.75 34.431 1.071 13.735 4.002 675.06 42,871 1.038 14.277 4.205 696.36 54.507 1.006 14.864 4.439 719.86 72.024 0.973 15.502 4.707 745.79 104.049 0.940 16.196 5,016 774.43 295.800 0.937 16.272 5.051 777.58 NODE 121.00 : HGL - < 2S1.321>;EGL- < 252.360>;FLOWLINE- < 249,600> ******************************»**»»*********^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROH NODE 121.00 TO NODE 120.00 IS CODE - 5 UPSTREAH NODE 120.00 ELEVATION - 249.93 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAH DOWNSTREAH LATERAL #1 LATERAL #2 FLOW (CFS) 23.52 23.52 0.00 0.00 DIAMETER (INCHES) 24.00 24.00 0.00 0.00 ANGLE (DEGREES) 90,00 0,00 0.00 66? 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 Consuttants Inc 2710 Loker Avenue West. Suite 100 Cartsbad, Califomia 92008-6603 E-mail: oday@odayconsultants.com Website: www,odayconsultants.com Te); 760,931.7700 Fax: 760.931,8680 QS 0.00—Q5 EQUALS BASIN INPUT— LACFCD AND OCEHA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4)) / ((Al-t-A2) *16.1) -fFRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.01081 DOWNSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0.01000 AVERAGED FRICTION SLOPE IN JUNCTION ASSUHED AS 0.01040 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.042 FEET ENTRANCE LOSSES - 0.000 PEET JUNCTION LOSSES - (DY-I-HV1-HV2)-t-(ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.859)-l-( 0,000) - 1.859 NODE 120,00 : HGL - < 253.348>;EGL- < 254,218>;FLOWLINE- < 249,930> ***********************************************^^^^^^^^*^^^*J^^^******^^*^^*^^*^^***J^^^** PLOW PROCESS FRON NODE 120.00 TO NODE 103.00 IS CODE - 1 UPSTREAH NODE 103.00 ELEVATION - 251,20 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 23.52 CPS PIPE DIAHETER - 24.00 INCHES PIPE LENGTH - 121.25 FEET HANNING'S N - 0.01300 SF-(Q/K)**2 - (( 23.52)/( 226.224))**2 - 0.01081 HF-L*SP - ( 121.25)*(0.01081) - 1.311 NODE 103.00 : HOL - < 254.659>;EGL- < 255.529>;FLOWLINE- < 251.200> *********************************** ***********<m»jj*<m*^^^^*j^j^*j^*,^*^j^*^^*j^*j^*jj,^*** FLOW PROCESS FROH NODE UPSTREAH NODE 102.00 103.00 TO NODE ELEVATION - 102.00 IS CODE - 5 251.53 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIANETER ANGLB FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(PT.) (PT/SEC) 19.88 24.00 0.00 251.53 1.60 23.52 24.00 - 251.20 1.72 3.24 18,00 90,00 252.03 0.69 0.40 18.00 90.00 251.20 0.23 0,00—Q5 EQUALS BASIN INPUT— 6,328 7,487 1.833 0,226 LACFCD AND OCEHA PLOW JUNCTION PORHULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4) ) / ((Al-fA2) *16,1) -fFRICTION LOSSES UPSTREAH: HANNING'S N - 0,01300; FRICTION SLOPE - 0. DOWNSTREAH: HANNING'S N - 0,01300; FRICTION SLOPE - 0, AVERAGED FRICTION SLOPE IN JUNCTION ASSUHED AS 0.00927 JUNCTION LENGTH - 4.00 PEET FRICTION LOSSES - 0.037 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY-fHVl-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.286)-f( 0.000) - 0.286 00772 01081 0.000 FEET NODE 102.00 : HOL - < 255.193>;EGL« < 255.815>;FLOWLINE- < 251.530> *********************************** ********************^^^^(^*jj**j^^^*^m^***j^^*(^** FLOW PROCESS FROH NODE 102.00 TO NODE 100,00 IS CODB - 1 UPSTREAH NODE 100.00 ELEVATION - 258.50 (HYDRAULIC JUMP OCCURS) 0>7 O'Day Conaultants Inc 2710 LokerAvenueWest, Suite 100 Carlsbad, Califomia 92008-6603 E-mail; oday@odayconsultants.com Website; www.odayconsultants.com Tel; 760.931,7700 Fax; 760.931,8680 CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 19.88 CPS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 140.77 PEET MANNING'S N - 0.01300 HYDRAULIC JUMP: DOWNSTREAH RUN ANALYSIS RESULTS NORHAL DBPTH(PT) - 0.87 CRITICAL DEPTH(FT) - UPSTREAH CONTROL ASSUHED FLOWDEPTH(FT) - 1.60 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: 1.60 DISTANCE FROH 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. 0. 0. 0. 0. 0. .019 .990 .961 .932 .903 .902 VELOCITY (PT/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(FT) 2.445 2.447 2.450 2.457 2.466 2.478 2,494 2.514 2.538 2,567 2.600 2.639 2.685 2.738 798 867 946 036 139 3.256 3,390 3,542 3,716 3.915 4.143 4.148 2. 2. 2. 3. 3. PRESSURE-f HOHENTUH(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 JUHP: UPSTREAH RUN ANALYSIS RESULTS DOWNSTREAH CONTROL ASSUMED PRESSURE HEAD(FT) 3,66 PRESSURE FLOW PROFILE COMPUTED INFORNATION : DISTANCE FRON PRESSURE VELOCITY SPECIFIC PRESSURE-f CONTROL(PT) HEAD(PT) (FT/SEC) ENERGY (FT) HONENTUH(POUNDS) 0,000 3,663 6.328 4.285 765.82 39.792 2,000 6.328 2.622 439,82 ASSUHED DOWNSTREAH PRESSURE HEAD(PT) -2.00 GRADUALLY VARIED FLOW PROFILE CONPUTED INFORNATION: DISTANCE FROH FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f 68 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad. Califomia 92008-6603 E-mail; oday@odayconsultants.com Wetisite; www.odayconsultants.com Te): 760.931.7700 Fax; 760.931,8680 DL(FT) (FT) (FT/SEC) ENEROY(FT) HOHENTUH(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 JUHP ANALYSIS I PRESSURE-f HOHENTUH BALANCE OCCURS AT 21.54 PEET UPSTREAH OF NODE 102.00 I DOWNSTRBAM DEPTH - 2.763 FEET, UPSTREAH CONJUGATE DEPTH - 0.902 FEET NODE 100.00 : HGL - < 260.102>;EGL- < 260.945>;FLOWLINE- < 258.500> ****************************************************************************** UPSTREAH PIPE FLOW CONTROL DATA: NODE NUHBER - 100.00 FLOWLINE ELEVATION - 258.50 ASSUHED UPSTREAH CONTROL HGL - 260.10 POR DOWNSTREAH RUN ANALYSIS BND OF GRADUALLY VARIED FLOW ANALYSIS e>9 O'Day Consuttants 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 ***************************** *********J^*JJ*^^J^JJ^J^J^J^****J^*^^^**J^^^^^^^^^^^^^^^^^^^ PIPE-FLOW HYDRAULICS COHPUTER PROGRAH PACKAGE (Reference: LACFCD.LACRD, AND OCEHA 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 Pax: 760-931-8680 ************************** DESCRIPTION OP STUDY ************************** * CALAVERA HILLS VILLAGE X HYDRAULICS * * SYSTEN "100" -LATERAL AT NODE 118 * * J.N. 981020-5 FILE: VLXOIA.RES * ************************************#*<>*<^<^**j^^^^*j^**^^^^^^^^^^^^^^^^^^^^^^^^ FILE NAHB: VLX01A.DAT TIHE/DATE OF STUDY: 12:24 01/14/2003 *************************************** *^^<^<>(^^^*^j^**j^**^^^^^^^^^^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEH NODAL POINT STATUS TABLB (Note: "*" indicates nodal point data used.) UPSTREAH RUN DOWNSTREAH RUN NODE HODEL PRESSURE PRESSURE-f FLOW PRESSURE-f NUNBER PROCESS HEAD(FT) HOHENTUH(POUNDS) DEPTH(FT) HONENTUH(POUNDS) 102.00- 3.99* 357.49 0.17 3.98 } FRICTION 118.00- 3.36* 288.06 0.25 Dc 3.16 HAXINUN NUNBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY PLOW HYDRAULIC HEAD-LOSS CONPUTATIONS BASED ON THE MOST CONSERVATIVE PORHULAE FROH THE CURRENT LACRD.LACFCD, AND OCENA DESIGN HANUALS. ******************************************jj***^^^j^*j^j^^*^^^*^*^^^^^^^^^^^^^^^j^^^^ DOWNSTREAH 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> ******************************************(>»*j^**^^*^^**^j**^^^^^^^,^^^^^^^^^^^^^^^ FLOW PROCESS FROH NODE 102.00 TO NODE 118.00 IS CODB - 1 UPSTREAH NODE 118.00 ELEVATION - 251.83 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 0.44 CFS PIPE DIAHETER - 18.00 INCHES PIPE LENGTH - 21.75 FEET HANNING'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@odayconsul1ants.com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Carisbad, Califomia 92008-6603 Te); 760.931.7700 Fax; 760.931,8680 NODE 118.00 : HGL - < 255.190>;EGL- < 255,191>;FLOWLINE- < 251,830> ****************************************************************************** UPSTREAH PIPE FLOW CONTROL DATA: NODE NXrnBBR - 118,00 FLOWLINE ELEVATION - 251,83 ASSUNED UPSTREAM CONTROL HGL - 252,08 FOR DOWNSTREAN RUN ANALYSIS BND OF GRADUALLY VARIED FLOW ANALYSIS 7/ O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 LokerAvenueWest, Suite 100 Wetisite; www.odayconsultants.com Carisbad, Califomia 92008-6603 Tel; 760.931.7700 Fax: 760,931.8680 ************ * * * ***** ****** : PIPE-FLOW HYDRAULICS COHPUTER PROGRAH PACKAGE (Reference: LACFCD,LACRD, AND OCEHA 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 ************ * STORH DRAIN SYSTEH "200" * * J.N. 981020-5 FILE: VIiX02.RES ******************* , * PILE NANE: VLX02.DAT TIHE/DATE OP STUDY: 10:06 01/14/2003 * ************* * ********* GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEH NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) N«MB»_ PROCESS HE»(FT1 MOHENTUM(POONDS1 DBPTH(PT) HMlS^^iU) 1 2.60* 205.97 0.36 11 fii } FRICTION 13.61 2.24* 165.82 0,43 Dc 12 94 } JUNCTION ° 1.92* 131.47 0 „ } FRICTION } HYDRAULIC JUHP ".94 0.43*DC 12.94 HAXIHUH NUHBER OF ENERGY BALANCES USED IN EACHPROFILE NOTE: STEADY PLOW HYDRAULIC HEAD-LOSS TOHPUTATIONrBA^ SrSLs'^'^ ""^^ ™= LACRD,Ii??^"^ "^'^ *********************************************************************** DOWNSTRBAM PIPE FLOW CONTROL DATA: ******************* M?E?^^''" '°?-;j..c FLOWLINE ELEVATION - 247.40 PIPE FLOW - 1.34 CPS PIPE DIAMETER - 18 00 THPHRS ASSUMED DOWNSTREAM CONTROL HGL - 250.000^^^ NODE 208.00 : HGL - < 250. Ooll7EQiy 7 TslVolll7^^lm~' 25 400> FLOW PROCESS PROM HODS 208.00 TO NODE CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 1.34 CPS PIPE DIAMETER - 18.00 INCHES 12. O'Day Consuttants Inc. E-mai); oday@oclayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760.931,7700 Fax: 760.931,8680 SF!?o5?f*T? • M ^^-^^^^ MANNING'S N - 0.01300 HFILJSP ^ " 105.012))**2 - 0.00016 JiP-L*SP - ( 36.36)*(0.00016) . 0.006 NODE 207.00 : HGL - < ^•5o:io6;;EGL:";'%"5i:o;5:;;i:oi^i,;i:";"%";;:;;or **^r^^^^^ ********** __UPSTREAM_NODE___206.00_ _ _ELEyAT^^^^ ^^LSS^L UN^ER PRESSURE) CALCULATE JUNCTION LOSSES: "" "J^^^"™ ANGLE FLOWLINE CRITICAL VELOCITY UPSTREAM 4 '"l^V ^^T^S' ""fIST ""Tif"' '"^''^'^ DOWNSTREAM 1.34 18 00 - IVl'n^ "'tl LATERAL #1 0.00 0.00 0.00 O ol O ol ^nll LAT^n 0.00 0.00 0.00 S.'oo 05 0.00—Q5 EQUALS BASIN INPUT LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED- DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- TTBsnSinu**"^^ ^ / < <*^**2) *16.1) +FRICTION LOSSES S " MICTION SLOPE : 0.00016 DOWNSTREAM: HANNING'S N - 0.01300; FRICTION SLOPE - 0 oooifi AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS OoSo« JUNCTION LENGTH - 4.00 FEET 0.00016 ^iZlZ 5^®^^^ " "'""^ ENTRANCE LOSSES - 0 Oo5 FEET "^^^^^ • (DY+HV1-HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.019).f( 0.000) - 0.019 NODE 206.00 : HGL - < 250.024;;EGL/r"250y033';;PMiiiOT:"r"2« JJPSTREM H0» 2M.00 f^™" - _»».73 ^^Ic JBMP OOCCRS, CALCULATE FRICTION LOSSES(LACFCD): "PE^GTHI l-liZL PIPB DIAMETER . 18.00 INCHES .^" NANNING'S N - 0.01300 ^ HYDRAULIC JUNP: DOWNSTREAN RUN ANALYSIS RESULTS o'" UPSTREAH CONTROL ASSUHED FLOWDEPTH'rar""""""!"""'""""""""""""""""""""""" GRADUALLY VARIED FLOW PROFILE COHPUTBo'lNPORHATIONr''"""" DISTANCE FROH FLOW DEPTH VELOCITYSPEClpic Do«e,m= 3.165 0.589 I'i aA °-«2 3.288 Oslo lilt ° O-*" 3-«l 0 592 i?'nJ 3,563 S.iJs [I'll ^ 0-3" 4-060 0.619 "il 73 O'Day Consuttanta 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 ;•?!! °-351 4.253 0.632 ;3.87 O'lsl 'r^'ltl 0*218 Ji?^ "-57 2'364 SiSJ °-^27 15.54 Si" Si" I'lll S-!!^ 6-'225 Si" i^ij !iJf ^-O^S 19,62 7.624 1.137 20,84 IBIS ;i?j ^-"^ "-'J J-f^! 0.210 8.890 1.438 23.89 3140 ^-"^ 25io 3.140 0.187 10.563 I.921 28.04 0.186 10.664 1.953 28,29 HYDRAULIC JUMP: UPSTREAH RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUHED PRESSURE HEAD"PT"'"""""I"2""""""""""""""""""" PRESSURE FLOW PROFILE COHPUTED INPORHATIONI""""""""""""""""""""""""""""""" °SSSSS(Sr ^mS? " 7^^^siEci^ic"""i^s'siBsl"" 0 oL .V.i ^"^^""^^ BNERGY(PT) HONENTUH (POUNDS) Si!? . .It ^-"3 "1-47 lllll 1^500 0,758 1.509 84.67 ASSUHED DOWNSTREAH PRESSURE HEAD(PT""I"""""I"5O"""""""'""""""""""""*"*""""' GRADUALLY VARIED PLOW PROFILE COHPUTBD'INPORHATIONT""""""""'""""""'"""""""' CONTROL(PT) (PT) (pT/SEC) ENERGY(FT) HOHENTUH(POUNDS) rs ai. ^'"^ 1-509 84.67 Vlll 80 00 1016 1,415 0.776 1.424 75 39 l-lll l-lll 0.791 1.382 11:11 1.184 1.329 0.809 I.34O 66.46 I'lll 1-287 0.830 1.297 62.17 1.352 1.244 0.855 1.255 58.00 1-201 0.883 1.213 53 97 iio" I'lll y ".is 1.602 1.116 0.950 1.130 46.34 l-«85 1.073 0.990 1.039 42.77 1.767 1.031 1.035 1.047 3936 1- 849 0.988 1.085 1.0O6 36 12 2 0? nil? ".07 loll nlll °-^25 30.19 llll natn ^-"^ 27,51 llll Vlll 1-361 0.846 25,01 11*1 0.775 1.455 0.808 22.72 2 39? Vlll 20,64 2- 393 0,689 1.690 0.734 18.77 2-462 0,647 1.837 0,699 17,13 2-527 0,604 2 on n e^f »s" i.tti III] O'Day Conauttants Inc. E-mail; oday@odayconsultants,com 2710 LokerAvenueWest, Suite 100 Website; www.odayconsultants.com Carisbad, Califomia 92008-6603 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-fHOHENTUH BALANCE OCCURS AT 2.37 FEET UPSTREAH OF NODE 206.00 | I DOWNSTREAM DEPTH - 0.703 FEET, UPSTREAH CONJUGATE DEPTH - 0.249 FEET | NODE 204.00 : HOL - < 250.163>;EOL- < 250.319>;FLOWLINE- < 249.730> ******************************************************************««*«««^««««^ UPSTREAN PIPE FLOW CONTROL DATA: NODE NUHBER - 204.00 FLOWLINE ELEVATION - 249.73 ASSUHED UPSTREAM CONTROL HGL - 250.16 FOR DOWNSTREAH RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 75 O'Day ConsuKants Inc. E-mail: oday@odayconsultan1s.com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Cartsbad. Cafifomia 92008-6603 Tel: 760,931,7700 Fax: 760.931,8680 *****************************^»^*^^^^^^^^.^^^^^^^^^^^^^^^^^^^^^^^^^;^^^^^^^^^^^ PIPE-FLOW HYDRAULICS COHPUTER PROGRAH PACKAGE (Reference: LACFCD.LACRD, AND OCEHA 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 Consultamts. Inc. 5900 Pasteur Court Suite 100 Carlsbad, CA 92008 (760) 931-7700 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * STORH DRAIN SYATEH "300" HAIN LINE * * J.N. 981020-5 FILE: VLX03.RES * FILE NAHE: VLX03.DAT TIHE/DATE OF STUDY: 14:23 04/03/2003 ************************************,^^j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEH NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAH RUN DOWNSTREAM RUN NODE NUHBER 362.00- HODEL PROCESS FRICTION PRESSURE HEAD(FT) 2.50 PRESSURE-f HOHENTUH(POUNDS) 785.12 FLOW DEPTH(FT) 1.27* PRESSURE-f HOMENTUM(POUNDS) 872.61 355.00- JUNCTION 1.92 Dc 706.10 1.13* 982.10 354.00- FRICTION 1.90 Dc 684.26 i.io* 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- FRICTION 3.52* 902.41 } HYDRAULIC JUHP 0.93 653.31 323.00- JimCTION 1.63*Dc 451.49 1.63*Dc 451.49 322.00- FRICTION 2.17* 378.40 } HYDRAULIC JUHP 0.74 373.44 315.00- 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 7d> O'Day Conaultants Inc. 2710 LokerAvenueWest, Suite 100 Carisbad, Califomia 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 HAXIHUH NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE HOST CONSERVATIVE PORHULAE FROH THE CURRENT LACRD,LACFCD, AND OCEHA DESIGN HANUALS. DOWNSTREAH PIPE FLOW CONTROL DATA: NODE NUHBER - 362.00 FLOWLINE ELEVATION - 178.87 PIPE FLOW - 31.92 CPS PIPE DIAHETER - 30.00 INCHES ASSUHED DOWNSTREAH CONTROL HGL - 181.370 FEET NODE 362.00 : HGL - < 180.140>;EGL- < 182.662>;FLOWLINE- < 178.870> ***************************************^^jkjj,,^^<^jjj^j^^^^^j^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROH NODE 362.00 TO NODE 355.00 IS CODE - 1 UPSTREAH NODE 355,00 ELEVATION - 179.63 (PLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 31.92 CFS PIPE DIAHETER - 30.00 INCHES PIPE LENGTH - 54.40 FEET HANNING'S N - 0.01300 NORHAL DBPTH(FT) - 1,48 CRITICAL DEPTH(PT) - UPSTREAH CONTROL ASSUHED FLOWDEPTH(PT) - 1,13 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: 1.92 DISTANCE FROH FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(PT) HOHENTUH(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>;EGL- < 184.181>;FLOWLINE- < 179.630> **************************************<> jk^^j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROH NODE 355.00 TO NODE 354.00 IS CODE - 5 UPSTREAH NODE 354.00 ELEVATION - 179.96 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAHETER ANGLE FLOWLINE CRITICAL (CFS) (INCHES) (DEGREES) ELEVATION DBPTH(PT.) UPSTREAN 31.20 30.00 0.00 179.96 1.90 77 VELOCITY (PT/SEC) 15.081 O'Day Consultsnts Inc. 2710 LokerAvenueWest, Suite IOO Cartsbad, Califomia 92008-6603 E-mail: oday@odayconsultants.com Wetisite: www.odayconsultants.com Tel: 760,931,7700 Fax; 760.931,8680 DOWNSTREAM 31.92 30.00 - 179.63 LATERAL #1 0.72 18.00 90.00 179.96 LATBRAL #2 0.00 0.00 0.00 0.00 Q5 0.00—Q5 EQUALS BASIN INPUT— 1.92 0.32 0.00 \ 14.847 0.613 0.000 LACFCD AND OCEHA FLOW JUNCTION PORHULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4)) / ((Al-fA2) *16.1) -fFRICTION LOSSES UPSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03562 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.142 PEET ENTRANCE LOSSES JUNCTION LOSSES - (DY-fHVl-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.406)-f( 0.000) - 0.406 03666 03457 0.000 FEET NODE 354.00 : HGL - < 181.055>;EGL- < 184.587>;FLOWLINE- < 179.960> ******************************** ***»jt^jj^j^j^jj^j^^^j^^j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ PLOW PROCESS PROM NODE 354.00 TO NODE 345.00 IS CODE - 1 UPSTREAH NODE 345,00 ELEVATION - 184.00 (PLOW 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 NORHAL DEPTH(FT) 1.03 CRITICAL DEPTH(FT) 1.90 UPSTREAH CONTROL ASSUHED FLOWDEPTH(PT) -1.90 GRADUALLY VARIED PLOW PROFILE COMPUTED INFORHATION: DISTANCE FROH FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) HOHENTUH (POUNDS) 0.000 1.903 7.780 2.843 684.26 0.035 1.868 7,929 2.845 684.60 0.144 1.833 8,087 2.849 685.63 0.335 1.798 8,254 2.856 687.40 0.618 1.763 8,431 2.867 689.93 1.002 1.728 8.619 2.882 693.26 1.501 1.693 8.817 2.901 697.44 2.130 1.658 9.028 2.924 702.51 2.905 1.623 9.250 2.952 708,53 3.848 1.587 9.487 2.986 715.54 4.985 1.552 9.738 3.026 723.62 6.345 1.517 10.004 3.072 732.83 7.967 1.482 10.288 3.127 743.24 9.899 1.447 10.589 3.190 754.94 12.200 1.412 10.911 3.262 768,02 14.950 1.377 11.253 3.345 782.59 18.251 1.342 11,619 3.440 798.75 22.244 1,307 12.011 3.548 816,65 27.128 1.272 12.430 3.673 836,42 33.194 1.237 12.880 3.814 858,23 40.894 1.202 13.363 3.976 882,27 50.987 1.167 13.884 4.162 908.75 64.900 1.132 14.445 4.374 937,90 IB O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Cartsbad. California 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 345,00 TO NODE 344,00 IS CODE - 5 UPSTREAN NODE 344.00 ELEVATION - 184.33 (PLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAN DOWNSTREAH LATERAL #1 LATERAL #2 Q5 FLOW DIAHETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 25.88 30.00 90.00 184.33 1.73 31.20 30.00 - 184.00 1.90 5.32 18.00 0.00 184.50 0.89 0.00 0.00 0.00 0.00 0.00 0.00—Q5 EQUALS BASIN INPUT— 5.272 7.782 3.011 0.000 LACFCD AND OCEHA FLOW JUNCTION PORHULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4)) / ((Al-fA2) *16.1) -fFRICTION LOSSES UPSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0.00398 DOWNSTREAN: NANNING'S N - 0.01300; FRICTION SLOPE - 0.00673 AVERAGED FRICTION SLOPE IN JUNCTION ASSUNED AS 0.00535 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.021 FEET ENTRANCE LOSSES - 0.000 FEET 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 FROH NODE UPSTREAH NODE 337.00 344.00 TO NODE ELEVATION - 337.00 IS CODE - 1 185.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 25.88 CFS PIPE DIAHETER - 30,00 INCHES PIPE LENGTH - 124.95 FEET HANNING'S N - 0.01300 SF-(Q/K)**2 - (( 25.88)/( 410.170))**2 - 0.00398 HF-L*8F - ( 124.9S)*(0.00398) - 0.497 NODE 337.00 : HGL - < 188.001>;EGL- < 188.433>;FLOWLINE- < 185.000> ****************************************************************************** FLOW PROCESS FROH NODE UPSTREAH NODE 336.00 337,00 TO NODE ELEVATION - 336.00 IS CODE - 5 185.33 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAH DOWNSTREAN LATERAL «1 LATERAL #2 Q5 FLOW DIANETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(PT.) (FT/SEC) 22.94 30,00 90,00 185,33 1,63 4,673 25.88 30.00 - 185.00 1.73 5.272 2.94 18,00 0,00 185.50 0.65 1,664 0.00 0.00 0.00 0.00 0.00 0.000 0,00—Q5 EQUALS BASIN INPUT— LACFCD AND OCENA FLOW JUNCTION FORNULAE USED: 79 O'Day Consuttanta Inc. 2710 Loker Avenue West, Suite 100 Cartsbad, Califomia 92008-6603 E-mail: oday@odayconsultants.com Wetisite: www,odayconsultants,com Te); 760,931.7700 Fax: 760.931,8680 (4 DY- (Q2*V2-Q1*V1*C0S (DELTAl) -Q3*V3*COS (DELTA3) - Q4*V4*C0S (DELTA4)) / ((Al-fA2) *16,1) -fFRICTION LOSSES UPSTREAH: HANNING'S N - 0,01300; FRICTION SLOPE - 0. DOWNSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUNED AS 0.00355 00313 00398 JUNCTION LENGTH FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 4.00 FEET 0.014 FEET ENTRANCE LOSSES - 0.000 FEET (DYtHVl-HV2)-f (ENTRANCE LOSSES) ( 0.754)-f( 0.000) - 0.754 NODE 336.00 HGL < 188.848>;EGL- < 189.187>;FLOWLINE- < 185.330> ****************************************************************************** FLOW PROCESS FROH NODE 336.00 TO NODE 323.00 IS CODE - 1 UPSTREAH NODE 323.00 ELEVATION - 190.10 (HYDRAULIC JUHP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 22.94 CFS PIPE DIAHETER - 30.00 INCHES PIPE LENGTH - 117.66 FEET HANNING'S N - 0.01300 HYDRAULIC JUNP: DOWNSTREAH RUN ANALYSIS RESULTS NORHAL DEPTH(FT) - 0.90 CRITICAL DEPTH(FT) - UPSTREAH CONTROL ASSUHED FLOWDEPTH(FT) - 1.63 1.63 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: DISTANCE FRON CONTROL(FT) 0.000 0 0 0 0 1. 2. 3. 4. 5. 6. 030 123 287 531 0.862 1.293 837 507 324 309 488 895 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 1.105 1.076 1.047 1.018 0.988 0.959 0.930 0.930 VELOCITY (PT/SEC) 6.767 6.909 7.058 7.215 7.380 7.554 7.737 7.929 8.132 8.347 8.574 8.813 9.067 9.336 9.622 9.925 10.248 10.592 10.959 11.351 11.770 12.221 12.704 13.225 13.787 13.788 SPECIFIC PRESSURE-f ENERGY(FT) HOHENTUH(POUNDS) 2.341 451.49 2.342 451.71 2.346 452.37 2.351 453.50 2.35i^ 455.12 2.371 457.25 2.385 459.93 2.403 463.17 2.424 467.01 2.450 471.49 2.480 476.63 2.516 482.50 2.557 489.12 2,605 496,54 2,660 504,84 2.723 514.06 2.795 524.27 2.877 535.56 2.971 548.00 3.078 561.69 3.199 576.75 3.338 593,29 3.496 611.45 3.677 631.39 3.884 653.29 3.884 653.31 80 O'Day Consuttants Inc. 2710 Loker Avenue West. Suite 100 Cartsbad, Califomia 92008-6603 E-mail: oday@odayconsultants,com Website; www.odayconsultants.com Tel; 760,931.7700 Fax; 760.931.8680 (i HYDRAULIC JUNP: UPSTREAN RUN ANALYSIS RESULTS DOWNSTREAH CONTROL ASSUHED PRESSURE HEAD(FT) - 3.52 PRESSURE FLOW PROFILE CONPUTED INFORNATION: DISTANCE FROH PRESSURE VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) HOHENTUH(POUNDS) 0.000 3.518 4.673 3.857 902.41 27.206 2.500 4.673 2.839 590.63 ASSUHED DOWNSTREAH PRESSURE HEAD(FT) 2.50 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: DISTANCE FROH PLOW DEPTH VELOCITY SPECIFIC PRESSURB-f CONTROL(FT) (FT) (PT/SEC) ENERGY(FT) HOHENTUH(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 PRESSURE-fHOHENTUH BALANCE OCCURS AT 22.42 PEET UPSTREAH OF NODE 336.00 | DOWNSTREAN DEPTH - 2.679 FEET, UPSTREAN CONJUGATE DEPTH - 0.940 FEET I 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 DIAHETER ANGLB FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SBC) SI O'Day Consuttants Inc 2710 Loker Avenue West, Suite 100 Cartsbad, CaUfomia 92008-6603 E-mail; oday@odayconsultants.com Website; www.odayconsultants.com Tel: 760,931,7700 Fax: 760.931,8680 UPSTREAH 14.83 30.00 0.00 190.43 1.30 DOWNSTREAH 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 LACFCD AND OCEHA FLOW JUNCTION PORHULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4 *V4*COS (DELTA4)) / ((Al-fA2) * 16.1) -fPRICTION LOSSES UPSTREAH: HANNING'S N - 0,01300; FRICTION SLOPE - 0,00120 DOWNSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0,00542 AVERAGED FRICTION SLOPE IN JUNCTION ASSUHED AS 0,00331 JUNCTION LENOTH - 4,00 FEET FRICTION LOSSES - 0,013 FEET ENTRANCE LOSSES - 0.000 FEET JUNCTION LOSSES - (DY-f HVI-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 FROH NODE UPSTREAH NODE 315.00 322.00 TO NODE 315.00 IS CODE - 1 ELEVATION - 196.30 (HYDRAULIC JUNP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE PLOW - 14.83 CFS PIPE DIAHETER - 30.00 INCHES PIPE LENGTH - 154,72 PEET HANNING'S N - 0,01300 HYDRAULIC JUNP: DOWNSTREAH RUN ANALYSIS RESULTS NORHAL DEPTH(FT) - 0,73 CRITICAL DEPTH(FT) -1,30 UPSTREAH CONTROL ASSUHED FLOWDEPTH(FT) - 1.01 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: DISTANCE FROH CONTROL(FT) 0.000 0 1 2 3 4 5 701 465 299 209 203 292 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 1.000 0.988 0.977 0.966 0.955 0.943 0.932 0.921 0. 0. 0. 0. 0. 0. 0. 0. .910 .898 .887 .876 .865 .853 .842 .831 0.820 0.808 0.797 VELOCITY (PT/SEC) 7.969 8.089 8.212 8.339 8.470 8.604 8.743 8.886 9.033 9.184 9.341 9.502 9.669 9.841 10.019 10.203 10.392 10.589 10.792 11.003 Sz- SPECIFIC ENERGY(FT) 1.998 .016 .036 .058 2,081 2.105 ,131 .159 .189 .220 .254 .290 ,329 .369 .413 .459 2.509 2.562 2.618 2.678 2. 2. 2. 2, 2. 2. 2. 2. 2. 2. 2. 2. 2. PRESSURE-f MOMENTUM(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 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail; oday@odayconsultants,com Website; www,odayconsultants,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 2.742 2.810 2.883 2.961 3.044 3.047 349.34 354.92 360.75 366.85 373.24 373.44 HYDRAULIC JUMP: UPSTREAN RUN ANALYSIS RESULTS DOWNSTREAH CONTROL ASSUHED FLOWDEPTH(FT) - 2.17 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: DISTANCE FROH CONTROL(FT) 0.000 0.822 1.635 2.437 3.228 4.008 4.776 5.530 6.270 6.995 7.702 8.391 9.060 9.707 10.330 10.925 11.491 12.023 12.517 12 13 13 14 14 FLOW DEPTH (FT) 2.167 2.132 2.097 2.063 2.028 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 970 376 728 019 242 14.384 14.435 154.720 .993 .958 .924 .889 .854 .819 .785 .750 .715 .680 1.646 1.611 1.576 1.541 1.507 1.472 1.437 1.402 1.368 1.333 1.298 1.298 VELOCITY (FT/SEC) 3.280 3.324 3.372 3.422 3.476 3.533 3. 3. 3. 3. 3. 3. 4. 4. 4. 4. 4. 594 658 726 798 874 955 040 130 226 327 434 4.547 4.668 4.796 4.932 5.077 5.231 5.395 5.571 5.759 5.759 -- END OF HYDRAULIC JUHP ANALYSIS- - -- PRESSURE-fHOHENTUH BALANCE OCCURS AT 0.48 FEET UPSTREAH OF NODE 322.00 | DOWNSTREAH DEPTH - 2.146 FEET, UPSTREAH CONJUGATE DEPTH - 0.740 FEET | SPECIFIC ENERGY(FT) 2.334 2.304 2.274 2.245 .216 .187 ,159 .131 .105 .078 .053 .028 .003 .980 .958 .936 .916 .897 .880 .864 .850 1.838 1.827 1.820 1.815 1.813 1.813 2. 2. 2. 2. 2. 2. 2. 2, 2. 1, 1. 1. 1. 1. 1. 1. 1. PRESSURE-f HOHENTUH(POUNDS) 378.40 369.94 361.70 353.69 345.91 338.38 331.10 324.08 317.32 310.84 304.65 298.75 293.16 287.88 282.93 278.32 274.06 270.16 266.65 263.53 260.83 258.57 256.76 255.43 254.62 254.34 254.34 NODE 315.00 HGL < 197.311>;EGL- < 198.298>;FLOWLINE- < 196.300> ****************************************************************************** PLOW PROCESS FROH NODE UPSTREAM NODE 314.00 315.00 TO NODE ELEVATION - 314.00 IS CODE - 5 196.80 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAHETER ANGLE FLOWLINE CRITICAL (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) UPSTREAN 11.35 18.00 0.00 196.80 1.29 DOWNSTREAH 14.83 30.00 - 196.30 1,30 VELOCITY (FT/SEC) 7.730 7.971 83 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Cartsbad, Califomia 92008-6603 E-mail; oday@odayconsultants,com Website: www,oclayconsultants.com Tel: 760.931.7700 Fax; 760.931,8680 LATERAL #1 3.48 18.00 90.00 196.80 0.71 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 0.00—Q5 EQUALS BASIN INPUT— 3.436 0.000 LACFCD AND OCEHA FLOW JUNCTION PORHULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS (DELTA4)) / ((Al-fA2) *16.1) -fFRICTION LOSSES UPSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0. DOWNSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUHED AS 0.01207 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.048 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY-fHVl-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.592)-f( 0.000) - 0,592 01307 01106 0.000 FEET NODE 314.00 HGL < 197.962>;EGL- < 198,889>;FLOWLINE- < 196,800> ****************************************************************************** FLOW PROCESS FROH NODE UPSTREAH NODE 313,00 314,00 TO NODE 313.00 IS CODE - 1 ELEVATION - 199.30 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 11,35 CFS PIPE DIAHETER - 18.00 INCHES PIPE LENGTH - 189.75 FEET HANNING'S N - 0.01300 NORHAL DEPTH(FT) - 1.16 CRITICAL DEPTH(FT) - UPSTREAH CONTROL ASSUNED FLOWDEPTH(FT) - 1.28 GRADUALLY VARIED PLOW PROFILE COHPUTED INFORHATION: 1.29 DISTANCE FRC»< CONTROL(PT) 0.000 0 0 0 0 0 1 1 1 2 3 3 036 120 256 447 698 015 404 873 432 090 861 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, 1. 1. 1. 1. 1. 1. 1. 1, .254 ,249 ,244 ,239 ,234 .229 .223 .218 ,213 1.208 1.203 1.198 1.193 1.188 1.183 1.178 1.172 1.167 VELOCITY (FT/SEC) 7.042 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 SPECIFIC ENERGY(FT) 2.055 066 090 114 139 164 190 216 242 269 296 324 352 381 409 439 468 499 529 560 7.592 7.624 7.656 7.689 2. 2. 2. 2. 2. 2. 2. 2. 2. 2, 2. 2. 2. 2, 2, 2. 2. 2, 2, 2, 2, 2. 2. 055 056 056 056 057 057 058 059 060 061 062 063 065 066 068 070 072 074 076 078 081 083 086 PRESSURE-f HOHENTUN(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 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, California 92008-6603 E-mail; oday@odayconsultants,com Website: www,oclayconsultants,com Tel: 760.931.7700 Fax: 760.931,8680 56.999 189.750 1.162 1.162 7.722 7.728 2.089 2,089 21,7,94 217,98 NODE 313,00 : HGL - < 200,585>;EGL- < 201.355>;FLOWLINE- < 199.300> ****************************************************************************** FLOW PROCESS FROH NODE UPSTREAH NODE 312,00 313,00 TO NODE ELEVATION - 312,00 IS CODE - 5 199,63 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAH DOWNSTREAH LATERAL #1 LATERAL *2 Q5 FLOW DIAHETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 11.35 18.00 90.00 199.63 1.29 6.423 11.35 18.00 - 199.30 1.29 7.037 0,00 0,00 0,00 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.00 0.000 0.00—Q5 EQUALS BASIN INPUT— LACFCD AND OCEHA FLOW JUNCTION PORHULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DBLTA4)) / ((Al-fA2) *16 .1) -fFRICTION LOSSES UPSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0. DOWNSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0, AVERAGED FRICTION SLOPE IN JUNCTION ASSUNED AS 0.01127 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.045 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY-fHVl-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.384)-f( 0.000) - 1.384 01167 01086 0,000 PEET NODE 312.00 HGL < 202.099>;BGL- < 202.740>;FLOWLINE- < 199.630> ****************************************************************************** FLOW PROCESS FROH NODE 312,00 TO NODE 307,00 IS CODE - 1 UPSTREAH NODE 307.00 ELEVATION - 200.98 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 11.35 CFS PIPE DIAHETER - 18.00 INCHES PIPE LENGTH - 73.44 FEET HANNING'S N - 0,01300 SF-(Q/K)**2 - (( 11.35)/( 105,043))**2 - 0,01167 HP-L*SP - ( 73.44)*(0.01167) - 0.857 NODE 307.00 : HGL - < 202.956>;EGL- < 203,597>;FLOWLINE- < 200.980> ****************************************************************************** FLOW PROCESS FROH NODE UPSTREAH NODE 306.00 307.00 TO NODE ELEVATION - 306.00 IS CODE - 5 201.31 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAH DOWNSTREAH LATERAL «1 LATERAL »2 QS FLOW 7.73 11.35 0.00 0.00 3.62< DIAHETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 1.08 4.374 1.29 6.423 0.00 0.000 0.00 0.000 18,00 90.00 201.31 18.00 - 200.98 0.00 0.00 0.00 0.00 0.00 0.00 -Q5 EQUALS BASIN INPUT— LACFCD AND OCEHA FLOW JUNCTION PORHULAE USED: 8S O'Day Conaultants Inc. 2710 Loker Avenue West, Suite 100 Cartsbad, Califomia 92008-6603 E-mail; oday@odayconsultants,com Website; www,odayconsultants.com Tel; 760.931.7700 Fax: 760.931,8680 Cl DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4)) / ((Al-fA2) *16.1) -fFRICTION LOSSES UPSTREAH: MANNING'S N - 0.01300; FRICTION SLOPE - 0,00542 DOWNSTREAH: NANNING'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-f HVI - 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> ******* PLOW PROCESS FROH NODE 306.00 TO NODE 304.00 IS CODB - 1 UPSTREAH NODE 304.00 ELEVATION- 202.00 (PLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE PLOW - 7.73 CFS PIPE DIAHETER - 18.00 INCHES PIPE LENGTH - 34.50 FEET HANNING'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> *********************************^^<,^»j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ UPSTREAH PIPE PLOW CONTROL DATA: NODE NUHBER - 304.00 FLOWLINE ELEVATION - 202.00 ASSUNED UPSTREAN CONTROL HGL - 203.08 POR DOWNSTREAN RUN ANALYSIS END OF GRADUALLY VARIED PLOW ANALYSIS O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Cartsbad. CaWornia 92008-6603 Tel: 760.931.7700 Fax; 760.931,8680 m ****************************************************************************** PIPE-FLOW HYDRAULICS CONPUTER PROGRAH PACKAGE (Reference: LACFCD,LACRD, AND OCEHA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advamced 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 PILE: VLX03A.RES * ************************************************************************** FILE NAHE: VLX03A.DAT TIHE/DATE OF STUDY: 09:04 01/16/2003 ****************************************************************************** GRADUALLY VARIED PLOW ANALYSIS FOR PIPE SYSTEH NODAL POINT STATUS TABLB (Note: "*" indicates nodal point data used.) UPSTREAH RUN DOWNSTREAH RUN NODE HODEL PRESSURE PRESSURE-f FLOW PRESSURE-f NUHBER PROCESS HEAD(FT) HOHENTUH(POUNDS) DEPTH(FT) HOHENTUH(POUNDS) 354.00- 1.10* 44.04 0.16 21.76 } FRICTION } HYDRAULIC JUHP 360.00- 0.38*Dc 9.61 0.38*Dc 9.61 HAXIHUH NUHBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COHPUTATIONS BASED ON THE HOST CONSERVATIVE PORHULAE FROH THE CURRENT LACRD.LACFCD, AND OCEHA DESIGN HANUALS. ****************************************************************************** DOWNSTREAH PIPE PLOW CONTROL DATA: NODE NUHBER - 354.00 FLOWLINE ELEVATION - 179.96 PIPE PLOW - 1.06 CFS PIPE DIAMETER - 18.00 INCHES ASSUHED DOWNSTREAH CONTROL HGL - 181.060 FEET NODE 354.00 : HGL - < 181.060>;EGL- < 181.069>;FLOWLINE- < 179.960> ****************************************************************************** FLOW PROCESS FROM NODE 354.00 TO NODE 360.00 IS CODE - 1 UPSTREAH NODE 360.00 ELEVATION - 181.59 (HYDRAULIC JUHP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 1.06 CFS PIPE DIAHETER - 18.00 INCHES PIPE LENGTH - 3.25 FEET NANNING'S N - 0.01300 HYDRAULIC JUHP: DOWNSTREAH RUN ANALYSIS RESULTS 87 O'Day Consuttants Inc. E-mail; oday@oclayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Cartsbad. Califbmia 92008-6603 Tel: 760,931.7700 Fax: 760.931,8680 (\ NORHAL DEPTH(FT) - 0.13 CRITICAL DEPTH(FT) - UPSTREAH CONTROL ASSUHED FLOWDEPTH(FT) - 0.38 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: 0.^8 FROH FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f (FT) (FT) (FT/SEC) ENERGY(FT) HOHENTUH(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 JUMP: UPSTREAH RUN ANALYSIS RESULTS DOWNSTREAH CONTROL ASSUHED FLOWDEPTH(FT) - 1.10 GRADUALLY VARIED FLOW PROFILE COMPUfBD INFORNATION-7 FRON PLOW DEPTH VELOCITY SPECIFIC PRESSURE-f (FT) (FT) (FT/SBC) ENERQY(FT) HOHENTUH(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 &3 O'Day Consultants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Cartsbad, Califomia 92008-6603 Website; www.odayconsultants.com Tel; 760,931,7700 Fax; 760,931.8680 (i 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 JUHP ANALYSIS I PRESSURE-fHOHENTUH BALANCE OCCURS AT 0.66 FEET UPSTREAM OF NODE 354,00 I DOWNSTREAM DEPTH - 0,757 FEET, UPSTREAM CONJUGATE DEPTH - 0,169 FEET NODE 360,00 : HGL - < 181.974>;EGL- < 182.111>;FLOWLINE- < 181.590> ****************************************************************************** UPSTREAH PIPE FLOW CONTROL DATA: NODE NUHBER - 360.00 FLOWLINE ELEVATION - 181.59 ASSUHED UPSTREAH CONTROL HGL - 181,97 FOR DOWNSTREAH RUN ANALYSIS END OP GRADUALLY VARIED PLOW ANALYSIS 59 O'Day Conauttants 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 (I ****************************************************************************** PIPE-PLOW HYDRAULICS COHPUTER PROGRAH PACKAGE (Reference: LACFCD.LACRD, AND OCEHA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advamced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 Analysis prepared by: O'Day Consultamts. 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 * * SYSTEH "300" -LATERAL AT NODE 350 * * J.N, 981020-5 FILE: VLX03B,RES * ************************************************************************** FILE NAHE: VLX03B.DAT TIHE/DATE OF STUDY: 09:11 01/16/2003 ****************************************************************************** GRADUALLY VARIED PLOW ANALYSIS FOR PIPE SYSTEH NODAL POINT STATUS TABLB (Note: "*" indicates nodal point data used.) UPSTREAH RUN DOWNSTREAH RUN NODE HODEL PRESSURE PRESSURE-f FLOW PRESSURE-f NUHBER PROCESS HEAD(FT) HOHENTUH(POUNDS) DEPTH(FT) HOHENTUH(POUNDS) 344.00- 3.07* 305,02 0,49 177,96 } FRICTION } HYDRAULIC JUHP 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 HAXIHUM NUMBER OP ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS CCmPUTATIONS BASED ON THE MOST CONSERVATIVE PORHULAE FROH THE CURRENT LACRD,LACFCD, AND OCEHA DESKm HANUALS, ****************************************************************************** DOWNSTREAH PIPE FLOW CONTROL DATA: NODE NUHBER - 344,00 FLOWLINE ELEVATION - 184,50 PIPE FLOW - 6,66 CFS PIPE DIAHETER - 18,00 INCHES ASSUHED DOWNSTREAH 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 CODE - 1 UPSTREAM NODE 353.00 ELEVATION - 202.50 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 6.66 CFS PIPE DIAMETER - 18,00 INCHES 90 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 PIPE LENGTH 207.24 FEET HANNING'S N 0.01300 HYDRAULIC JUMP: DOWNSTREAH RUN ANALYSIS RESULTS NORHAL DEPTH(FT) - 0.47 CRITICAL DEPTH(PT) UPSTREAN CONTROL ASSUNED FLOWDEPTH(PT) - 1.00 1.00 GRADUALLY VARIED PLOW PROFILE COHPUTED INFORHATION: DISTANCE FRON FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) HOHENTUH(POUNDS) 0.000 0.998 5.330 1.440 102.91 0.011 0.977 5.460 1.441 102.98 0.046 0.956 5.599 1.443 103.19 0.108 0.935 5.746 1.448 103.55 0.201 0.914 5,903 1,456 104.07 0,327 0.893 6.069 1,465 104,75 0.492 0.872 6.246 1.478 105,62 0.702 0.851 6.434 1,494 106.67 0.962 0.830 6,635 1.514 107,92 1.281 0.809 6,849 1.538 109,39 1,669 0.788 7.078 1.567 111,10 2,136 0.767 7,324 1.600 113,06 2,697 0,746 7.587 1.640 115.28 3.371 0.725 7.870 1.687 117.80 4,181 0.704 8.175 1.742 120.65 5.156 0.683 8.503 1.806 123.84 6.337 0.662 8.858 1.881 127,42 7.778 0.641 9.243 1.968 131.42 9.557 0.620 9.661 2.070 135.89 11.787 0,599 10.116 2.189 140.88 14.644 0,578 10.613 2.328 146.45 18.428 0,557 11.157 2.491 152.67 23.695 0,536 11.755 2.683 159.63 31.705 0,515 12.415 2.909 167.42 46.497 0.494 13.146 3.179 176.17 207.240 0.489 13.294 3.235 177.96 HYDRAULIC JUHP : UPSTREAH RUN ANALYSIS RESULTS DOWNSTREAH CONTROL ASSUHED PRESSURE HEAD(FT) - 3.07 PRESSURE PLOW PROFILE COHPUTED INFORHATION: DISTANCE FROH PRESSURE VELOCITY SPECIFIC PRESSURE-f CONTROL(PT) HEAD(PT) (FT/SBC) ENERGY(FT) HOHENTUH(POUNDS) 0.000 3,075 3.769 3.296 305.02 19,013 1,500 3.769 1.721 131.34 ASSUHED DOWNSTREAH PRESSURE HEAD(FT) -1.50 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORNATION: DISTANCE FROH FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SBC) ENERGY(PT) HOHENTUN(POUNDS) 19.013 1.500 3.768 1.721 131.34 V O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; Viiww.odayconsultants.com Carisbad, Califomia 92008-6603 Te); 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 Cl - END OP HYDRAULIC JUNP ANALYSIS PRESSURE-fHOHENTUH BALANCE OCCURS AT 13.93 FEET UPSTREAH OF DOWNSTREAH DEPTH - 1.921 FEET, UPSTREAH CONJUGATE DEPTH NODE 344.00 - 0.490 PEET NODE 353.00 : HOL - < 203.498>;EGL- < 203.940>;FLOWLINE- < 202.500> ****************************************************************************** FLOW PROCESS FROH NODE 353.00 TO NODE 352.00 IS CODE - 5 UPSTREAH NODE 352.00 ELEVATION - 202.83 (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUHP IN OR UPSTREAH OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTRBAM LATERAL #1 LATERAL »2 Q5 PLOW DIAHETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DBPTH(PT.) (FT/SBC) 6.66 18.00 90.00 202.83 1.00 6.66 18.00 - 202.50 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00—Q5 EQUALS BASIN INPUT— 9.916 5.331 0.000 0.000 LACFCD AND OCEHA FLOW JUNCTION PORHULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4)) / ((Al-fA2) *16.1) -fFRICTION LOSSES UPSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0.03376 DOWNSTREAH: HANNING'S N - 0.01300; FRICTION SLOPE - 0.00657 AVERAGED FRICTION SLOPE IN JUNCTION ASSUHED AS 0.02017 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.081 FEET ENTRANCE LOSSES - 0.000 FEET JUNCTION LOSSES - (DY-fHVl-HV2)-f (ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.025)-f( 0.000) « 1.025 9z O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Caristiad, California 92008-6603 E-mail; oday@odayconsuttants.com Website; www.odayconsultants.com Tel: 760.931.7700 Fax; 760.931.8680 c, NODE 352.00 : HOL - < 203.438>;BGL- < 204.965>;FLOWLINE- < 202.830> ****************************************************************************** FLOW PROCESS FROH NODE 352.00 TO NODE 350.00 IS CODE - 1 UPSTREAH NODE 350.00 ELEVATION - 205.29 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 6.66 CFS PIPE DIAHETER - 18.00 INCHES PIPE LENGTH - 66.00 FEET HANNING'S N « 0.01300 NORHAL DEPTH(FT) - 0.59 CRITICAL DEPTH(FT) UPSTREAH CONTROL ASSUMED FLOWDEPTH(PT) - 1.00 1.00 GRADUALLY VARIED PLOW PROFILE COMPUTED INFORMATION: i FROH FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f -(FT) (FT) (FT/SEC) ENERGY(FT) HOHENTUH(POUND 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> ****************************************************************************** UPSTREAH PIPE PLOW CONTROL DATA: NODE NUHBER - 350.00 FLOWLINE ELEVATION - 205,29 ASSUHED UPSTREAH CONTROL HGL - 206,29 FOR DOWNSTREAH RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail; oday@oclayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931,8680 ************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^ *********** PIPE-PLOW HYDRAULICS COHPUTER PROGRAH PACKAGE (Reference: LACFCD.LACRD, AND OCEHA 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 /o!.*********************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * SYSTEH "300" -LATERAL AT NODE 342 * * J,N. 981020-5 FILE: VLX03C.RES ^ ************************„^^.^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FILE NAHE: VLX03C.DAT TIHE/DATE OF STUDY: 09:17 01/16/2003 ***********************^^ ****************** ********************* GRADUALLY VARIED PLOW ANALYSIS FOR PIPE SYSTEH NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAH RUN DOWNSTRBAM PTHJ NODE HODEL PRESSURE PRESSURE* FLO^ ^SSURB* NUHBER PROCESS HEAD(FT) HOHENTUH(POUNDS) DEPTH(FT) HOHENTUH(POUNDS) 3.62* 334.37 0.34 109 80 } FRICTION } HYDRAULIC JUHP _..^*2.00- 0.77*DC 53.29 0.77*Dc 53.29 HAXIHUH NUHBER OF ENERGY BALANCES USED IN BACH PROFILE -" 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS CONPUTATIONrBASro ON THE NOST CONSERVATIVE PORHULAE FROH THE CURRENT LACRD.LACFCD, AOT OCB^ DESIGN HANUALS. w*-*"™* ***r^2lZlVul********************* DOWNSTREAH PIPE FLOW CONTROL DATA: NODE NUNBER- 336.00 FLOWLINE ELEVATION - 185.50 .OOTJ-JI^L" ^^PE DIAHETER - 18.00 INCHES ASSUHED DOWNSTREAH CONTROL HGL - 189.120 FEET NODE 336.00 : HGL - < 189.120>;EGL- < 189"2oi>-PWviiiOTrr'isrsOOr"" ********;i"! ******** ** *** , ,,,, FLOW PROCESS FROH NODE 336.00 TO NODE 342.00 IS CODE - 1 ..'^!!^.*'?°!...!":?°.... ^^^^^"O*' - "0.00 (HYDRAULIC JUHP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): llll ^^Irtr. ' DIAHETER - 18.00 INCHES ..!-!!-!!!^^ " "'^^ ^ HANNING'S N - 0.01300 HYDRAULIC JUHP: DOWNSTREAH RUN ANALYSIS RESULTS 91 O'Day Consuttants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carisbad, Califomia 92008-6603 Te): 760.931.7700 Fax: 760.931,8680 NORHAL DEPTH(FT) - 0.32 CRITICAL DEPTH(FT) - UPSTREAH CONTROL ASSUHED FLOWDEPTH(FT) - 0.77 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: 0.77 DISTANCE FROH CONTROL(FT) 0.000 0.006 0.024 0.056 0.104 0.170 0.257 0.368 0.507 0.678 0.888 1.143 1.453 1.827 2.281 2.833 3.509 4.342 5.382 6.700 8.410 10.702 13.933 18.911 28.231 29.200 PLOW DEPTH VELOCITY SPECIFIC PRESSURE-f (FT) (PT/SEC) ENERGY(PT) HOHENTUH(POUNDS) 0.769 4.425 1.074 53.29 0.751 4.561 1.075 53.34 0.733 4.705 1.077 53.49 0.715 4.859 1.082 53.73 0.697 5.022 1.089 54.09 0.679 5.197 1.099 54.57 0.661 5.384 1.111 55.17 0.643 5.584 1.127 55.91 0.625 5,799 1,147 56,79 0.607 6.030 1.172 57.83 0,588 6.280 1.201 59.04 0.570 6.549 1.237 60.43 0.552 6.840 1.279 62.03 0.534 7.156 1.330 63.86 0.516 7.500 1.390 65.93 0.498 7.875 1.462 68.28 0.480 8.286 1.547 70.93 0.462 8.738 1.648 73.93 0.444 9.235 1.769 77.32 0.426 9.786 1.914 81.15 0.408 10.399 2.088 85.50 0.389 11.083 2.298 90.43 0.371 11.851 2.553 96.05 0.353 12.717 2.866 102.46 0.335 13.702 3.252 109.83 0.335 13.699 3.251 109.80 HYDRAULIC JUNP: UPSTREAN RUN ANALYSIS RESULTS DOWNSTREAH CONTROL ASSUHED PRESSURE HEAD(PT) 3.62 PRSSSURE FLOW PROFILE COMPUTED INPORMATION: DISTANCE FROH PRESSURE VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(PT) HOHENTUN(POUNDS) 0.000 3.620 2.286 3.701 334.37 13.890 1.500 2.286 1.581 100.60 ASSUNED DOWNSTREAN PRESSURE HEAD(PT) 1.50 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: DISTANCE FRON FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) HOHENTUH(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 hic. 2710 Loker Avenue West, Suite 10O Cartsbad, Califomia 92008-6603 E-mail: oday@odayconsultants,ccim Website; www.oclayconsultants,com Te): 760.931,7700 Fax: 760.931,8680 Cl 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 1 PRESSURE+HOMENTUN BALANCE OCCURS AT 14 .07 PEET UPSTREAN OF NODE 336.00 j DOWNSTREAH DEPTH - 1.472 FEET, UPSTREAN CONJUGATE DEPTH - 0.367 FEET NODE 342.00 : HGL - < 190 .769>;EGL- < 191 .074>;FLOWLINE-< 190.000> ****************************************************************************** UPSTREAN PIPE FLOW CONTROL DATA: NODE NUHBER - 342.00 FLOWLINE ELEVATION - 190.00 ASSUHED UPSTREAH CONTROL HGL « 190.77 FOR DOWNSTREAH RUN ANALYSIS END OP 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 *************************>^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ PIPE-FLOW HYDRAULICS COHPUTER PROGRAH PACKAGE (Reference: LACFCD.LACRD, AND OCEHA 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 Consultamts. Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OP STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * SYSTEH "300" -LATERAL AT NODE 334 * * J.N. 981020-5 FILE: VLX03D.RES * *****************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FILE NAHE: VIiX03D.DAT TIHE/DATE OF STUDY: 09:21 01/16/2003 ***************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ ************* GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEH NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAH RUN DOWNSTREAH RUN NODE MODEL PRESSURE PRESSURE-f FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) HOHENTUH(POUNDS) DBPTH(FT) HOHENTUH(POUNDS) ^"•°0- 2,59* 224.42 0.35 124.25 } FRICTION } HYDRAULIC JUHP -.-"*'°°" 0.81*DC 60.09 0.81*Dc 60,09 HAXIHUH NUHBER OP ENERGY BALANCES USED IN EACH PROFILE -25 1 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COHPUTATIONS BASTO ON THE HOST CONSERVATIVE PORHULAE FROH THE CURRENT LACRD.LACFCD, AND OCEHA DESIGN HANUALS, ************************.***»**^^^..^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DOWNSTREAH PIPE PLOW CONTROL DATA: NODE NUHBER - 322.00 FLOWLINE ELEVATION - 190.43 PIPE PLOW - 4.43 CPS PIPE DIAHETER - 18.00 INCHES ASSUNED DOWNSTREAH CONTROL HGL - 193.020 FEET NODE 322,00 : HGL - < 193,020>;EGL- < 193,118>;FLOWLINE- < 190,430> **************************»^„^^^^^^^^.^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROH NODE 322.00 TO NODE 334,00 IS CODB - 1 ^UPSTREAH NODE 334.00 ELEVATION- 194.49 (HYDRAULIC JUHP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 4.43 CPS PIPE DIAHETER - 18.00 INCHES PIPE LENGTH - 22.25 FEET NANNING'S N - 0.01300 HYDRAULIC JUNP: DOWNSTREAM RUN ANALYSIS RESULTS 97 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) UPSTREAM CONTROL ASSUHED FLOWDEPTH(FT) - 0.81 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: 0.81 DISTANCE FROM CONTROL(PT) 0.000 O.OOS 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 0.788 0.768 0.749 0.729 0.710 0.690 0.670 0.651 0.631 0.612 0.592 0.573 0.553 0.534 0.514 0.494 0. 0. 0. 0. 0. 0. 0. .475 .455 .436 .416 ,397 .377 .357 VELOCITY (FT/SEC) 4.568 4.710 4.861 5.023 5.196 5 5 5 6 6 6 6 7 0.350 381 580 793 022 270 537 827 142 7.485 7.860 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 1,939 2,112 2,322 2,578 2.892 3.280 3.458 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. PRESSURE-f NOHBNTUH(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 JUHP: UPSTREAH RUN ANALYSIS RESULTS DOWNSTREAH CONTROL ASSUHED PRESSURE HEAD(FT) 2,59 PRESSURE FLOW PROFILE COHPUTED INFORHATION: DISTANCE FROH PRESSURE VELOCITY SPECIFIC PRESSURE-f CONTROL(PT) HEAD(FT) (FT/SEC) ENERGY(FT) HOHENTUH(POUNDS) 0.000 2.590 2.507 2.688 224,42 6.032 1.500 2.507 1.598 104,22 ASSUHED DOWNSTREAH PRESSURE HEAD(FT) -1.50 GRADUALLY VARIED PLOW PROFILE COHPUTED INFORHATION: DISTANCE FROH FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) HOHENTUH(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 IS O'Day Consuttanta Inc. 2710 LokerAvenueWest, Suite 100 Carisbad, Califomia 92008-6603 E-mail; oday@oclayconsultants,com Wetisite: www.oclayconsultants,com 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 HVnPHTTT.TP .TTIMD &1J&T.VfiTQ- - PRESSURE-fHOHENTUH BALANCE OCCURS AT 5 .34 PEET UPS'TREAM OF NODE 322.00 | DOWNSTREAH DEPTH - 1.625 FEET, UPSTREAH CONJUGATE DEPTH - 0.364 PEET 1 NODE 334.00 : HGL - < 195 .297>;EGL- < 195 .622>;PLOWLINE-c 194.490> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUHBER - 334.00 FLOWLINE ELEVATION - 194.49 ASSUHED UPSTREAH CONTROL HGL - 195.30 FOR DOWNSTREAH RUN ANALYSIS BND OF GRADUALLY VARIED FLOW ANALYSIS 1^ O'Day Consuttants Inc. E-nnad; oday@cidayconsultants,com 2710 LokerAvenueWest, Suite 100 Wetisite; v«ivw,odayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760,931.7700 Fax: 760.931,8680 ****************************************************************************** PIPE-FLOW HYDRAULICS COHPUTER PROGRAH PACKAOE (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 Consultamts, 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 328 * * J.N. 981020-5 FILE: VLX03E.RES * ************************************************************************** PILE NAHE: VLX03E.DAT TIHE/DATE OF STUDY: 09:25 01/16/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEH NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAH RUN DOWNSTREAH RUN NODE HODEL PRESSURE PRESSURE-f FLOW PRESSURE-f NUHBER PROCESS HEAD(FT) HOHENTUH(POUNDS) DEPTH(FT) HOHENTUH(POUNDS) 322,00- 2.42* 207,25 0,31 154.73 } FRICTION } HYDRAULIC JUHP 328.00- 0.82*Dc 62.94 0.82*Dc 62.94 HAXIHUH NUHBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COHPUTATIONS BASED ON THE HOST CONSERVATIVE PORHULAE FROH THE CURRENT LACRD.LACFCD. AND OCEHA DESIGN HANUALS. ****************************************************************************** DOWNSTREAH PIPE FLOW CONTROL DATA: NODE NUHBER - 322.00 FLOWLINE ELEVATION - 190.60 PIPE FLOW - 4.59 CPS PIPE DIAHETER - 18.00 INCHES ASSUHED DOWNSTREAH CONTROL HGL - 193.020 FEET NODE 322.00 : HGL - < 193.020>;BGL- < 193.125>;FLOWLINE- < 190.600> ****************************************************************************** FLOW PROCESS FROH NODE 322.00 TO NODE 328.00 IS CODB - . 1 UPSTREAH NODE 328.00 ELEVATION - 195.54 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 4.59 CFS PIPE DIAHETER - 18.00 INCHES PIPE LENGTH - 10.25 FEET HANNING'S N - 0.01300 HYDRAULIC JUMP: DOWNSTREAN RUN ANALYSIS RESULTS IOO O'Day Consultants Inc. E-mail; oday@odayconsultants,com 2710 LokerAvenueWest, Suite 100 Website; www,odayconsultants.com Cartsbad, Califomia 92008-6603 Tel: 760,931.7700 Fax: 760,931.8680 NORHAL DEPTH(FT) - 0.26 CRITICAL DBPTH(FT) UPSTREAH CONTROL ASSUHED FLOWDEPTH(FT) - 0.82 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: 0.82 DISTANCE FROH CONTROL(FT) 0.000 0.003 0.011 0.026 0.049 0.081 0,123 0,177 0,246 0.333 0,440 0.573 0,736 0,938 1.188 1.499 1.888 2.380 3.010 3.833 4,934 6,458 8.682 10.250 FLOW DEPTH (FT) 0.823 0.800 0.777 0.754 0.732 0.709 0.686 0.664 0.641 0.618 0.596 0.573 0.550 0.527 0.505 0.482 0.459 0.437 0.414 0.391 0.369 0.346 0.323 0.313 VELOCITY (FT/SEC) 4.625 4 4 5 5 5 5 6 6 6 7 7 7 788 964 154 359 581 821 083 368 679 021 396 811 8.271 8.784 9.356 10.001 10.730 11.559 12.510 13.608 14.889 16.397 17.150 SPECIFIC ENERGY(FT) 1.155 1.156 1.160 1.167 1.178 1.193 1.213 1.239 1.271 1.311 1.361 1.423 1.498 ,590 ,704 .842 ,013 .225 .490 .823 .246 .790 ,501 .883 1. 1. 1, 2. 2. 2. 2. 3. 3. 4. 4. PRESSURE-f HOHENTUN(POUNDS) 62.94 63.02 63.25 63.66 64.24 65.03 66.03 67.26 68.75 70.53 72.62 75.06 77.89 81.18 84.97 89.35 94.41 100.27 107.07 114.99 124.26 135.20 148.20 154.73 HYDRAULIC JUNP: UPSTREAH RUN ANALYSIS RESULTS DOWNSTREAH CONTROL ASSUHED PRESSURE HEAD(FT) 2.42 PRESSURE PLOW PROFILE COHPUTED INFORHATION: DISTANCE FROH PRESSURE VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) HEAD(PT) (FT/SEC) ENERGY(FT) HOHENTUH(POUNDS) 0.000 2.420 2.597 2.525 207.25 1.917 1.500 2.597 1.605 105.81 ASSUHED DOWNSTREAH PRESSURE HEAD(FT) -1.50 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: DISTANCE FROH PLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) HOHENTUH(POUNDS) 1.917 1.500 2.597 1.605 105.81 1.971 1.473 2.607 1.579 102.92 2.024 1.446 2.627 1.553 100.13 2.076 1.419 2.652 1.528 97.41 2.127 1.392 2.683 1.503 94.78 2.178 1.365 2.718 1.479 92.22 2.227 1.337 2.758 1.456 89.74 /Ol O'Day Consuttanta Inc. E-mail; oday@oclayconsultants.com 2710 LokerAvenueWest. Suite IOO Website: www.odayconsultants.com Carisbad, Cafifomia 92008-6603 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 m - END OP HYDRAULIC JUHP ANALYSIS I PRESSURE-fHOHENTUH BALANCE OCCURS AT 1.08 FEET UPSTREAH OF NODE 322.00 | I DOWNSTREAM DEPTH - 1.903 FEET. UPSTREAH CONJUGATE DEPTH - 0.320 FEET j NODE 328.00 : HGL - < 196.363>;BGL- < 196.695>;FLOWLINE- < 195.540> ****************************************************************************** UPSTREAH PIPE FLOW CONTROL DATA: NODE NUHBER - 328.00 FLOWLINE ELEVATION - 195.54 ASSUHED UPSTREAM CONTROL HGL - 196.36 FOR DOWNSTREAH RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS /OZ O'Day Consultants Inc. E-maH; oday@oclayconsultants.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^^^^^^^^^^^^^^^^^^^^^;^^^^^^^^^ PIPB-FLOW HYDRAULICS COHPUTER 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 Pax: 760-931-8680 ************************** DESCRIPTION OP STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * SYSTEH "300" -LATERAL AT NODE 320 * * J.N. 981020-5 PILE: VLX03F.RES * FILE NAHE: VLX03F.DAT TIHE/DATE OF STUDY: 09:29 01/16/2003 ************************************<t^i,*j,^j^^^j^^,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEH NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAH RUN DOWNSTREAH RUN NODE MODEL PRESSURE PRESSURE-f FLOW PRESSURE-f NUHBER PROCESS HEAD(FT) HOHENTUH(POUNDS) DEPTH(FT) HOHENTUH(POUNDS) 314.00- 1.16 72.60 0.46* 84.40 } FRICTION 320.00- 0.80*DC 58.33 0.80*Dc 58.33 HAXIHUH NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COHPUTATIONS BASED ON THE HOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD.LACFCD. AND OCENA DESIGN NANUALS. ****************************************»^^^(^^^^^^^j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DOWNSTREAH PIPE FLOW CONTROL DATA: NODE NUHBER - 314,00 FLOWLINE ELEVATION - 196,80 PIPE PLOW - 4,33 CFS PIPE DIAHETER - 18.00 INCHES ASSUHED DOWNSTREAH CONTROL HGL - 197.960 FEET NODE 314.00 : HGL - < 197.260>;EGL- < 198.635>;FLOWLINE- < 196.800> ***************************************»**^^^^^^^j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROH NODE 314.00 TO NODE 320,00 IS CODE - 1 UPSTREAM NODE 320,00 ELEVATION - 200,72 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 4.33 CFS PIPE DIAHETER - 18.00 INCHES PIPE LENGTH - 86.33 FEET HANNING'S N - 0.01300 NORHAL DEPTH(FT) - 0.45 CRITICAL DBPTH(FT) - 0.80 Toi" O'Day Conauttants Inc. E-mail; oday©odayconsultants,com 2710Loker Avenue West, Suite 100 Website: www,odayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760,931.7700 Fax: 760.931,8680 UPSTREAH CONTROL ASSUHED FLOWDEPTH(PT) - 0.80 GRADUALLY VARIED FLOW PROFILE COHPUTED INFORHATION: DISTANCE FROH FLOW DEPTH VELOCITY SPECIFIC PRESSURE-f CONTROL(PT) (FT) (PT/SEC) ENERGY(FT) HOHENTUH(POUNDS) 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> ***************************************** *******»*jt*^(^(^^^^^jH^j^j^^^j^,^j^^jj^j^^^^^^^^ UPSTREAH PIPE PLOW CONTROL DATA: NODE NUHBER - 320.00 FLOWLINE ELEVATION - 200.72 ASSUHED UPSTREAH CONTROL HGL - 201.52 FOR DOWNSTREAH RUN ANALYSIS END OP GRADUALLY VARIED PLOW ANALYSIS 10^ 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 SECTION 5 I L 1^ /^/ dt/c:c^A /? o/^'^ 9e, 102:0 6^f,| of V ..... —Coni/r7 USD (S>raj^^ A- Q /OS O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Cartsbad, Califomia 92008-6603 E-mail: oclay@odayconsuttants,com Website; www.odayconsultants.com Tel; 760.931.7700 Fax: 760,931,8680 HBIOZO ' ^ ^ 2 ' 0,1 (o, 11, ^ o. za)' Vx- . ^.^^^Cryj " " ' ~ J^^^^ ICS /z'.rr: '...a-. /'.3V C:[^ L = A3y ] \6Aj:JkiiJood. ,£)C m±3i''i'^^ \ muLFrC L- 3>^>^ ^3 - 3. ^/y V . 3I>I,' o j(o.5,-h - — i;@ /7' ^r" i; O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Cartsbad, California 92008-6603 li 27 ' E-nnail: oday@odayconsuttants.com Website; www.odayconsultants.com Te); 760,931.7700 Fax: 760.931,8680 \7L \ .}^-^^A^c.fnllca M^Li: n J2x3i .-C^-JXl.^. 7X^.3 "^-^rl.^ L » ^^^^^ 707 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail: oday@odayconsuttants.com Website; www.odayconsultants.com Tel; 760.931.7700 Fax; 760.931.8680 - ' 356-' ,^.7/ug..3.^ tii.,.S.e<I!'r^- I- - -U-^/fS - . .4.. ~ C^-Hfiiav*^ Oxit^^ „: / ou j^-^ 6.£^u^ .-^ 3>..e.z/.. ^ ' ^.2/,, 6jJX^.'it^^^J=lX^ If- "ire 1 ; ;" I O'Day Consuttants Inc. E-nnail; 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 SECTION 6 San Diego Covmty Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational methcxi hydrology program based on San Diego Cotmty Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 02/07/01 VILLAGE X T.H. HYDROLOGY STUDY SYSTEH 100 & 200 JAN. 25. 2001 J.N. 98-1020 BY: CSO ********* Hydrology Study Control Information ********** O'Day Consultants. San Diego, Califomia - S/N 10125 Rational hydrology study storm event year is 100.0 Hap 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 mamual 'C values used Runoff coefficients by rational method Process from Point/Station 102.000 to Point/Station **** INITIAL AREA EVALUATION **** 104.000 .000 .000 110.00(Ft.) 1 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C-O Decimal fraction soil group D-l [SINGLE FAHILY area type Initial subarea flow distamce - Highest elevation - 265.80(Pt.) 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*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - I1.8*(l.l-0.5500)*(110.00*.5)/( 3.36*(1/3)1- 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(CPS) Total initial stream area - 0.050(Ac.) Process from Point/Station 104.000 to Point/Station **** SUBAREA FLOW ADDITION **** 104.000 /o9 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail; oday@odayconsultants.com WetisHe: vi(ww,oclayconsuttants,com Tel; 760.931,7700 Fax: 760,931,8680 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - o.OOO Decimal fraction soil group C - 0.000 Decimal fraction soil group D - l.OOO [SINGLE FANILY 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 (CPS) for 0.050 (Ac) Total runoff - 0.305(CFS) Total area - 0.10(Ac.) Process from Point/Station 104.000 to Point/Station **** PIPEFLOW TRAVEL TINE (Program estimated size) *•** K-f-f 106.000 Instream point/station elevation - 261.10(Ft.) Downstream point/station elevation - 260.80(Ft.) Pipe length - 30.00(Pt.) Hanning's N - 0.011 No. of pipes - 1 Required pipe flow - 0.305(CFS) Nearest conqputed pipe diameter - 6.00(In.) Calculated individual pipe flow - 0.305(CFS) Normal 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. Time of concentration (TC) - 7.08 min. -f-f-f-f-f-f-f-f-f-f-i 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 - l.OOO [SINGLE FAHILY 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 Svibarea 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 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Instream point/station elevation - 260.80(Ft.) Downstream point/station elevation - 260.40(Ft.) Pipe length - 43.00(Ft.) Hanning's N - 0.011 No. of pipes - 1 Required pipe flow - 0.486(CFS) Nearest conqputed pipe diameter - 6.00(In.) Calculated individual pipe flow - 0.486(CFS) Normal flow depth in pipe - 3.91(In.) 108.000 no O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Caristiad, Califomia 92008-6603 E-mail; oday@odayconsultants.com Wetisite: www.odayconsultants,com 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 min. Time of concentration (TC) - 7.28 min. _ _ , . .^TTTT+-f-f-f-f++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF HAIN STREAHS **** The following data inside Hain Stream is listed: ' In Hain Stream number: 1 Stream flow area - 0.160(Ac) Runoff from this stream - 0.486(CPS) Time of concentration - 7.28 min. Rainfall intensity - 5.376(In/Hr) Program is now starting with Hain Stream No. 2 Process from Point/Station 202.000 to"point/Statior*****204!ooo* **** 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 - I.OOO [SINGLE FAHILY 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*(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 TIHE -f 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.) /II O'Day Consuttants Inc. E-mail; oday@cidayconsulfants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carisbad, Cafifomia 92008-6603 Tel: 760,931.7700 Fax: 760.931.8680 f-f-f-f-f-f-f-f-f-f 206.000 J 0.925(CFS) 2.195(Ft/s) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1,500(Ft.) Gutter hike frcsm flowline - 2,000 (In,) Hanning's N in gutter - 0.0130 Hanning's N from gutter to grade break - 0.0150 Hanning's N from grade break to crown - 0,0150 Estimated meam flow rate at midpoint of street - Depth of flow - 0.202(Ft.). Average velocity - Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 3.288(Pt.) 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 FAHILY 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(CPS) Depth of flow - 0.226(Ft.). Average velocity - 2.253(Ft/s) Flow width (from curb towards crown)- 4.448(Ft.) Process from Point/Station 206.000 to Point/Station **** SUBAREA FLOW ADDITION **** l-f-f 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 - l.OOO [SINGLE FAHILY 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 TIHE (Program estimated size) **** 108.000 Upstream point/station elevation - 263.00(Ft.) Downstream point/station elevation - 260.40(Ft.) Pipe length - 80.00(Pt.) Hanning'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. O'Day Conauttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail: oday@odayconsultants.com Wetisite; www.odayconsultants.com 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 CTC) - 14.31 min. _ _ . . • -TT^T-TT-i-r-r-rTTT-f-f-f-f-f-f-f-f-f-f-f-f+-f-f Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF HAIN STREAHS **** The following data inside Hain Stream is listed: ~ In Hain Stream number: 2 Strearo flow area - 1.550(Ac.) Runoff from this stream - 3.028(CFS) Time of concentration - 14.31 min. Rainfall intensity - 3.477(In/Hr) Sumnary of stream data: Stream No. Flow rate (CPS) TC (min) Rainfall Intensity (In/Hr) # 1 2 Qmax(l) Qmauc(2) 486 028 000 000 647 * 000 * 7.28 14.31 1.000 * 0.509 * 1.000 * 1.000 * 5.376 3.477 0.486) -f 3.028) -f 0.486) -f 3.028) -f 2.027 3.342 Total of 2 main streams to confluence: Plow rates before confluence point: 0.486 3.028 Haximum 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(CPS) Time of concentration - 14.309 min. Effective stream area after confluence 1.710(Ac.) Process from Point/Station 108.000 to Point/Station **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** 110.000 Ujpstream 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 conqputed pipe diameter « 9.00(In.) Calculated individual pipe flow - 3.342(CPS) Normal flow depth in pipe - 5.19(In.) Plow top width inside pipe - 8.89(In.) 113 O'Day Consultsnts Inc. 2710 Loker Avenue West. Suite 100 Carisbad. Califomia 92008-6603 E-mail: oclay@odayconsultants,com Wetisite: www.odayconsultants.com Tel; 760,931,7700 Fax: 760.931.8680 f'^^ Critical depth could not be calculated. Pipe flow velocity - 12.68(Ft/s) Travel time through pipe - 0.78 min. Time of concentration (TC) - 15.08 min. Process from Point/Station 110.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Upstream point/station elevation - 217.10(Ft.) Do%mstream point/station elevation - 215.40(Pt.) Pipe length - 75.00(Ft.) Hanning's N - 0.011 No. of pipes - 1 Required pipe flow - 3.342(CFS) Nearest conqputed pipe diameter - 12.00(In.) Calculated Individual pipe flow - 3.342(CFS) Normal flow depth in pipe - 6.19(In.) Plow top width inside pipe - 11.99(In.) Critical Depth - 9.38(In.) Pipe flow velocity - 8.18(Pt/s) Travel time 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 TIHE -f SUBAREA FLOW ADDITION **** Top of Street segment elevation - 262.200(Ft.) End of street segment elevation - 217.300(Pt.) Length of street segment - 590.000(Pt.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distamce frcxn 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.) Hanning's N in gutter - 0.0130 Hanning's N from gutter to grade break - 0.0150 Hamning's N from grade break to crown - 0.0150 Estimated meam flow rate at midpoint of street - 4.261(CFS) Depth of flow - 0.252(Ft.), Average velocity - 4.915(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 5.753(Ft.) Plow velocity - 4.92(Ft/s) Travel time - 2.00 min. TC - 17.24 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 - 3.083(In/Hr) for a 100.0 year storm IIH O'Day Consuttants Inc E-nnail: oday@odayconsuttants.com 2710 Loker Avenue West, Suite 100 Websrte: www.odayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760,931.7700 Fax; 760.931.8680 Runoff coefficient used for sub-area. Rational methcxi,Q-KCIA, Q - 0.550 Subarea runoff - 1.594(CFS) for 0.940(Ac.) Total runoff - 4.936(CPS) Total area - 2.65 (Ac) Street flow at end of street - 4,936(CPS) Half street flow at end of street - 2.468(CPS) Depth of flow - 0.261(Pt.), Average velocity - 5.050(Ft/s) Flow width (from curb towards crown)- 6,215(Ft,) 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 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 Decimal fraction soil group D - 1.000 [SINGLE FAHILY area type ] Time of concentration - 17.24 min. 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 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 FAHILY area type ] Time of concentration » 17.24 min. 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 Svibarea runoff - 2.645(CPS) for 1.560(Ac.) Total runoff - 10.651 (CPS) Total area - 6.02 (Ac) Process frcxn Point/Station 112.000 to Point/Station 114.000 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Instream point/station elevation - 215.40(Ft.) Downstreaun point/station elevation - 214,45(Ft,) Pipe length - 95,00(Ft,) Hanning's N - 0,011 No. of pipes - 1 Required pipe flow - 10.651(CFS) Nearest conqputed 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 Consuttantt Inc. E-nnail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Wetisite: www,oclayconsultants.com Carisbad, Califomia 92008-6603 Te); 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* Process from Point/Station 114.000 to Point/Station 116.000 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Upstream point/station elevation - 214.45(Ft.) Downstream point/station elevation - 175.00(Ft.) Pipe length - 90.00(Ft.) Hanning's N - 0.011 No. of pipes « 1 Required pipe flow - 10.651(CPS) Nearest conqputed 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(Pt/s) Travel time through pipe - 0.05 min. Time of concentration (TC) - 17.48 min. End of conqputations, total study area - 6.02 (Ac.) II O'Day Consuttants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Websrte: www.odayconsultants.com Carisbad. Cafifomia 92008-6603 Tel; 760,931.7700 Fax; 760.931.8680 r 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 ********** m 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 **** USER DEFINED FLOW INFORMATION AT A POINT **** 100.000 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) = 5.211 for User specified values are as follows: TC = 7.64 min. Rain intensity = ] a 100.0 year storm Total area 5.21(In/Hr) 6.36(Ac) Total runoff = 19,88(CFS) Process from Point/Station 100.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 106.000 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 coit^juted 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. 2710 Loker Avenue Wesl, Suite 100 Carisbad. Cafifomia 92008-6603 E-mail; oday@odayconsultants,com Websrte; www,odayconsurtants,com 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 min. Process from Point/Station 100.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 106.000 The following data inside Main Stream is listed: In Main Stream nuinber: 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 **** INITIAL AREA EVALUATION **** 104.000 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 = 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*(l.l-C)*distance''.5)/(% slope^(l/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 **** SUBAREA FLOW ADDITION **** 104.000 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 = 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 Consultants Inc. 2710 Loker Avenue West, Suite 100 Cartsbad, Cafifomia 92008-6603 E-mail: oday®odayconsultants,com Wetisfte; www.odayconsultants.com 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 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 Required pipe flow = 0.305(CFS) Nearest conputed pipe diameter - 6.00(In.) Calculated individual pipe flow - 0.305(CFS) Normal 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. Time of concentration (TC) "» 7.08 min. ++++++++-»--t-+-*--»--t--f-f-f-i--f-f-f-f+-f-f-f-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 103.000 to Point/Station 106.000 **** 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 =« 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 104.000 to Point/Station 106.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 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 Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 19.880 7.95 5,080 2 0.486 7.08 5,473 Qmax(l) • 1.000 * 1.000 * 19.880) -f 0.928 * 1.000 * 0.486) + =« 20.331 Qmax(2) » 111 O'Day Consultants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Websrte; www.odayconsultants.com Carisbad, Cafifomia 92008-6603 Tel: 760.931,7700 Fax: 760,931,8680 Ca 000 000 0.891 * 1.000 * 19.880) -f 0.486) -f 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.) Process from Point/Station 106.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 108.000 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 **** CONFLUENCE OF MAIN STREAMS **** 108.000 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 **** 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 Izo O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carisbad. Califomia 92008-6603 E-mail; oday@odayconsuttants,com Wetisrte: www,odayconsultants,com 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'^ (1/3) ] TC = [1.8*(l.l-0.5500)*(135.00'^.5)/( 1.00'^ (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.) O'Day ConsuttanU Inc. E-mail; oclay@odayconsultants.com 2710 Loker Avenue West, Surte 100 Websrte: www.odayconsurtants.com Carisbad, Cafifomia 92008-6603 Tel: 760.931.7700 Fax; 760,931.8680 _ „ . , • • • -T^T^T + -f-f-f-f •f-f-f-f+.f+-f-f **.f * !**roL5f°™ Pomt/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 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 108.000 _ - . , • ,^TT-r+-f-f-f-f-f-f-f-f-f-f-f Process from Point/Station 108.000 to Point/Station 108 000 **** CONFLUENCE OF MAIN STREAMS **** lUH.UUU 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(l) Qmax(2) 20.331 3.028 1.000 * 1.000 * 8.03 14.31 1.000 * 0.561 * 5.048 3.477 20.331) -f 3.028) -f 0.689 * 1.000 * 20.331) -f 22.030 O'Day Conauttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Cafifomia 92008-6603 E-mail; oclay@odayconsultants.com Websrte; www.odayconsultants.com Te): 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 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 110.000 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 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 112.000 Upstream point/station elevation - 217.10(Ft.) Downatream point/station elevation - 215.40(Ft.) Pipe length = 75.00(Ft.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow =• 22.030(CFS) Nearest conputed 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 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 112.000 123 O'Day Consultants Inc. 2710 Loker Avenue West, Surte 100 Carisbad. Califomia 92008-6603 E-mail; oday@odayconsurtants.com Websrte; www.odayconsuttants.com Tel; 760,931.7700 Fax: 760.931,8680 m 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 oh [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 frcan 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 = 0.385(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 - 10.00 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 = 4.382(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.) 23.313(CFS) 7.086(Ft/s) 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, Surte 100 Carisbad, Cafifomia 92008-6603 E-mail; oclay@odayconsurtants.com Websrte; www,odayconsuttants,com Tel: 760.931.7700 Fax; 760.931.8680 112.000 C 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.) +++++++++++++-^••^•^•^•^••f•^•»•-^•^•^-|-•^•^•»•-|--f-^••f-f-f-f-f-f-f-f-f-f^ Process from Point/Station 112.000 to Point/Station 114.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 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 116.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 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 conputed 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 computations, total study area = 12.38 (Ac.) /2S O'Day Consultants Inc. E-mail; oday@odayconsurtants,com 2710 Loker Avenue West, Surte 100 Websrte: www.odayconsurtants.com Carlsbad, Califomia 92008-6603 Tel; 760.931,7700 Fax: 760.931,8680 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESKm 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: 02/06/01 VILLAGE X T.M. HYDROLOGY STUDY SYSTEM 400 JAN. 25, 2001 J.N. 98-1020 BY: CSO FILE: VLX400 ********* Hydrolcjgy Study Control Information ********** O'Day Consultants. San Diego, Califomia - S/N 10125 Rational hydrology study storm event year is 100.0 Hap 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 402.000 to Point/Station **** INITIAL AREA EVALUATION **** 404.000 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 FAHILY area type ] Initial subarea flow distance - 100.00(Ft.) Highest elevation - 272.70(Ft.) Lowest elevation - 271.70(Pt.) Elevation difference - 1.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 9.90 min. TC - [l,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 storm 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 frcxn Point/Station **** STREET PLOW TRAVEL TIHE -f 404.000 to Point/Station SUBAREA FLOW ADDITION **** O'Day Conauttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Cafifomia 92008-6603 E-mail: oday@odayconsultants,com Websrte: www.odayconsuttants.com Tel; 760,931.7700 Fax: 760.931.8680 406.000 Top of street segment elevation - 271.350(Ft.) End of street segment elevation - 257.600(Ft.) Length of street segment - 275.000(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(8) of the street 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 flowllne - 2.000(In.) Hanning's N in gutter - 0.0130 Hanning's N frcxn gutter to grade break - 0.0150 Hanning's N from grade breadc to crown - 0.0150 Estimated mean flow rate at mid^int of street - Depth of flow - 0.155(Ft.). Average velocity - Streetflow hydraulics at midpoint of street travel Halfstreet flow width - 1.500(Pt.) Flow velocity - 4.32(Ft/s) Travel time - 1.06 min. TC - 10.96 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 FAHILY area type ] Rainfall intensity « 4.129(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method.Q-KCiA, C - 0.550 Subarea runoff - 0.886(CPS) for 0.390(Ac.) Total runoff - 1.346 (CPS) Total area - 0.58 (Ac) 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(Pt/s) Flow width (frcxn curb towards crown)- 2.849(Ft.) 0.934(CFS) 4.316(Ft/s) Process from Point/Station 406.000 to Point/Station **** SUBAREA FLOW ADDITION **** 406.000 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 FAHILY area type Time of concentration - 10.96 min. Rainfall intensity - 4.129(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C - 0.550 Svibarea 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 PLOW ADDITION **** 12.7 O'Day Consuttants Inc. 2710 Loker Avenue West, Surte 100 Carisbad. Cafifomia 92008-6603 E-mail; oday@odayconsuttants.com Websrte: www.odayconsuttants.com Tel: 760,931.7700 Fax: 760.931,8680 406.000 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 FAHILY area type ] Time of concentration - 10.96 min. Rainfall intensity - 4,129(In/Hr) for a 100,0 year storm Runoff coefficient used for sub-area. Rational methcxi,Q-KCIA, C - 0.550 Subarea runoff - 0.659(CFS) for 0.290 (Ac) Total runoff - 4.821(CPS) Total area - 2.11(Ac.) End of computations, total study area - 2.11 (Ac.) \Z3 O'Day Consuttants Inc. E-mail; oday@odayconsuttants,com 2710 Loker Avenue West, Suite 100 Wetisrte: www.odayconsuttants.com Cartsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 San Diego Covmty Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flcxxi Control Division 1985 hydrology mamual Rational Hydrology Study Date: 03/16/01 VILLAGE X T.H. HYDROLOGY STUDY SYSTEH 500. 600, 700. & 900 HARCH 16, 2001 J.N. 98-1020 BY: CSO FILE: VLX500 ********* Hydrology Study Control Infomiation ********** O'Day Consultants, Sam Deigo, Califomia - S/N 10125 Rational hydrology study storm event year is 100.0 Hap 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% Sam Diego hydrology mamual '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-f* Process frcxn 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 FAHILY area type ] Initial subarea flow distamce - 110.00(Ft.) Highest elevation - 221.50(Pt.) Lowest elevation - 212.00(Ft.) Elevation difference - 9.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 5.06 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] 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 stream area - 0.080(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-^ Process frcxn Point/Station 504.000 to Point/Station 506.000 **** STREET PLOW TRAVEL TIHE -f SUBAREA PLOW ADDITION **** O'Day Consultants Inc. E-maH; oclay@oclayconsurtants,com 2710 Loker Avenue West, Surte 100 Websrte; www,odayconsuttants.com Cartsbad. Califomia 92008-6603 Tel: 760.931,7700 Fax; 760.931.8680 • 212.000(Ft.) 209.600(Ft.) 6.0(ln.) 20.000(Ft.) 0.0150 0.0150 Top of street segment elevation - End of street segment elevation - Length of street segment - 235.000(Ft.) Height of curb above gutter flowline - Width of half street (curb to crown) Distance frcxn crown to crossfall grade break - 18.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade breaJc to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance frcxn curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike frcxn flowline - 2.000(In.) Hanning's N in gutter - 0.0130 Hanning's N from gutter to grade break Hanning's N from grade break to crown • 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.) Flow velocity - 1.87(Ft/s) Travel time - 2.10 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 FAHILY area type Rainfall Intensity - 5.436(In/Hr) for a 100.0 year storm Rvmoff coefficient used for sub-area. Rational method,Q-KCIA, C - Subarea runoff - 1.136(CFS) for 0.380(Ac) Total runoff - 1.435(CFS) Total area - 0.46(Ac.) Street flow at end of street - 1.435(CPS) Half street flow at end of street « 0.718(CFS) Depth of flow - 0.247(Ft.), Average velocity - 1.774(Ft/s) Flow width (frcxn curb towards crown)- 5.495(Ft.) 0.356(CFS) 1.869(Ft/s) 7.16 min. ] 0.550 Process from 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 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAHILY area type Time of concentration - 7. ] .16 min. Rainfall intensity - 5.436(In/Hr) for a 100.0 year storm Rvmoff coefficient used for sub-area. Rational methcxi.Q-KCIA, C - 0.550 Subarea runoff - 1,794(CPS) for 0,600(Ac.) Total runoff - 3.229(CFS) Total area - 1.06(Ac) Process frcxn Point/Station 506.000 to Point/Station **** PIPEFLOW TRAVEL TIHE (Program estimated size) *•** IZO O'Day Consuttants Inc. 2710 Loker Avenue West. Surte 100 Carlsbad. Cafifomia 92008-6603 E-mail; oday@odayccinsuttants.com Wetisrte: www.odayconsuttants.com Te); 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(Pt.) Hanning's N - 0.011 No, of pipes - 1 Required pipe flow - 3.229(CFS) Nearest ccxiputed pipe diameter - 12.00(In.) Calculated individual pipe flow - 3.229(CFS) Normal flow depth in pipe - 5.93(In.) Plow 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 from Point/Station 508.000 to Point/Station **** CONFLUENCE OP HAIN STREAHS **** 508.000 The following data inside Hain Stream is listed: In Hain 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 Hain Stream No. 2 Process from 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 FAHILY 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*(1/3)] 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 streaun area - 0.180 (Ac.) Process from Point/Station **** STREET PLOW TRAVEL TIHE 604.000 to Point/Station SUBAREA FLOW ADDITION **** Top of street segment elevation - End of street segment elevation - 606.000 131 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carisbad. Cafifomia 92008-6603 238.200(Ft.) 211.200(Ft.) E-mail; oday@odayconsurtants,com Wetisrte: www.odayconsuttants.com Tel: 760.931,7700 Fax; 760,931.8680 Length of street segment - 775.000(Pt.) 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(Pt.) 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(Pt.) Slope from curb to property line (v/hz) Gutter width - 1.500(Pt.) Gutter hike from flowline - 2.000(In.) Hanning's N in gutter « 0.0130 Hanning's N from gutter to grade break Hanning's N from grade break to crown « Estiniated meam flow rate at midpoint of street - 1.799 (CFS) Depth of flow - 0.223(Ft.). Average velocity - 3.095(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 4.337(Ft.) Flow velocity - 3.10(Ft/s) TC 0.020 0.0150 0.0150 12.82 min. ] Travel time - 4.17 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 - l.OOO [SINGLE FAHILY area type 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 - 2.053 (CPS) for 1.000(Ac) Total runoff - 2,529(CFS) Total area - 1,18(Ac) Street flow at end of street - 2.529(CFS) Half street flow at end of street - 1.264(CFS) Depth of flow - 0,244(Pt,), Average velocity - 3.251(Pt/s) Flow width (from curb towards crown)- 5.352(Ft.) Process from Point/Station 606.000 to Point/Station **** SUBAREA PLOW 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 - 1,000 [SINGLE FAHILY 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 method,Q-KCIA. C - 0,550 Subarea runoff - 4,516(CFS) for 2,200(Ac) Total runoff - 7.044 (CFS) Total area - 3,38(Ac) Process from Point/Station 606,000 to Point/Station **** SUBAREA FLOW ADDITION **•• Decimal fraction soil group A - 0,000 O'Day Conauttants Inc. 2710 Loker Avenue West, Suite 100 Cartstiad, Califomia 92008-6603 E-mail; oday@cidayconsuttants,com Website; www.odayconsuttants.com Te): 760.931.7700 Fax: 760,931.8680 606,000 r, Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAHILY 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 methcxi,Q-KCIA, C - 0.550 Subarea rvmoff - 2.525(CPS) for 1.230(Ac) Total runoff - 9.569(CFS) Total area - 4.61 (Ac) Process from Point/Station 606.000 to Point/Station 508,000 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Upstream point/station elevation - 201.20(Ft.) Downstream point/station elevation - 199.50(Ft.) Pipe length - 85.00(Ft.) Hanning's N - 0.011 No. of pipes - 1 Required pipe flow - 9.569(CPS) Nearest ccxiqputed pipe diameter - 15.00(In.) Calculated individual pipe flow - 9.569(CPS) Normal 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. Time of concentration (TC) - 12.96 min. Process from Point/Station 508.000 to Point/Station 508.000 **** CONFLUENCE OP MAIN STREAHS **** The following data inside Hain Stream is listed: In Hain Stream nuinber: 2 Stream flow area - 4.610(Ac.) Runoff from this stream - 9.569(CFS) Time of concentration - 12.96 min. Rainfall Intensity - 3.705(In/Hr) Summairy of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.229 7,25 5.392 2 9.569 12.96 3.705 Qmax(l) Qmauc(2) « 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 main streams to confluence: Plow rates before confluence point: 3.229 9.569 O'Day Consuttants Inc. E-mail: oday@ociayconsuttants.com 2710 Loker Avenue West. Surte 100 Websrte: www.odayconsuttants.com Carlsbad, Califomia 92008-6603 Tel; 760,931.7700 Fax: 760.931.8680 Haucimum flow rates at confluence using aQ>ove 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.) •••f-f-»--f-f-f-f-f-f-f-f-f+-f-f-f-f-f-f-f-f-f-f-f-f-f-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 frcxn Point/Station 508.000 to Point/Station 510.000 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Upstream point/station elevation - 199.50(Ft.) Downstream point/station elevation - 198.95(Ft.) Pipe length - 225.00(Ft.) Hanning's N - 0.011 No. of pipes - 1 Required pipe flow - 11.788(CFS) Nearest ccxiputed pipe diameter - 24.00(In.) Calculated individual pipe flow - 11.788(CFS) Normal flow depth in pipe - 17.67(In.) Flow top width inside pipe - 21.15(In.) Critical Depth - 14.79(In.) Pipe flow velocity - 4.76(Pt/s) Travel time through pipe - 0.79 min. Time of concentration (TC) - 13.75 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-^^ Process from Point/Station 510.000 to Point/Station 510.000 **** CONFLUENCE OF HINOR STREAHS **** Along Hain Stream number: 1 in normal stream nuinber 1 Stream flow area - 5.670(Ac.) Runoff from this stream - 11.788(CFS) Time of concentration - 13.75 min. Rainfall intensity - 3.567(In/Hr) Process from 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 FAHILY 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 overlamd flow methcxi (;^p X-C) - 5.79 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] /3H O'Day Consuttants Inc. E-mail; oday@oclayconsuttants,com 2710 Loker Avenue West, Surte 100 Websrte; www.odayconsuttants.com Carisbad. Califomia 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 TC - [1.8*(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 - 0.550 Subarea runoff - 0.651(CFS) Total initial stream area - 0.190(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^ Process from Point/Station 704.000 to Point/Station 706.000 **** STREET PLOW TRAVEL TIHE -f SUBAREA FLOW ADDITION **** 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 adsoye gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distamce from crown to crossfall grade breaJc - 18.500(Pt.) 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 Distamce frcxn curb to property line - 10.000(Ft.) Slope frcxn curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike frcxn flowllne - 2.000(In.) Hanning's N in gutter - 0.0130 Haiming's N frcxn gutter to grade break - 0.0150 Hanning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 1.080(CFS) Depth of flow - 0.205(Pt.), Average velocity - 2.461(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 3.418(Ft.) Flow velocity - 2.46(Ft/s) Travel time - 1.35 min. TC - 7.14 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 - 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 - 0.748(CPS) for 0.250(Ac.) Total runoff - 1.400(CPS) Total area - 0.44(Ac.) Street flow at end of street - 1.400(CPS) Half street flow at end of street - 0.700(CPS) Depth of flow « 0.221(Pt.), Average velocity - 2.503(Pt/s) Flow width (from curb towards crown)- 4.208(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-ft-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f-f Process frcxn Point/Station 706.000 to Point/Station 706.000 **** 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 /3S O'Day Consuttanta Inc. E-mail; oday@odayconsuttants,com 2710 Loker Avenue West. Surte 100 Websrte: www,odayconsultants.com Carisbad, Califomia 92008-6603 Tel; 760.931,7700 Fax; 760,931,8680 [SINGLE FAHILY area type ] Time of concentration - 7.14 min. Rainfall intensity - 5.442(In/Hr) for a 100.0 year storm Rtmoff coefficient used for sub-area. Rational methcxi,Q-KCIA. C - 0.550 Subarea rvinoff « 3.233 (CFS) for 1.080(Ac.) Total runoff - 4.632 (CFS) Total area - 1.52(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* Process frcxn Point/Station 706.000 to Point/Station 510.000 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Upstream point/station elevation - 199.76(Ft.) Downstream point/station elevation - 198.95(Ft.) Pipe length - 40.63(Ft.) Hanning'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* Process from Point/Station 510.000 to Point/Station 510.000 **** CONFLUENCE OF HINOR STREAHS **** Along Hain Stream number: 1 in normal stream number 2 Stream flow area - 1.520(Ac) Runoff from this streaun - 4.632(CFS) Time of concentration - 7.22 min. Rainfall intensity - 5.403(In/Hr) Summary of streaun data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Qmauc(l) Qmax(2) 11.788 13.75 3.567 4.632 7.22 5.403 1.000 * 1.000 * 11.788) * 0.660 * 1.000 * 4.632) * - 14.846 1.000 * 0.525 * 11.788) * 1.000 * 1.000 * 4.632) * - 10.825 Total of 2 streams to confluence: Flow rates before confluence point: 11.788 4.632 Haucimum flow rates at confluence using aibove data: 14.846 10.825 Area of streams before confluence: 5.670 1.520 O'Day Consuttants Inc. E-mail: oday@odayconsuttants,com 2710 Loker Avenue West, Surte 100 Websrte; www.odayconsuttants.com Cartsbad, 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.) •f ••"•"f-f-f-f-f-f ********+**************************************************** Process from Point/Station 510.000 to Point/Station 512.000 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Upstream point/station elevation - 198.95(Ft.) Downstream point/station elevation - 187.75(Ft.) Pipe length - 280.00(Ft.) Hanning's N - 0.011 No. of pipes - 1 Required pipe flow - 14.846(CFS) Nearest ccxnputed pipe diameter - 15.00(In.) Calculated individual pipe flow - 14.846(CFS) Normal flow depth in pipe - 11.93(In.) Plow top width inside pipe - 12.10(In.) Critical depth could not be calculated. Pipe flow velocity - 14.18(Ft/s) Travel time through pipe - 0.33 min. Time of concentration (TC) - 14.08 min. -f-f-f-f-f-f-f-f-f *************************************************+***+*+*+*** Process from Point/Station 512.000 to Point/Station 514.000 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Upstream point/station elevation - 187.75(Ft.) Downstream point/station elevation - 187.45(Ft.) Pipe length - 30.00(Ft.) Hanning's N - 0.011 No. of pipes - 1 Required pipe flow - 14.846(CFS) Nearest conputed pipe diauneter - 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 *************************************************************** Process from Point/Station 506.000 to Point/Station 511.000 **** STREET FLOW TRAVEL TIHE * 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 frcxn grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance frcxn curb to property line - 10.000(Pt.) Slope from curb to property line (v/hz) - 0.020 /37 O'Day Conauttants Inc. E-mail; oday@odayconsuttants,com 2710 Loker Avenue West, Suite 100 Websrte: www.odayconsuttants,com Cartsbad, Cafifomia 92008-6603 Tel: 760.931.7700 Fax: 760.931,8680 m Gutter width - 1.500(Ft.) Gutter hike frcxn flowline - 2.000(In.) Haiming's N in gutter - 0.0130 Hamning's N frcxn gutter to grade break - 0.0150 Hanning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 15.393(CFS) Depth of flow - 0.453(Pt.). Average velocity - 2.962(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 15.799(Pt.) 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 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAHILY area type ] Rainfall Intensity - 3.273(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational methcxi,Q-KCIA. C - 0.550 Svibarea 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(Ft.) ***-f ****************************************************************** Process from Point/Station 511.000 to Point/Station 514.000 **** STREET FLOW TRAVEL TIHE * SUBAREA PLOW ADDITION **** Top of Street segment elevation - 206.800(Ft.) End of street segment elevation - 196.500(Pt.) Length of street segment - 300.000(Ft.) Height of curb above gutter flowllne - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distamce from crown to crossfall grade break - 18.500(Pt.) 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 frcxn 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.) Hauming's N in gutter - 0.0130 Nauming's N frcxn gutter to grade break - 0.0150 Hanning's N frcxn grade break to crown - 0.0150 Estimated meam flow rate at midpoint of street - 16.230(CPS) 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.) Plow velocity - 4.80(Pt/s) Travel time - 1.04 min. TC - 16.76 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 ISB O'Day Conauttants Inc. E-mail; oday@odayconsuttants.com 2710 Loker Avenue West, Sutte 100 Websrte; VKWw.odayconsuttants.com Carisbad. Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931,8680 Decimal fraction soil group D - 1.000 [SINGLE FANILY area type ] Rainfall intensity - 3.140(In/Hr) for a 100.0 year storm Rvmoff coefficient used for sub-area. Rational method,Q-KCIA, C 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 (frcxn curb towards crown)- 12.696(Ft.) 0.550 ) Process frcxn Point/Station 514.000 to Point/Station **** SUBAREA PLOW ADDITION **** 514.000 Decimal fraction soil group A > 0.000 Decimal fraction soil group B - o.OOO Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAHILY 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*************** Process from Point/Station 514.000 to Point/Station 516.000 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Upstream point/station elevation - 187.45(Ft.) Downstream point/station elevation - 185.00(Ft.) Pipe length - 122.00(Pt.) Hanning's N - 0.011 No. of pipes - 1 Required pipe flow - 21.586(CFS) Nearest ccxiputed pipe diameter - 21.00(In.) Calculated individual pipe flow - 21.586(CPS) Normal 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 from Point/Station 516.000 to Point/Station **** CONFLUENCE OF HAIN STREANS **** 516.000 The following data inside Nain Stream is listed: In Hain Stream number: 1 Stream flow area - 11.070(Ac.) Rvmoff from this stream - 21.586(CFS) Time of concentration - 16.92 min. Rainfall intensity - 3.120(In/Hr) Prcsgram is now starting with Hain Stream No. 2 /31 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail: oday@odayconsuttants,com Websrte; www.odayoonsuftants,com Tel; 760,931.7700 Fax: 760.931,8680 SECTION 7