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Home My WebLink AboutCT 01-06; CALAVERA HILLS II VILLAGE X; DRAINAGE STUDY FOR CALAVERA HILLS VILL X; 2003-04-03DRAINAGE STUDY FOR CALAVERA HILLSI VILLAGE X C.T. 01-06 Job No. 98-1020 April 3, 2003 Revised: July 21,2003 Revised: August 22,2003 Prepared by: O'DAY CONSULTANTS, INC. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 Tel: (760) 931-7700 Fax: (760) 931-8680 Keith Hansen RCE 60223 Exp. 06/30/04 Date SECTION 1 TABLE OF CONTENTS INTRODUCTION PurposeofStudy Scope STUDY AREA Soils Groups Land Uses HYDROLOGY Rational Method Description Program Process CONCLUSION 2 2 ,2 SECTION 2 Vicinity Map Runoff Coefficients Isopluvial Maps 100-Year, 6-Hour 100-Year, 24-Hour Intensity-Duration Design Chart - Appendix XI-A San Diego County Soils Interpretation Study Urban Areas Overland Time of Flow Curves - Appendix X-C Nomograph for Determination of Tc for Natural Watersheds - Appendix X-A Inlet Calculation Formulas SECTIONS SECTION 4 SECTION 5 SECTION 6 Hydrology -100 year Analysis of Proposed Condition Hydraulics -100 year Analysis of Storm Drain Lines A, B, C, D, E, and F Inlet Calculations Hydrology -100 year Analysis of Mass Graded Condition (portion of the approved Hydrology Study for CT 00-02 that covers Village X, including Exhibit M) O'Day Consultants Inc. 2710Loker Avenue West. Suite 100 Carlsbad, California 92008-6603 E-mall: oclay@oclayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 SECTION 7 Hydrology - College Boulevard Inlet Sizing (Exhibit L - portion of the approved Hydrology Study for Calavera Hills Phase II, Dated May 3,2002) Total number ofpages: 164 SECTION 8 Exhibit A On-Site Drainage Map - Proposed Exhibit M 100 - Scale Composite of the Tentative Maps Villages U,W,X,Y G: \sdsk\PR0J\98 lQ20\Hydrology\VILX-HYD.doc O'Day Consultants Inc. E-mail: oclay@oclayconsultants.com 2710 Loker Avenue West. Suite 100 Website: www.oclayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 SECTION 1 INTRODUCTION Purpose of Study This drainage study was prepared to detennine the runoff quantities for our site. Scope This study analyzes the 1 OO-year flow for the proposed conditions of our site. STUDY AREA Soils Groups For on-site, per the San Diego County Soils Interpretation Study, soil type D was used. Land Use For proposed conditions, single-family land use was utilized for Calavera Hills-Village X site and multi-family land use for flows coming firom 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 Hydrology 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 surface runoff flows. The basic equation: Q = CIA C = runoff coefficient (varies with surface) I = intensity (varies with time of concentration) A = area in acres For the 100-year design storm, the corresponding 6-hour rainfall amount is 2.6 inches. A computer program developed by CivilCADD/CIVILDESIGN Engineering Soflware © 1993, Version 3.2, was used to determine the times of concentration and corresponding intensities and flows for the various hydrological processes performed in this model. This program also determines the street flow and pipeflow characteristics for each segment modeled. O'Day Consultants Inc. E-mail: odayWodayconsultants.com 2710 Loker Avenue West, Si nte 100 WebSite: vAvw,odayconsultants.com Carl3b,:id, Caiifornia 92008-13603 Tel: 760,931,7700 Fax: 760,931,3680 Program Process The rational method program is a computer-aided design program where the user develops a node link model of the watershed. Developing independent node link models of each interior watershed and linking these submodels together at confluence points create the node link model. The program has the capability of performing calculations for 11 different hydrologic and hydraulic processes. These processes are assigned and printed in the output. They are as follows: 1. Initial sub-area input, top of stream. 2. Street flow through sub-area, includes sub-area runoff. 3. Addition of nmoff from sub-area to stream. 4. Street inlet and parallel street and pipeflow and area. 5. Pipeflow travel time (program estimated pipe size). 6. Pipeflow travel time (user-specified pipe size). 7. Improved channel travel - Aiea. add option. 8. Irregular channel travel time - Area add option. 9. User-specified entry of data at a point. 10. Confluence at downstream point in current stream. 11. Confluence of main streams. CONCLUSION We analyzed the on-site Storm Drain systems and based on our results we concluded that: For the 1 OO-year storm The total proposed Q for System "100" = 29.06 cfs The total proposed Q for System "200" = 1.34 cfs The total proposed Q for System "300" = 31.92 cfs These flows do not include stormwater surface runoff that will bypass the initial discharge point entering the storm drainage pipes along College Boulevard. All stormwater surface runoff that will initially bypass the storm drainage pipes along College Boulevard will sheet flow through the gutter along College Boulevard, and eventually enter the storm drainage pipe further downstream via curb inlets. See Section 7 for excerpt taken from the Hydrology Study for Calavera Hills Phase II dated May 3, 2002. O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West Suite 100 WebSite: wv/w,odayconsultants.com Carlsbad, California 92008-6603 Tel: 760,931,7700 Fax: 760,931,3680 Additional onsite surface stormwater runoffs entering the storm drainage pipes along College Boulevard are as follows: The total Q bypassing System "100" and entering tiie storm drainage pipes priorto System "200" (Curb inlet sta. 87+31.53) = 1.25 cfs The total Q bypassing System "200" and entering die storm drainage pipes prior to System "300" (Curb inlet sta. 97+35.69) = 0.90 cfs The total Q bypassing System "300" and entering tiie storm drainage pipes downstream (Curb inlet sta. 103+25.00) = 0.39 cfs Comparing these systems to tiie mass graded condition (see section 6 for reference to tiiis existing study), tiie runoff from the proposed site does not significantly increase tiie flows to the existing down stream systems. The conclusions for the mass graded site where as follows: For the 1 OO-year storm The total mass graded Q for System "100" = 32.42 cfs (see section 6 for study titied "System 100 & 200 (Amended to include Village Y)") The total mass graded Q for System "200" = 4.82 cfs (see section 6 for study titied "System 400") The total mass graded Q for System "300" = 29.80 cfs (see section 6 for study titied "System 500,600,700 & 900") O'Day Consultants Inc. E-nr,ail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carlsbad. California 92008-6603 Tel: 760,931,7700 Fax: 760,931.3680 SECTION 2 an OF OCEANSIK NOT TO SCALE OTY OF VISTA PACIFIC ' OCEAN OTY OF SAN UARCOS ENONITAS VICINITY MAP NO SCALE O'Day Consultants Inc. 2710 Loker Avenue West. Suite 100 Carlsb.-.id. California 92008-6603 E-mail: oday'sSodayconsultants,com Website: VAVW,odayconsultants.com Tel: 760.931.7700 Fax: 760,931,3680 L.AND USE RUNOFF COEFFICIENTS (R.\TI0NAL METHOD) Coefficient. C Soil Group (1) A B C D Undeveloped .50 .35 .40 .45 Residential: .lural .50 .55 .40 . -»5 Single Family .40 .45 .50 €) Multi-Units .45 .50 .60 . TO Mobile Homes (2) .45 .50 • 55 .65 Conunercial (2) 'iO% 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 tabulat-d imperviousness values of 30% or 90%, the values given for coefficient 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: Cons J^r ccmmercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = S0% Revised C = |0 X 0.85 = O.S.j O'Day Consultants Inc. 2710 Loker Avenue West, Siiite 100 Carlsbad, California 92006-6603 E-mail: oday©odayconsultants,com Website: '/A«W,odayconsultants,com Tel: 760,931,7700 F.ax: 760,931,8680 APPENDIX :\ O 1^ O 5i d :i O 01 r- •* o I § e > 2 CD ^ — P ?! o ^ <; a GJ 5 I" ^ S •< -si S s 5 "* R o DEPARTMENT OF SANITATION ( FLOOD CONTROL 33" 100-YEAR 6-KOUjl PRECIPITATIOfi ISOPLUVIALS OF 100-YEAil 6-HOUR PriECiFlTATiOfi m TEMTIIS OF AN liiGII U.S. DEPARTMEN I > I SPEClAb STUDIES BRANCH, OFFICE OF II 30". 118 dby r OF COMMERCE NATIONAL OCEANIC AND AT4oSPlieillC AOUI.NISTRATION DROLOCy. NATIONAL WKATHCR SSRVICC o M o r- < a, 5^ O 0 ^ § 1 c o ol 3 g S CD O' Sap a: -cr V cy. ^ o ^ 8&I O CD ^ CO S 2 COUNTY OF SAN OIEGO OEPARTMENT OF SANITATION 6- FLOOD CONTROL 30' 15' 33' 100-YEAR 24-IIOl|R PRECIPITATION --2Q-/IS0PLUVIALS OF 100 -YEAR 24-HOUR PRECIPITATION IN TENTHS OF AN INCH 30' U.S. DEPARTMLN 1' OF CO.MMERCE NATIONAL OCb'AMC AND AT.'. SPECIAL STUOlCii bKA.XCll. O Ft-'ICK O f IIYOKOLOCY, NATIONAL WEATHER SERVICC IU!" /,5« 30' iir 30' III' 116' cn I c -» -t ID n Bl 5:0 § 4.5 ^ 4.0 3* 3,5 0 =r 0) 3.0 2.5 1) 2.0 2) 1.5 3) 4) Directions for Application: 1) From precipitation maps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrolog Manual (10, 50 and 100 yr. maps included in t Oesign and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45J5 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: H3 . = 24 in. mm. in/hr. *Not Applicable to Desert Region 30 40 50 1 4 5 6 VCARLSBAD 4- / •0 Vr\ >1>L- Agua Hedionda. U^B^A/ ^^£/9S OI/£^L^A//> T/AfS O/- FLOM CU/ei/ES £xomp/m •• S/o/oa ' /.a y» Cife/Ac/e/t/ a/ ^a/ro/f. C-.SO ^eaa/ • aife^/«n</ //otrZ/me '/^ Af//7o/es SAN OIEGO COUNTY DEPARTMENT OF SPECIAL OISTRICT SERVICES DESIGN M>\NUAL APPROVED 1^"^^ 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 "E-Treil: oday Sodj URBAN AREAS OVERLAND TIME OF FLOW CURVES iuilai lU.tuiw * Te): 760,931,7700 Fax: 760,931,8680 APPENDIX ^ 900 Boo - TOO - eoo \ — SOOO — 400O —3000 —ZOOO £QU/fr/0/i/ f^/.3L re L ' //' s\ .Jas -) o/ eonceff/ra.//cn Leng/Ji o/ ^va/ers/ted ^/fere/fca in e/eva//on a/ong e/AxAVe s/ooe //ne (Set /tfipend/x)[-B) y. At//es /O- '40O .300 • 200 '100 .SO '40 '30 'ZO \ \ \ S^ 3- 2- \ \ - \- as— NOTE (FOR NATURAL WATERSHEDS] I AOO TEN MINUTES TO \ \ COMPLTTED TIME OF CON- ! J^ENTWiTION. 3 — /O ree^ 'SOOO — 4^0 — SOOO \ — 200O — /aoo — /£00 — /4aa — /200 \ \ \ > — /o — 9 — a — /ooa — 900 — 800 — 700 — 7 — £ — 60O s — SOO 4. — m — 30O — 3 A4/nu/es /BO /JIO /OO 90 • SO • 70 ~eo -so '40 \—J0 -zo /a /s • /* — 200 Tr SAN OIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES APPROVED e^hsa&ll-caiiiomg^ Website Tel: 760.93- NOMOGRAPH FOR DETERMINATfON OF TIME OF CONCENTRATION (Tc) odai Sodayconsultantffi!?li NATURAL WATER.SHEDS wvjvv.ijuaymi tuiidi iis.^m 1 —, 77(taftfpg7^//9^ I APPENDIX X-A A-10 Rev, 5/81 INLET CALCULATION FOBMULAS Street bkt Contiinioiis Gnde Q - 0.7L (a+y)'^ 0.7(a+yy 3a when / « depth of flow in approach guner in feet a a depth of depression of £Iow line at inlet in feet L »length of clear opening in feet (nux. 30 feet) Q « flow in CFS Street Met Samp Conditfon where L « length of clear opening in feet Q « flow in CFS O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West. Suite 10O Website: www.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 SECTION 3 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 VILLAQE '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 Diego hydrology manual 'C values used Runoff coefficients by rational method +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 98.000 to Point/Station 98.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A « 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D * 1.000 [MULTI - UNITS area type ] Rainfall intensity (I) - 5.211 for a 100.0 year storm User specified values are as follows: TC » 7.64 min. Rain intensity » 5.21(In/Hr) Total area - 6.36(Ac.) Total runoff - 19.88(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 98.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation > 267.17(Ft.) Downstream point/station elevation - 258.83(Ft.) Pipe length - 59.60(Ft.) Manning's N « 0.013 No. of pipes > 1 Required pipe flow • 19.880(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow » 19.880(CFS) Normal flow depth in pipe - 7.92(In.) Flow top width inside pipe - 22.57(In.) O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www,oclayconsultants,com Carlsbad, California 92008-6603 Tel: 760,931.7700 Fax: 760.931.8680 Critical Depth - 19.22(In.) Pipe flow velocity = 22.01(Ft/s) Travel time through pipe • 0.05 min. Time of concentration (TC) « 7.69 min. Process from Point/Station 100.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** UJpstream point/station elevation - 258.50 (Pt.) Downstream point/station elevation - 251.53(Ft.) Pipe length - 140.77(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow • 19.880(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow - 19.880(CFS) Normal flow depth in pipe - 10.48(In.) Flow top width inside pipe - 23.81(In.) Critical Depth - 19.22(In.) Pipe flow velocity - 15.08(Ft/s) Travel time through pipe - 0.16 min. Time of concentration (TC) - 7.84 min. Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area - 6.360(Ac.) Runoff from this stream > 19.880(CFS) Time of concentration • 7.84 min. Rainfall intensity - 5.125(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 104.000 to Point/Station **** INITIAL AREA EVALUATION **** 106.000 User specified 'C value of 0.450 given for subarea Initial subarea flow distance - 710.00(Ft.) Highest elevation - 312.00(Ft.) Lowest elevation > 257.00(Ft.) Elevation difference - 55.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 15.76 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-0.4500)*(710.00*.5)/( 7.75*(l/3)]- 15.76 Rainfall intensity (I) - 3.267 for a 100.0 year storra Effective runoff coefficient used for area (Q-KCIA) is C - 0.450 Subarea runoff - 3.764(CFS) Total initial stream area « 2.560(Ac.) 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 Process from Point/Station 106.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 257.00(Pt.) Downstream point/station elevation - 253.90(Pt.) Pipe length - 21.54(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow » 3.764(CPS) Given pipe size - 18.00(In.) Calculated individual pipe flow > 3.764(CFS) Normal flow depth in pipe » 3.74(In.) Flow top width inside pipe - 14.60(In.) Critical Depth • 8.90(In.) Pipe flow velocity • 14.18(Ft/s) Travel time through pipe • 0.03 min. Time of concentration (TC) • 15.78 min. Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OP MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area > 2.560(Ac.) Runoff from this stream - 3.764(CFS) Time of concentration • 15.78 min. Rainfall intensity - 3.264(In/Hr) Process from Point/Station 110.000 to Point/Station 112.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B > 0.000 Decimal fraction soil group C « 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance » 120.00(Pt.) Highest elevation > 272.50(Ft.) Lowest elevation « 271.01(Ft.) Elevation difference - 1.49(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 10.09 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-0.5500)*(120.00*.5)/( 1.24*(l/3)]- 10.09 Rainfall Intensity (I) - 4.355 for a 100.0 year storm Effective ninoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea ninoff - 0.431(CFS) Total initial stream area « 0.180(Ac.) Process from Point/Station 112.000 to Point/Station 108.000 **** STREET FLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** Top of street segment elevation =» 271.010 (Ft.) End of street segment elevation > 258.140(Ft.) O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carlsbad, California 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 Length of street segment « 440.000(Ft.) Height of curb above gutter flowline • 6.0(In.) Width of half street (curb to crown) » 17.000(Pt.) 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(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 Maiming's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 2.048(CFS) Depth of flow - 0.280(Pt.), Average velocity - 3.316(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 7.177(Ft.) Flow velocity • 3.32(Ft/s) Travel time • 2.21 min. TC - 12.30 min. Adding area flow to street Decimal fraction soil group A > 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C > 0.000 Decimal fraction soil group D « 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 3.833(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Svibarea runoff - 2.846(CPS) for 1.350(Ac.) Total runoff - 3.277(CFS) Total area - 1.53(Ac.) Street flow at end of street - 3.277(CPS) Half street flow at end of street - 3.277(CPS) Depth of flow - 0.315(Ft.), Average velocity > 3.667(Ft/8) Plow width (from curb towards crown)- 8.895(Pt.) +++++++H Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OP MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area - 1.530 (Ac.) Runoff from this stream - 3.277(CFS) Time of concentration - 12.30 min. Rainfall intensity - 3.833(In/Hr) Summary of stream data: Stream Plow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 3.764 15.78 3.264 2 3.277 12.30 3.833 Qmcuc(l) « 1.000 * 1.000 • 3.764) + 0.852 * 1.000 * 3.277) + - 6.555 (3max(2) - O'Day Consultants Inc. E-mail: oday@odayconsultants.oom 2710 Loker Avenue West, Suite 100 WebSite: www.odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 1.000 * 0.779 * 3.764) + 1.000 * 1.000 * 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(CPS) Time of concentration - 15.781 min. Effective stream area after confluence - 4.090(Ac.) ++++++++•••• Process from Point/Station 108.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** UJpstream point/station elevation - 253.55 (Ft.) Downstream point/station elevation - 252.03(Pt.) Pipe length - 3.75(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 6.555(CPS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 6.555(CPS) Normal flow depth in pipe - 3.81(Ih.) Plow top width inside pipe - 14.70(In.) Critical Depth « 11.88(In.) Pipe flow velocity - 24.05(Pt/s) Travel time through pipe - 0.00 min. Time of concentration (TC) - 15.78 min. ^+++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OP MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - 4.090(Ac.) Rimoff from this stream - 6.555(CPS) Time of concentration - 15.78 min. Rainfall intensity - 3.264(In/Hr) Program Is now starting with Main Stream No. 3 Process from Point/Station 114.000 to Point/Station 116.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - l.OOO [SINGLE FAMILY area type ] Initial subarea flow distance = 16.00(Ft.) O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: vwvw,odayconsultants.com Carlsbad. California 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680 Highest elevation - 260.94(Pt.) Lowest elevation - 260.33(Pt.) 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*(1/3)1 TC - [1.8*(1.1-0.5500)*( 16.00*.5)/( 3.81*(l/3)]= 2.53 Setting time of concentration to 5 minutes Rainfall intensity (I) - 6.850 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 S\ibarea nmoff - 0.038(CFS) Total initial stream area - 0.010(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 118.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation - 260.330(Ft.) End of street segment elevation « 258.140(Ft.) Length of street segment - 250.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 16.000(Pt.) Distance from crown to crossfall grade break - 14.500(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 [1] side(s) of the street Distance from curb to property line - 4.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Pt.) Gutter hike from flowline - 2.000(In.) Manning's N in gutter - 0.0130 Manning's N from gutter to grade break » 0.0150 Manning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 0.041(CFS) Depth of flow » 0.086(Pt.), Average velocity - 1.219(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Plow velocity - 1.22(Pt/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) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 0.404(CFS) for 0.150(Ac.) Total ninoff - 0.442(CFS) Total area - 0.16 (Ac.) Street flow at end of street - 0.442(CFS) Half street flow at end of street - 0.442(CFS) Depth of flow - 0.222(Ft.), Average velocity - 1.548(Pt/s) Flow width (from curb towards crown)- 4.274(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 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(Pt.) Pipe length - 21.75(Pt.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 0.442(CFS) Given pipe size - 18.00(In.) Calculated Individual pipe flow - 0.442(CFS) Normal flow depth in pipe - 2.33(In.) Plow top width inside pipe - 12.09(In.) Critical Depth - 2.94(In.) Pipe flow velocity - 3.29(Pt/s) Travel time through pipe = O.ll min. Time of concentration (TC) « 8.53 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: 3 Stream flow area - 0.160(Ac.) Runoff from this stream - 0.442(CPS) 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) - 1.000 * 1 .000 * 19 .880) + 1.000 * 0 .497 * 6 .555) + 1.000 * 0 .919 * 0 .442) + — Qmcuc(2) as 0.637 * 1 .000 * 19 .880) + 1.000 * 1 .000 * 6 .555) + 0.672 * 1 .000 * 0 .442) + « Qmax(3) - 0.947 * 1 .000 * 19 .880) + 1.000 * 0 .540 * 6 .555) + 1.000 * 1 .000 * 0 .442) + - 23.542 19.511 22.814 Total of 3 main streams to confluence: Flow rates before confluence point: 19.880 6.555 0.442 Meucimum flow rates at confluence using above data: 23.542 19.511 22.814 Area of streams before confluence: 6.360 4.090 0.160 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 Results of confluence: Total flow rate - 23.542(CFS) Time of concentration - 7.841 min. Effective stream area after confluence - 10.610(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 251.20(Ft.) Downstream point/station elevation - 249.93(Ft.) Pipe length - 121.25(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 23.542(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow - 23.542(CFS) Normal flow depth in pipe - 20.06(In.) Flow top width inside pipe - 17.78(In.) Critical Depth - 20.66(In.) Pipe flow velocity - 8.39(Ft/s) Travel time through pipe - 0.24 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(Pt.) Downstream point/station elevation - 231.73(Pt.) Pipe length - 295.80(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 23.542(CPS) Given pipe size - 24.00(In.) Calculated individual pipe flow - 23.542(CPS) Normal flow depth in pipe - 10.90(In.) Flow top width inside pipe - 23.90(In.) Critical Depth - 20.66(In.) Pipe flow velocity - 16.96(Ft/s) Travel time through pipe - 0.29 min. Time of concentration (TC) - 8.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 124.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 231.40(Ft.) Downstream point/station elevation - 210.20(Ft.) Pipe length - 300.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 23.542(CPS) 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(Ft/s) O'Day Consultants Inc. E-mail: oday@odayoonsultants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,oom Carlsbad, California 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.) Rimoff from this stream - 23.542(CFS) Time of concentration - 8.65 min. Rainfall intensity - 4.810(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ 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 nmoff coefficient used for area (Q-KCIA) is C - 0.550 Svibarea runoff - 0.284 (CPS) Total initial stream area - 0.120 (Ac.) Process from Point/Station 128.000 to Point/Station 130.000 **** STREET FLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** Top of Street segment elevation - 269.310(Pt.) End of street segment elevation - 221.060(Pt.) Length of street segment - 900.000(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(Pt.) Gutter hike from flowline - 2.000(In.) O'Day Consultants Inc. E-mail: oday@odayconsuitants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Carlsbad, Califomia 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680 3.039(CPS) 4.576(Pt/s) Manning's N in gutter - 0.0130 Mauming'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 - 0.287(Ft.), Average velocity - Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 7.494(Ft.) Plow velocity » 4.58(Pt/s) Travel time - 3.28 min. TC - 13.57 min. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 3.598(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - Subarea nmoff - 4.610 (CPS) for 2.330 (Ac.) Total runoff - 4.894(CPS) 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) Plow width (from curb towards crown)- 9.286(Pt.) 0.550 Process from Point/Station 130.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 124.000 Upstream point/station elevation - 210.87(Ft.) Downstream point/station elevation - 210.20(Ft.) Pipe length - 34.06(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 4.894(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 4.894(CFS) Normal flow depth in pipe - 7.14(In.) Plow 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 number: 2 Stream flow area - 2.450(Ac.) Runoff from this stream - 4.894(CFS) Time of concentration - 13.65 min. Rainfall intensity - 3.585(In/Hr) Summary of stream data: Stream No. Flow rate (CPS) TC (min) Rainfall Intensity (In/Hr) 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 Qmaxd) Qinax(2) 23.542 8.65 4.810 4.894 13.65 3.585 m 1.000 * 1.000 * 23.542) + 1.000 * 0.634 * 4.894) + - 26.645 0.745 * 1.000 * 23.542) + 1.000 * 1.000 * 4.894) + - 22.439 Total of 2 main streams to confluence: Plow rates before confluence point: 23.542 4.894 Maximum flow rates at confluence using above data: 26.645 22.439 Area of streams before confluence: 10.610 2.450 Results of confluence: Total flow rate - 26.645(CPS) 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) **** Upstreara point/station elevation - 209.87(Pt.) 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(CPS) Given pipe size » 24.00(In.) Calculated individual pipe flow - 26.645(CPS) Normal flow depth in pipe - 12.42(In.) Plow 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(CPS) Time of concentration - 8.73 min. Rainfall intensity - 4.783(In/Hr) Program is now starting with Main Stream No. 2 O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants.com Carlsbad, California 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 134.000 to Point/Station 136.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance - 120.00(Pt.) Highest elevation - 259.50(Pt.) Lowest elevation - 258.56(Pt.) Elevation difference - 0.94(Pt.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 11.76 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [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 runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea nmoff - 0.347 (CPS) Total Initial stream area - 0.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 132.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 260.330(Ft.) End of street segment elevation - 216.880(Pt.) Length of street segment - 680.000(Ft.) Height of curb sQrave 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 flowline - 2.000(In.) Meuming'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(Pt.), 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 O'Day Consultants Inc. E-mall: 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 Subarea nmoff - 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(CPS) Depth of flow - 0.299(Ft.), Average velocity - 5.176(Pt/s) Plow width (from curb towards crown)- 8.095(Ft.) ++++++++++++H 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: 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 Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 26.645 8.73 4.783 2 3.923 14.19 3.495 Qmaxd) Qmax(2) 1.000 * 1.000 * 26.645) + 1.000 * 0.615 * 3.923) + - 29.057 0.731 * 1.000 * 26.645) + 1.000 * 1.000 * 3.923) + - 23.395 Total of 2 main streams to confluence: Plow rates before confluence point: 26.645 3.923 Maximum flow rates at confluence using above data: 29.057 23.395 Area of streams before confluence: 13.060 2.020 Results of confluence: Total flow rate - 29.057(CFS) Time of concentration - 8.728 min. Effective stream area after confluence - 15.080(Ac.) Process from Point/Station 132.000 to Point/Station 140.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 205.80(Pt.) Downstream point/station elevation - 203.40(Ft.) Pipe length - 83.33(Pt.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 29.057(CFS) Given pipe size - 24.00(In.) O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Carlsbad. California 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680 Calculated individual pipe flow - 29.057(CPS) Nonnal 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. +++++++++++++++++H 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(Pt.) Pipe length - 109.12(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 29.057(CPS) Oiven pipe size - 24.00(In.) Calculated individual pipe flow - 29.057(CPS) 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(Pt/s) Travel time through pipe - 0.06 min. Time of concentration (TC) - 8.89 min. Bnd of confutations, total study area - 15.08 (Ac.) O'Day Consultants Inc. E-mail: oday®odayconsultants,com 27lOLoker Avenue West, Suite 100 Website: www,odayconsultants.com Carlsbad, Califomia 92008-6603 Tel: 760.931.7700 Fax; 760.931.8680 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 4/03/03 VILLAGE 'X' HYDROLOGY STUDY SYSTEM "200" PREPARED: APRIL 3, 2003 BY: JST PILE: VLX02 ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, Califomia - S/N 10125 Rational hydrology study storra 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 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 FAMILY area type ] Initial svibarea flow distemce - 17.00 (Pt.) Highest elevation - 271.44(Pt.) Lowest elevation - 271.01(Ft.) Elevation difference « 0.43(Ft.) Time of concentration calculated by the urbem areas overland flow method (App X-C) - 3.00 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-0.5500)*( 17.00*.5)/( 2.53*(l/3)]- 3.00 Setting time of concentration to 5 minutes Rainfall intensity (I) - 6.850 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 S\ibarea runoff - 0.038 (CFS) Total initial stream area - 0.010(Ac.) Process from Point/Station 202.000 to Point/Station 204.000 **** STREET PLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** O'Day Consultants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West. Suite 100 Website; www,odayconsultants,com Carlsbad, Califomia 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680 Top of street segment elevation - 271.010(Ft.) Bnd of street segment elevation - 259.620(Pt.) Length of street segment - 220.000(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 fron 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(Pt.) 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 - 0.045(CFS) Depth of flow - 0.064(Ft.), Average velocity - 2.442(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Pt.) Plow velocity - 2.44(Pt/s) Travel time - 1.50 min. TC - 6.50 min. Adding area flow to street Decimal fraction soil group A - 0.000 Deciraal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY 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 nmoff - 1.342 (CFS) Total area - 0.42 (Ac.) Street flow at end of street - 1.342(CFS) Half street flow at end of street - 1.342(CPS) Depth of flow - 0.235(Ft.), Average velocity - 3.877(Pt/s) Flow width (from curb towards crown)- 4.935(Pt.) +++++++++H Process from Point/Station 204.000 to Point/Station 206.000 **** PIPEFLOW TRAVEL TIME (User specified size) *•** Upstream point/station elevation - 249.73(Pt.) Downstream point/station elevation - 248.10(Pt.) Pipe length - 3.25(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 1.342(CPS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 1.342(CPS) Normal flow depth in pipe - 1.68(In.) Flow top width inside pipe - 10.47(In.) Critical Depth - 5.20(In.) Pipe flow velocity - 16.16(Ft/s) Travel time through pipe - 0.00 min. Time of concentration (TC) • 6.51 min. O'Day Consultants Inc. E-mail: oday@oclayconsultants,com 2710 Loker Avenue West, Suite 100 Website; www,odayconsultants,com Carlsbad, California 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680 ++++++++++++•1 Process from Point/Station 206.000 to Point/Station 208.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** UJ)stream point/station elevation » 247.77(Ft.) Downstream point/station elevation - 247.40(Pt.) Pipe length - 36.36(Pt.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 1.342(CFS) Oiven pipe size - 18.00(In.) Calculated individual pipe flow - 1.342(CPS) Norraal flow depth in pipe - 4.32(In.) Flow top width inside pipe - 15.38(In.) Critical Depth - 5.20(In.) Pipe flow velocity - 4.11(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.) O'Day Consultants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website; www,odayconsultants,com Carlsbad, California 92008-6603 Tel; 760,931,7700 Fax: 760,931,8680 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 04/03/03 VILLAGE 'X' HYDROLOGY STUDY SYSTEM "300" PREPARED: APRIL 3, 2003 BY: JST PILE: VLX03 ********* 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 Diego hydrology manual 'C values used Rimoff 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 Deciraal fraction soil group C - 0.000 Deciraal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance - 130.00(Pt.) Highest elevation - 265.90(Pt.) Lowest elevation - 261.40(Ft.) Elevation difference - 4.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) - 7.46 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(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 nmoff - 0.466(CFS) Total initial stream area - 0.160(Ac.) +•^•^••^++.^•^+++++++++^.++++++++.^++++++++++^..^+^.++.^++.^.+^^ Process from Point/Station 302.000 to Point/Station 304.000 **** STREET FLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website; www,odayconsultants,com Carlsbad, California 92008-6603 Tel: 760,931,7700 Fax; 760,931,8680 Top of street segment elevation - 269.310(Pt.) 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 atreet (curb to crown) - 17.000(Pt.) 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 frora 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 breeUc to crown - 0.0150 Estiraated mean flow rate at midpoint of street - 5.093(CPS) Depth of flow - 0.324(Ft.), Average velocity - 5.188(Pt/s) Streetflow hydraulics at raidpoint of street travel: Halfstreet flow width - 9.376(Ft.) Plow velocity - 5.19(Pt/s) Travel time - 3.40 min. TC - 10.87 min. Adding area flow to street Decimal fraction soil group A « 0.000 Deciraal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 4.152(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C « 0.550 Subarea nmoff - 7.262 (CPS) for 3.180 (Ac.) Total runoff - 7.727(CFS) Total area - 3.34 (Ac.) Street flow at end of street - 7.727(CPS) Half street flow at end of street - 7.727(CPS) Depth of flow - 0.360(Pt.), Average velocity - 5.705(Ft/s) Flow width (from curb towards crown)- 11.189(Pt.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 306.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Ujpstream point/station elevation - 202.00 (Pt.) 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(Pt/s) Travel time through pipe - 0.07 min. Time of concentration (TC) - 10.93 min. O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Carlsbad, California 92008-6603 Tel; 760,931,7700 Fax: 760,931,8680 Process from Point/Station 306.000 to Point/Station 306.000 **** CONFLUENCE OP MAIN STREAMS **** The following data inside Main Stream is listed: ~ In Main Stream number: l Stream flow area - 3.340(Ac.) Runoff from this stream - 7.727(CPS) Time of concentration - 10.93 min. Rainfall intensity - 4.135(In/Hr) Program is now starting with Main Stream No. 2 ******+++++++++•}•++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 310.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 ' ~~ Deciraal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - l.ooo [SINGLE FAMILY area type ] Initial subarea flow distance - 90.00(Ft.) Highest elevation - 239.60(Pt.) 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*(l/3)] TC - [1.8*(1.1-0.5500)*( 90.00*.5)/( 2.48*(l/3)]- 6 94 Rainfall intensity (I) - 5.544 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0 550 Subarea runoff - 0.305(CPS) Total initial streara area - 0.100(Ac.) Process from Point/Station 310.000 to Point/Station ^^^SOetooo* **** STREET PLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** Top of street segment elevation - 237.370(Pt.) ~ End of street segment elevation - 210.400(Ft.) Length of street segment - 610.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 17.000(Pt.) Distance from crown to crossfall grade break - 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 [1] side(s) of the street Distance frora 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 - 2 546(CFS) Depth of flow - 0.281(Pt.), Average velocity - 4.087(Ft/s) O'Day Consultants Inc. E-mail; oday@odayoonsuitants,com 2710Loker Avenue West, Suite 100 Website: www,odayconsultants,com Carlsbad, California 92008-6603 Tel: 760,931,7700 Fax; 760,931,8680 streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 7.215(Ft.) Flow velocity » 4.09(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 FAMILY area type ] Rainfall intensity - 4.550(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - Subarea runoff - 3.679(CPS) for 1.470(Ac.) Total runoff - 3.984(CFS) Total area - 1.57 (Ac.) Street flow at end of street - 3.984(CPS) Half street flow at end of street - 3.984(CPS) Depth of flow - 0.314(Ft.), Average velocity - 4.497(Ft/s) Plow width (from curb towards crown)- 8.851(Pt.) 0.550 Process from Point/Station 306.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 306.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - 1.570(Ac.) Runoff from this streara - 3.984(CFS) Time of concentration - 9.43 min. Rainfall intensity - 4.550(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 7.727 10 .93 4 .135 2 3.984 9 .43 4 .550 Qmauc(l) - 1.000 • 1 .000 * 7. 727) + 0.909 * 1 .000 * 3. 984) + m Qniax(2) • 1.000 * 0 .862 * 7. 727) + 1.000 * 1 .000 * 3. 984) + m 11.348 10.647 Total of 2 main streams to confluence: Flow rates before confluence point: 7.727 3.984 Maximum flow rates at confluence using above data: 11.348 10.647 Area of streams before confluence: 3.340 1.570 Results of confluence: Total flow rate - 11.348(CFS) Time of concentration - 10.935 min. O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants,com Website; wvvw,odayconsultants,oom Tel; 760,931,7700 Fax: 760.931.8680 Effective stream area after confluence - 4.910(Ac.) Process from Point/Station 306.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 200.98(Ft.) Downstream point/station elevation - 199.63(Pt ) Pipe length - 73.44(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 11.348(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 11.348(CPS) Normal flow depth in pipe - 12.14(In.) Plow top width inside pipe - 16.87(In.) Critical Depth - 15.43(In.) Pipe flow velocity - 8.95(Pt/s) Travel time through pipe - 0.14 rain. Time of concentration (TC) - 11.07 min. I-+++++ 312.000 Process from Point/Station 312.000 to Point/Station 314.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation - 199.30(Pt.) ~ Downstream point/station elevation - 196.80(Ft.) Pipe length - 189.75(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 11.348(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(Pt/s) Travel time through pipe - 0.41 rain. Time of concentration (TC) - 11.48 rain. Process from Point/Station 314.000 to Point/Station **** CONFLUENCE OP MAIN STREAMS **** !•+++++++++++ 314.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area - 4.910 (Ac.) Runoff from this stream « 11.348(CPS) Tirae of concentration - 11.48 min. Rainfall intensity - 4.008(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 316.000 to Point/Station **** INITIAL AREA EVALUATION **** 317.000 Decimal fraction soil group A - 0.000 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 10O Carlsbad, California 92008-6603 E-mail: oday@odayconsultants,oom Website; www.odayconsultants,com Tel; 760.931.7700 Fax; 760.931.8680 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - l.ooo [SINGLE FAMILY area type ] Initial svibarea flow distance - no.00(Ft.) Highest elevation - 228.10(Ft.) Lowest elevation - 222.60(Ft.) Elevation difference - 5.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) - 6.07 min. TC - [1.8*(l.l-c)*distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-0.5500)*(110.00*.5)/( 5.00*(l/3)]- 6.07 Rainfall intensity (I) - 6.044 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.665(CFS) Total initial stream area - 0.200 (Ac.) Process from Point/Station 318.000 to Point/Station 320.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 237.370(Ft.) End of street aegment elevation - 207.620(Ft.) Length of street segment - 540.000(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(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 [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 raean flow rate at midpoint of street - 2.859(CFS) Depth of flow - 0.281(Ft.), Average velocity - 4.567(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 7.234(Ft.) Plow velocity - 4.57(Pt/s) Travel time - 1.97 min. TC - 8.04 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 - 5.042(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(CPS) for 1.320(Ac.) Total runoff - 4.325(CFS) Total area - 1.52(Ac.) Street flow at end of street - 4.325(CPS) Half street flow at end of street - 4.325(CFS) Depth of flow - 0.312(Ft.), Average velocity - 4.989(Ft/s) O'Day Consultants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suile 100 Website: www,(xJayconsultants,com Carlsbad, California 92008-6603 Tel: 760,931.7700 Fax: 760.931.8680 Plow width (from curb towards crown)- 8.743(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 314.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Uipstreara point/station elevation - 200.72 (Pt.) Downstream point/station elevation - 196.80(Pt.) Pipe length - 86.33(Pt.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 4.325(CPS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 4.325(CPS) Normal flow depth in pipe - 5.36(In.) Plow 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 rain. Time of concentration (TC) - 8.19 min. Process from Point/Station 314.000 to Point/Station 314.000 **** CONFLUENCE OP MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - 1.520(Ac.) Runoff from this stream - 4.325(CPS) Time of concentration - 8.19 min. Rainfall intensity - 4.983(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.348 11.48 4.008 2 4.325 8.19 4.983 Qmax(l) - 1.000 * 1.000 * 11.348) + Qracuc(2) 0.804 * 1.000 * 4.325) + - 14.827 • 1.000 * 0.713 * 11.348) + 1.000 * 1.000 * 4.325) + - 12.421 Total of 2 main streams to confluence: Plow rates before confluence point: 11.348 4.325 Maxinnim flow rates at confluence using above data: 14.827 12.421 Area of streams before confluence: 4.910 1.520 Results of confluence: Total flow rate - 14.827(CPS) O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710Lokef Avenue West, Suite IOO WebSite: viww,odayconsultants,com Carlsbad, Califomia 92008-6603 Tel: 760,931,7700 Fax; 760,931,8680 Time of concentration » 11.479 min. Effective stream area after confluence » 6.430(Ac.) I-+++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 322.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 196.30(Ft.) Downstream point/station elevation - 190.43(Pt.) Pipe length - 154.72(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 14.827(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow - 14.827(CFS) Normal flow depth in pipe - 9.59(In.) Plow 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 min. Process from Point/Station 322.000 to Point/Station 322.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area - 6.430(Ac.) Runoff from this stream - 14.827(CFS) Time of concentration - 11.68 min. Rainfall intensity - 3.963(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 324.000 to Point/Station 325.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance - 80.00(Ft.) Highest elevation - 213.30(Ft.) Lowest elevation - 211.40(Ft.) Elevation difference - 1.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 6.64 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(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 runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.659(CFS) Total initial stream area - 0.210(Ac.) O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website; www,odayconsultants,com Carlsbad, California 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680 •.TT>+++++++++++++++++++ Process from Point/Station 326.000 to Point/Station 328.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top Of Street segment elevation - 221.060(Ft.) End of street segment elevation - 201.060(Ft.) Length of street segment - 780.000(Ft.) Height of curb aOsove gutter flowline - 6.0(In.) Width of half street (curb to crown) - 17.000(Ft.) Distance from crown to crossfall grade break - 15.500(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 [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(Pt.) Gutter hike from flowline - 2.000(In.) Maiming's N in gutter - 0.0130 Manning's N from gutter to grade break - 0.0150 Maiming's N from grade break to crown - 0.0150 Estimated mean flow rate at raidpoint of street - 3.280(CFS) Depth of flow - 0.320(Pt.), Average velocity - 3.484(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 9.159(Ft.) Flow velocity - 3.48(Pt/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 Deciraal fraction soil group C - 0.000 Deciraal fraction soil group D - 1.000 [SINGLE FAMILY 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(CPS) for 1.670(Ac.) Total nmoff - 4.590 (CPS) Total area - 1.88 (Ac.) Street flow at end of street - 4.590(CPS) Half street flow at end of street - 4.590(CPS) Depth of flow - 0.348(Pt.), Average velocity - 3.759(Ft/s) Plow width (from curb towards crown)- 10.577(Ft.) |- + +-lr .^TTTT-TT-r-rTTTTTTTTT-r-r-r-H- + + 1- + + + -( Process from Point/Station 328.000 to Point/Station 322 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 195.54(Ft.) Downstream point/station elevation - 190.60(Ft.) Pipe length - 10.25(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 4.590(CPS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 4.590(CPS) Normal flow depth in pipe - 3.06(in.) Plow top width inside pipe - 13.53(In.) Critical Depth - 9.87(In.) Pipe flow velocity - 23.03(Ft/s) O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: wwrw,odayconsultants,com Carlsbad, California 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 322.000 **** CONFLUENCE OP MAIN STREAMS **** The following data inside Main Stream is listed: In Main Streara number: 2 Stream flow area - 1.880(Ac.) Runoff from this stream - 4.590(CPS) Time of concentration - 10.38 min. Rainfall intensity - 4.278(In/Hr) Prograra is now starting with Main Stream No. 3 • . .^TTT>++ + + + + + + + + + + + + + + + + + Process from Point/Station 330.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B « 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - I.OOO [SINGLE FAMILY area type ] Initial subarea flow distance - 90.00(Pt.) Highest elevation - 217.80(Pt.) Lowest elevation - 216.88(Ft.) Elevation difference - 0.92(Ft.) Time of concentration calculated by the urban areas overland flow method (;^p X-C) - 9.32 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*d.l-0.5500)*( 90.00*.5)/( 1.02*(l/3)]- 9.32 Rainfall intensity (I) - 4.583 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.353(CFS) Total initial stream area - 0.140(Ac.) +++++++++H Process from Point/Station 332.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 334.000 Top of street segment elevation - 216.880(Pt.) End of street segment elevation - 201.060(Pt.) Length of street segment - 760.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 17.000(Ft.) Distance from crown to crossfall grade break - 15.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] 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 - l.500(Pt.) Gutter hike from flowline - 2.000(In.) 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 2.924(CFS) 3.132(Ft/s) 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 - 0.319(Ft.), Average velocity - Streetflow hydraulics at midpoint of street travel Halfstreet flow width - 9.117(Ft.) Flow velocity - 3.13(Pt/s) Travel time - 4.04 min. TC » 13.37 min. Adding area flow to street Decimal fraction soil group A - 0.000 Deciraal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 3.633(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C Subarea nmoff - 4.076 (CPS) for 2.040 (Ac.) Total runoff - 4.429(CPS) Total area - 2.18(Ac. Street flow at end of street - 4.429(CPS) Half street flow at end of street - 4.429(CPS) Depth of flow - 0.354(Ft.), Average velocity - 3.440(Ft/s) Flow width (from curb towards crown)- 10.885(Pt.) 0.550 Process frora Point/Station 334.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 322.000 Upstreara point/station elevation - 194.49(Ft.) Downstream point/station elevation - 190.43(Ft.) Pipe length - 22.25(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 4.429(CPS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 4.429(CPS) Normal flow depth in pipe - 3.82(In.) Flow top width inside pipe - 14.72(In.) Critical Depth - 9.69(In.) Pipe flow velocity - 16.18(Ft/s) Travel tirae through pipe - 0.02 min. Time of concentration (TC) - 13.39 min. Process from Point/Station 322.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 322.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area - Runoff from this stream Time of concentration - Rainfall intensity - Suminary of stream data: 2.180(Ac.) 4.429(CPS) 13.39 min. 3.629(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants.com Website; www.odayconsultants.com Tel: 760,931,7700 Fax; 760,931,8680 1 14.827 11.68 3. 963 2 4.590 10.38 4. 278 3 4.429 13.39 3. 629 Qnuuc(l) m 1.000 * 1.000 * 14 .827) + 0.926 * 1.000 * 4 .590) + 1.000 * 0.872 * 4 .429) + _ Qmeuc(2) - 1.000 * 0.888 * 14 .827) + 1.000 * 1.000 * 4 .590) + 1.000 * 0.775 * 4 .429) + a 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 Maximum flow rates at confluence using above data: 22.942 21.189 21.900 Area of streams before confluence: 6-430 1.880 2.180 Results of confluence: Total flow rate - 22.942(CFS) Time of concentration - 11.683 min. Effective stream area after confluence - 10.490(Ac.) Process from Point/Station 322.000 to Point/Station 336.000 **** PIPEFLOW TRAVEL TIME (User specified size) **•* Upstreara point/station elevation - 190.10(Pt.) 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(CPS) 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 time through pipe - 0.14 min. Time of concentration (TC) - 11.82 min. Process from Point/Station 336.000 to Point/Station 336!000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listedi In Main Stream number: 1 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 stream flow area - 10.490(Ac.) Runoff frora this streara - 22.942(CPS) Tirae of concentration - 11.82 rain. Rainfall intensity - 3.933(In/Hr) Program is now starting with Main Stream No. Process from Point/Station 338.000 to Point/Station **** INITIAL AREA EVALUATION **** 340.000 90.00(Ft.) Decimal fraction soil group A - o.OOO Deciraal fraction soil group B » o.OOO Deciraal fraction soil group C - 0.000 Deciraal fraction soil group D - l.OOO [SINGLE FAMILY area type ] Initial subarea flow distance Highest elevation » 204.20(Ft.) Lowest elevation - 201.06(Ft.) Elevation difference - 3.14(Ft.) Tirae of concentration calculated by the urban areas overland flow method (App X-C) - 6.19 rain, TC - [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC - (1.8*(1.1-0.5500)M 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(CPS) Total initial stream area - 0.020(Ac.) +++++++++^ Process from Point/Station 340.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I-+++++++++ 342.000 Top of street segment elevation - 201.060(Pt.) End of street segment elevation - 194.760(Ft.) Length of street segment - 140.000(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(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 - 13.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Pt.) 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 - 0.071(Ft.), Average velocity - 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 0.109(CFS) 2.427(Ft/s) O'Day Consultants Inc. 2710Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mall; oday@odayconsultants,com Website; www,odayconsultants.com Tel: 760,931,7700 Fax: 760,931,8680 Decimal fraction soil group A - 0.000 Decimal fraction soil group B « 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - l.OOO [SINGLE FAMILY area type ] Rainfall intensity - 5.437(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, C Subarea runoff - 3.977(CFS) for 1.330(Ac.) Total runoff - 4.043(CFS) Total area - 1.35(Ac, Street flow at end of street - 4.043(CFS) Half street flow at end of street - 2.021(CPS) Depth of flow - 0.265(Ft.), Average velocity - 3.930(Ft/s) Flow width (from curb towards crown)- 6.417(Ft.) 0.550 ) Process from Point/Station 342.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 336.000 Upstream point/station elevation - 190.00(Ft.) Downstream point/station elevation - 185.50(Ft.) Pipe length - 29.20(Pt.) 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(CPS) Normal flow depth in pipe - 3.81(In.) Plow top width inside pipe - 14.70(in.) Critical Depth - 9.24(In.) Pipe flow velocity - 14.84(Ft/s) Travel time through pipe - 0.03 min. Time of concentration (TC) - 7.19 min. ++++++++++++H 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 Streara number: 2 Stream flow area - 1.350(Ac.) Runoff frora this stream - 4.043(CPS) Time of concentration - 7.19 min. Rainfall intensity - 5.421(In/Hr) Summary of stream data: Stream No. Flow rate (CPS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(l) Qmax(2) 22.942 4.043 1.000 * 0.726 * 000 000 11.82 7.19 1.000 * 1.000 * 0.608 * 1.000 * 3.933 5.421 22.942) + 4.043) + 22.942) -I- 4.043) + 25.876 17.995 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants,com Website; vAvw,odayconsultants,com Tel: 760,931,7700 Fax: 760,931,8680 Total of 2 main streams to confluence: Flow rates before confluence point: 22.942 4.043 Maximum flow rates at confluence using above data: 25.876 17.995 Area of streams before confluence: 10.490 1.350 Results of confluence: Total flow rate - 25.876(CPS) Time of concentration - 11.818 min. Effective stream area after confluence -11.840(Ac.) Process frora Point/Station 336.000 to Point/Station 344.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 185.00(Ft.) ' Downstream point/station elevation - 184.33(Pt.) Pipe length - 124.95(Ft.) Manning'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(Ft/s) Travel time through pipe - 0.30 min. Time of concentration (TC) - 12.12 min. Process from Point/Station 344.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 344.000 The following data inside Main Streara is listed: In Main Streara number: l Stream flow area - 11.840(Ac.) Rimoff from this stream - 25.876(CPS) Time of concentration - 12.12 min. Rainfall intensity - 3.870(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 346.000 to Point/Station **** INITIAL AREA EVALUATION **** I-++++++++++++ 347.000 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 FAMILY area type ] Initial subarea flow distance » 80.00(Ft.) 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 Highest elevation - 270.10(Ft.) Lowest elevation - 267.20(Ft.) Elevation difference - 2.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) - 5.76 min TC - [1.8*(l.i-c)*distance*.5)/(% slope*(l/3)] TC - [1.8*(l.l-0.5500)*( 80.00*.5)/( 3.63*(l/3)]- 5.76 Rainfall intensity (I) - 6.250 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea nmoff - 0.447 (CPS) Total initial stream area - 0.130(Ac.) K+++H Process from Point/Station 348.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** 350.000 Top of Street segment elevation - 271.010(Ft.) End of street segment elevation - 212.790(Pt!) 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(Pt.) Distance from crown to crossfall grade break - 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 [1] side(s) of the street Distance from curb to property line - 13.000(Ft.) 0.020 0.0150 0.0150 4.348(CFS) 5.542(Pt/s) Slope from curb to property line (v/hz) Gutter width - 1.500(Pt.) Gutter hike from flowline - 2.000(In.) Manning's N in gutter - 0.0130 Manning's N from gutter to grade break Manning's N from grade break to crown - Estimated mean flow rate at midpoint of street Depth of flow - 0.302(Ft.), Average velocity - Streetflow hydraulics at midpoint of street travel- Halfstreet flow width - 8.259(Pt.) Flow velocity - 5.54(Ft/s) Travel tirae - 2.44 min. TC - 8.20 min. Adding area flow to street Deciraal fraction soil group A - 0.000 Decimal fraction soil group B - o.OOO Decimal fraction soil group C - o.OOO Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 4.979(In/Hr) for a lOO.O year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 6.216(CFS) for 2.270(Ac ) Total runoff - 6.663(CFS) Total area - 2 40(Ac ) Street flow at end of street - 6.663(CFS) Half street flow at end of street - 6.663(CPS) Depth of flow - 0.336(Ft.), Average velocity - 6.092(Pt/s) Flow width (from curb towards crown)- 9.956(Pt.) ++++++++++++++ 350.000 to Point/Station 352.000 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsuttants,com Website: www,odayconsultants,com Tel: 760.931,7700 Fax: 760,931,8680 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 205.29(Ft.) Downstream point/station elevation - 202.83(Pt.) Pipe length - 66.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 6.663(CPS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 6.663(CPS) Normal flow depth in pipe - 7.10(In.) Flow top width inside pipe - 17.59(In.) Critical Depth - 11.98(In.) Pipe flow velocity - 10.28(Pt/s) Travel time through pipe - 0.11 min. Time of concentration (TC) = 8.31 min. Process from Point/Station 352.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 344.000 Upstream point/station elevation - 202.50(Pt.) Downstreara point/station elevation - 184.50(Pt.) Pipe length - 207.24(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 6.663(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 6.663(CFS) Normal flow depth in pipe - 5.67(In.) 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. Tirae of concentration (TC) - 8.55 min. Process from Point/Station 344.000 to Point/Station **** CONFLUENCE OP MAIN STREAMS **** 344.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - Runoff from this stream Time of concentration - Rainfall intensity - Summary of stream data: 2.400(Ac.) 6.663(CPS) 8.55 min. 4.845(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmeucd) Qmax(2) 25.876 6.663 m 1.000 * 0.799 * • 1.000 * 12.12 8.55 1.000 * 1.000 * 0.706 * 3.870 4.845 25.876) + 6.663) + 25.876) + 31.198 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants,com Website; www,odayconsultants,com Te): 760,931,7700 Fax: 760.931,8680 1.000 * 1.000 • 6.663) + 24.926 Total of 2 main streams to confluence: Plow rates before confluence point: 25.876 6.663 Maximum flow rates at confluence using above data- 31.198 24.926 Area of streams before confluence: 11.840 2.400 Results of confluence: Total flow rate - 31.198(CPS) Time of concentration - 12.121 min. Effective stream area after confluence 14.240(Ac.) l•++^ Process from Point/Station 344.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Instream point/station elevation - 184.00(Pt.) Downstream point/station elevation - 179.96(Ft.) Pipe length - 87.25(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 31.198(CPS) Oiven pipe size - 30.00(In.) Calculated individual pipe flow - 31.198(CFS) Normal flow depth in pipe - 12.32(In.) Plow top width inside pipe - 29.52(In.) Critical Depth - 22.85(In.) Pipe flow velocity - 16.43(Pt/s) Travel time through pipe - o.O9 min. Time of concentration (TC) - 12.21 min. 354.000 Process from Point/Station 354.000 to Point/Station ***• CONFLUENCE OF MAIN STREAMS **** 354.000 The following data inside Main Stream is listed! In Main Stream number: 1 Stream flow area - 14.240(Ac.) Runoff from this stream - 31.198(CPS) Time of concentration - 12.21 min. Rainfall intensity - 3.852(In/Hr) Program is now starting with Main Stream No. 2 Process frora Point/Station 356.000 to Point/Station **** INITIAL AREA EVALUATION **** 358.000 Deciraal fraction soil group A - 0.000 Deciraal fraction soil group B - o.OOO Decimal fraction soil group C - 0.000 Decimal fraction soil group D - l.OOO [SINGLE FAMILY area type 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 Initial subarea flow distance - 17.00(Pt.) Highest elevation - 211.30(Pt.) Lowest elevation - 210.20(Pt.) Elevation difference - l.IO(Ft.) Time of concentration calculated by the urban areas overlamd flow method (App X-C) - 2.19 min. TC - [1.8*d.l-C)*distance*.5)/(% slope* (1/3)] TC - [1.8*d.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 storra Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.038(CPS) Total initial stream area - 0.010(Ac.) Process from Point/Station 358.000 to Point/Station 360.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation - 210.200(Pt.) End of street segment elevation - 190.290(Ft.) Length of street segment - 290.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 17.000(Ft.) Distance from crown to crossfall grade break - 15.500(Ft.) Slope 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 raidpoint 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(Pt/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 Deciraal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 5.620(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, 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(CPS) Depth of flow - 0.213(Pt.), Average velocity - 4.274(Pt/s) Flow width (from curb towards crown)- 3.808(Ft.) 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 Process from Point/Station 360.000 to Point/Station 354.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 181.59(Pt.) Downstream point/station elevation - 179.96(Pt.) Pipe length - 3.25(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 1.058(CFS) Given pipe size » 18.00(In.) Calculated individual pipe flow - 1.058(CFS) Norraal flow depth in pipe - 1.50(In.) Flow top width inside pipe - 9.95(In.) Critical Depth - 4.60(In.) Pipe flow velocity - 15.04(Ft/s) Travel time through pipe - o.OO min. Time of concentration (TC) - 6.80 min. Process from Point/Station 354.000 to Point/Station 354.000 **** CONFLUENCE OP MAIN STREAMS **** The following data inside Main Stream is listed: In Main 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 streara data: Stream Flow rate TC Rainfall Intensity NO. (CPS) (rain) (In/Hr) 1 31.198 12.21 3.852 2 1.058 6.80 5.618 Qmaxd) - 1.000 * 1.000 * 31.198) + 0.686 * 1.000 * 1.058) + - 31.923 Qmax{2) - 1.000 * 0.557 * 31.198) + 1.000 * 1.000 * 1.058) + - 18.432 Total of 2 main streams to confluence: Flow rates before confluence point: 31.198 1.058 Meucimum flow rates at confluence using above data: 31.923 18.432 Area of streams before confluence: 14.240 0.340 Results of confluence: Total flow rate - 31.923(CFS) Time of concentration - 12.209 min. Effective stream area after confluence - 14.580(Ac.) O'Day Consultants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite IOO Website: www,odayconsultants.com Carlsbad, California 92008-6603 Tel; 760,931,7700 Fax: 760,931,8680 Process from Point/Station 354.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 362.000 Upstream point/station elevation - 179.63(Pt.) Downstream point/station elevation » 178.87(Ft.) Pipe length - 54.40(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 31.923(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(Ft/s) Travel time through pipe - 0.09 rain. Time of concentration (TC) » 12.30 min. End of computations, total study area - 14.58 (Ac.) O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants,com WebSite: www,odayconsultants,oom Tel: 760,931,7700 Fax; 760,931,8680 SECTION 4 ****************^^,>^^,,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 Analysis prepared by: O'Day Consultants, inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 *********************.**^^ DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE X HYDRULICS » * STORM DRAIN SYSTEM "100" MAIN LINE ^ * J.N. 981020-5 FILE: VLXOl.RES ^, ****************»****.^***^^^^^.^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ PILE NAME: VLX01.DAT TIME/DATE OF STUDY: 11:28 01/14/2003 *****************>«^>^^«^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ **********>^^^ GRADUALLY VARIED PLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) NODE NUMBER 142.00- 141.00 140.00 133.00 132.00 125.00 124.00 123.00 122.00 121.00 120.00 103.00 102.00 100.00- UPSTREAM RUN MODEL PRESSURE PRESSURE* PROCESS HEAD(FT) MOMENTUM(POUNDS) 2.00 FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION 1.85 DC 1.85 DC 1.85*Dc 2.79 1.80 Dc 2.38 1.72 DC 1.72 DC 1.72*Dc 3.42* 3.46* 715.16 704.47 704.47 704.47 788.37 618.42 612.06 516.01 516.01 516.01 815.28 823.24 3-66* 765.82 } HYDRAULIC JUMP 1.60*Dc 406.43 DOWNSTREAM RUN PLOW PRESSURE* DEPTH(PT) MOMENTUM(POUNDS) 0.71* 1638.99 1-32* 821.13 1.36* 801.53 1.85*DC 704.47 1-07* 847.36 1.24* 741.60 0.87* 845.76 0.94* 773.40 0.94* 777.58 1.72*DC 516.01 1.60 519.89 1.21 602.77 0.90 589.60 1.60*Dc 406.43 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Caristiad, California 92008-6603 E-mail; oday@odayconsultants.com Website; www.odayconsultants.com Tel: 760,931,7700 Fax; 760,931,8680 MAXIMUM NUMBER OF ENERQY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY PLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. **********************************<, j,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 142.00 FLOWLINE ELEVATION - 175.50 PIPE PLOW - 29.01 CFS PIPE DIAMETER - 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 177.500 PEET NODE 142.00 : HGL - < 176.214>;EGL- < 189.114>;FLOWLINE- < 175.500> *************************«*************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ PLOW PROCESS FROM NODE 142.00 TO NODE 141.00 IS CODE - 1 UPSTREAM NODE 141.00 ELEVATION - 203.07 (PLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 29.01 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 109.12 PEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) - 0.69 CRITICAL DEPTH(PT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.32 1.85 GRADUALLY VARIED FLOW PROFILE COMPUTED INPORMATION: — — — ——— DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL(PT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.319 13.193 4.024 821.13 0.432 1.294 13.488 4.121 834.27 0.910 1.269 13.798 4.227 848.39 1.439 1.244 14.126 4.344 863.54 2.026 1.218 14.472 4.472 879.80 2.677 1.193 14.837 4.614 897.23 3.401 1.168 15.223 4.769 915.91 4.208 1.143 15.632 4.940 935.94 5.109 1.117 16.065 5.128 957.40 6.118 1.092 16.524 5.335 980.42 7.252 1.067 17.011 5.563 1005.09 8.531 1.042 17.529 5.816 1031.56 9.980 1.017 18.080 6.095 1059.97 11.630 0.991 18.666 6.405 1090.48 13.522 0.966 19.292 6.749 1123.28 15.708 0.941 19.961 7.132 1158.56 18.255 0.916 20.677 7.559 1196.57 21.257 0.891 21.444 8.036 1237.55 24.845 0.865 22.268 8.570 1281.80 29.213 0.840 23.155 9.171 1329.65 34.660 0.815 24.111 9.848 1381.49 41.689 0.790 25.144 10.613 1437.74 51.247 0.765 26.264 11.482 1498.91 65.459 0.739 27.479 12.472 1565.56 91.151 0.714 28.803 13.604 1638.38 109.120 0.714 28.814 13.614 1638.99 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants,oom Website: www,odayconsultants,com Tel; 760,931,7700 Fax: 760,931,8680 NODE 141.00 HGL < 204.389>;EGL- < 207.094>;FLOWLINE- < 203.070> ***********************«********»**^,*^^,^^.^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 141.00 TO NODE 140.00 IS CODE - 5 UPSTREAM NODE 140.00 ELEVATION - 203.40 (PLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER (CFS) (INCHES) UPSTREAM 29.01 24.00 DOWNSTREAM 29.01 24.00 LATERAL #1 0.00 0.00 LATERAL #2 0.00 0.00 Q5 0.00—Q5 EQUALS BASIN INPUT- ANGLE FLOWLINE (DEGREES) ELEVATION 0.00 203.40 203.07 0.00 0.00 0.00 0.00 CRITICAL DEPTH(FT.) 1.85 1.85 0.00 0.00 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DBLTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNINQ'S N - 0.01300; FRICTION SLOPE - 0, DOWNSTRBAM: MANNINQ'S N - 0.01300; FRICTION SLOPE - 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02645 JUNCTION LENGTH - 4.00 PEET FRICTION LOSSES - 0.106 PEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.190)+( 0.000) - 0.190 VELOCITY (FT/SEC) 12.746 13.198 0.000 0.000 02532 02757 0.000 FEET NODE 140.00 HGL < 204.761>;EGL- < 207.283>;FLOWLINE- < 203.400> *********************************^^*****.^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ PLOW PROCESS PROM NODE 140.00 TO NODE 133.00 IS CODE - 1 UPSTREAM NODE 133.00 ELEVATION - 205.80 (PLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 29.01 CPS PIPE DIAMETER - 24.00 INCHES PIPE LENQTH - 83.33 FEET MANNING'S N - 0.01300 NORMAL DEPTH(PT) 1.30 UPSTREAM CONTROL ASSUMED FLOWDEPTH(PT) CRITICAL DEPTH(PT) 1.85 1.85 GRADUALLY VARIED FLOW PROFILE COMPUTED INPORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-I- CONTROL(FT) (FT) (FT/SEC) ENERQY(FT) MOMENTUM (POUNDS) 0.000 1.846 9.569 3.269 704.47 0.067 1.824 9.646 3.270 704.65 0.268 1.803 9.728 3.273 705.19 0.608 1.781 9.816 3.278 706.09 1.094 1.759 9.910 3.285 707.34 1.733 1.737 10.009 3.294 708.96 2.537 1.715 10.114 3.305 710.93 3.521 1.693 10.225 3.318 713.27 4.702 1.671 10.342 3.333 715.98 6.100 1.649 10.465 3.351 719.07 7.742 1.627 10.593 3.371 722.55 9.660 1.606 10.729 3.394 726.43 11.894 1.584 10.870 3.420 730.73 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants,com Website: www.odayconsuttants,com Tel; 760.931.7700 Fax: 760.931.8680 14.493 1.562 11.018 3.448 735.44 17.520 1.540 11.173 3.480 740.60 21.057 1.518 11.336 3.515 746.20 25.212 1.496 11.505 3.553 752.28 30.133 1.474 11.683 3.595 758.84 36.025 1.452 11.868 3.641 765.91 43.190 1.430 12.062 3.691 773.50 52.100 1.409 12.265 3.746 781.65 63.543 1.387 12.477 3.806 790.37 78.995 1.365 12.699 3.870 799.69 83.330 1.361 12.742 3.883 801.53 133.00 : HGL - < 207 646>;EGL- < 209.069>;FLOWLINE- < 205.800> ***********************************»****JJ^,*^H^^^J^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 133.00 TO NODE 132.00 IS CODE - 5 UPSTREAM NODE 132.00 ELEVATION - 206.13 (PLOW UNSEALS IN REACH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OP STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CPS) 26.61 29.01 0.00 0.00 2.40> DIAMETER (INCHES) 24.00 24.00 0.00 0.00 ANGLE (DEGREES) 35.00 0.00 0.00 FLOWLINE ELEVATION 206.13 205.80 0.00 0.00 CRITICAL DBPTH(PT.) 1.80 1.85 0.00 0.00 VELOCITY (FT/SBC) 15.478 9.572 0.000 0.000 <Q5 EQUALS BASIN INPUT-> LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S (DELTA4)) / ((A1-I-A2) *16.1) +PRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0 DOWNSTREAM: MANNINQ'S N - 0.01300; FRICTION SLOPE - 0 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02891 JUNCTION LENGTH - 4.00 PEET FRICTION LOSSES - 0.116 PEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY+HVl-HV2)-i-(ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.570)+( 0.285) - 1.855 04356 01426 0.285 FEET NODE 132.00 : HGL - < 207.204>;BQL- < 210.924>;FLOWLINE- < 206.130> *******************************»*«***»**jm***^k^^j^^^^^^^^j^,^^^^^^^^^^^^^^^^^^^^^^^^^ 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 PLOW - 26.61 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 75.69 FEET MANNINQ'S N - 0.01300 NORMAL DEPTH(FT) - 1.03 CRITICAL DEPTH(PT) •----- — — --- — -- — — ------ — - — —SaB-SBBBSSSBSBSBBSKB: UPSTREAM CONTROL ASSUMED FLOWDEPTH(PT) - 1.24 "----- — — = — - — -—-- — — = —------ — -••! = « B = BBM = BBB»B«a»Bl GRADUALLY VARIED PLOW PROFILE COMPUTED INPORMATION: 1.80 DISTANCE FROM CONTROL(FT) FLOW DEPTH VELOCITY (PT) (FT/SEC) SPECIFIC ENERGY(FT) PRESSURE+ MOMENTUM(POUNDS) O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants.com Website; www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 0.000 1.236 13.056 3.884 741.60 1.574 1.228 13.157 3.917 745.80 3.242 1.219 13.260 3.951 750.10 5.013 1.211 13.365 3.987 754.50 6.898 1.203 13.471 4.023 759.00 8.907 1.195 13.580 4.061 763.62 11.054 1.187 13.691 4.099 768.34 13.353 1.179 13.803 4.139 773.17 15.823 1.171 13.918 4.181 778.11 18.484 1.163 14.034 4.223 783.17 21.363 1.155 14.153 4.267 788.34 24.488 1.147 14.274 4.313 793.64 27.897 1.139 14.397 4.359 799.06 31.637 1.131 14.522 4.408 804.61 35.765 1.123 14.650 4.458 810.28 40.356 1.115 14.780 4.509 816.09 45.508 1.107 14.913 4.562 822.03 51.356 1.099 15.048 4.617 828.11 58.084 1.091 15.186 4.674 834.33 65.969 1.083 15.326 4.732 840.70 75.433 1.074 15.470 4.793 847.22 75.690 1.074 15.473 4.794 847.36 125.00 : HQL - < 211. 106>;EGL- < 213.754>;FLOWLINE- < 209.870> NODE *************** ********************************4,****ik«««« FLOW PROCESS FROM NODE 125.00 TO NODE 124.00 IS CODE - 5 UPSTREAM NODE 124.00 ELEVATION - 210.20 (PLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CPS) 23.52 26.61 3.09 0.00 0.00- DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 24.00 30.00 210.20 1.72 17.897 24.00 - 209.87 1.80 13.060 18.00 90.00 210.20 0.67 2.835 0.00 0.00 0.00 0.00 0.000 '-Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA PLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3) - Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+PRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0, DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04898 JUNCTION LENOTH - 4.00 FEET FRICTION LOSSES - 0.196 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY+HVl-HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES - ( 2.291)+( 0.000) - 2.291 06990 02806 0.000 FEET NODE 124.00 : HQL - < 211.071>;BQL- < 216.045>;FLOWLINE- < 210.200> ***************************************************** PLOW PROCESS PROM NODE 124.00 TO NODE 123.00 IS CODE - 1 UPSTREAM NODE 123.00 ELEVATION - 231.40 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 23.52 CFS PIPE DIAMETER - 24.00 INCHES O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants.com Website; www.odayconsultants.com Te): 760.931.7700 Fax; 760.931.8680 PIPE LENQTH - 300.00 PEET MANNINQ'S N - 0.01300 NORMAL DEPTH(PT) - 0.87 CRITICAL DEPTH(PT) - 1.72 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 0.94 " = = •"»• = =•••- — =--- — — — — = - — = = = —= = = - = = - = B = = = a«BB=SI-BBBB»X —BBS! GRADUALLY VARIED PLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(PT) 0.000 1 3 5 7 9 734 553 463 473 594 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 PLOW DEPTH (FT) 0.942 0. 0. 0, 0, 0. .939 ,936 ,933 .930 .927 0.924 0.921 0.918 0.915 0.912 0.909 0.907 0.904 0.901 0.898 0.895 0.892 0.889 0.886 0.883 0.880 0.877 0.874 0.872 0.871 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 ENERQY(FT) 5.005 5.035 5.065 5.096 5.127 5.158 5.190 5.222 5.255 5.288 5.321 5.355 5.390 5.425 5.460 5.496 5.532 5.569 5.607 5.645 5.683 5.722 5.761 5.801 5.842 5.845 PRESSURE+ MOMENTUM(POUNDS) 773.40 776.10 778.83 781.58 784.35 787.15 789.97 792.82 795.70 798.60 801.53 804.48 807.47 810.48 813.52 816.58 819.68 822.80 825.95 829.13 832.34 835.58 838.85 842.15 845.49 845.76 NODE 123.00 : HGL B < 232.342>;EGL- < 236.405>;FLOWLINE- < 231.400> **************************************«A«««««««^^^j^^^ ************************* PLOW PROCESS PROM NODE UPSTREAM NODE 122.00 123.00 TO NODE ELEVATION - 122.00 IS CODE - 5 231.73 (PLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAN LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 23.52 23.52 0.00 0.00 DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(PT.) 24.00 24.00 0.00 0.00 0.00 0.00 0.00 231.73 231.40 0.00 0.00 1.72 1.72 0.00 0.00 (FT/SEC) 16.277 16.177 0.000 0.000 0.00—Q5 EQUALS BASIN INPUT- LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.05408 DOWNSTRBAM: MANNING'S N » 0.01300; FRICTION SLOPE - 0.05319 O'Day Consultants Inc. 2710 Loker Avenue West, Suite IOO Carlsbad, California 92008-6603 E-mail; oday@odayconsultants,com Website: wv/w,odayconsultants,com Tel: 760,931,7700 Fax; 760,931,8680 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05364 JUNCTION LENGTH - 4.00 PEET FRICTION LOSSES - 0.215 PEET ENTRANCE LOSSES > JUNCTION LOSSES • (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.376)+( 0.000) - 0.376 0.000 PEET NODE 122.00 HQL < 232.667>;EQL- < 236.781>;FLOWLINE- < 231.730> *********************************** **********^^*****^^***^Jm(^J^J^^^*^^n^^^^^^^^^^^^n^^^^ FLOW PROCESS FROM NODE 122.00 TO NODE 121.00 IS CODE - 1 UPSTREAM NODE 121.00 ELEVATION - 249.60 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 23.52 CPS PIPE DIAMETER - 24.00 INCHES PIPE LENOTH - 295.80 FEET MANNINQ'S N - 0.01300 NORMAL DEPTH(FT) - 0.91 CRITICAL DEPTH(PT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(PT) - 1.72 GRADUALLY VARIED PLOW PROFILE COMPUTED INFORMATION: 1.72 DISTANCE FROM CONTROL(FT) 0.000 0.032 0.130 0.300 0.550 0.887 1.321 1.865 2.532 3.339 4.307 5.462 6.834 8.465 10.402 12.713 15.483 18.829 22.918 27.992 34.431 42.871 54.507 72.024 104.049 295.800 PLOW DEPTH (PT) 1.721 1.689 1.656 1.624 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. .591 ,559 ,526 ,494 ,461 ,429 ,396 ,363 ,331 ,298 .266 .233 .201 ,168 .136 .103 .071 ,038 1.006 0.973 0.940 0.937 VELOCITY (FT/SEC) 8.175 8.308 8.452 8.607 8.773 8.950 9.141 9.344 9.561 9.793 10.041 10.306 10.590 10.893 11.217 11.565 11.938 12.339 12.770 13.234 13.735 14.277 14.864 15.502 16.196 16.272 SPECIFIC PRESSURE+ ENERGY(PT) MOMENTUM(POUNDS) 2.760 516.01 2.761 516.29 2.766 517.15 2.775 518.61 2.787 520.68 2.803 523.40 824 526.79 850 530.89 881 535.75 919 541.40 2.963 547.89 3.014 555.28 3.073 563.62 3.142 572.99 3.221 583.47 3.311 595.13 3.415 608.07 3.534 622.40 3.669 638.25 3.824 655.75 4.002 675.06 4.205 696.36 4.439 719.86 4.707 745.79 5.016 774.43 5.051 777.58 2. 2. 2. 2. NODE 121.00 : HGL - < 251.321>;EGL- < 252.360>;FLOWLINE- < 249.600> ****************************************************«*t^**«*««****«**«««««««««« PLOW PROCESS FROM NODE UPSTREAM NODE 120.00 121.00 TO NOOE ELEVATION - 120.00 IS CODB - 5 249.93 (FLOW UNSEALS IN REACH) O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants,com Website: www,odayconsultants,com Tel: 760,931,7700 Fax: 760,931,8680 CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 QS PLOW (CFS) 23.52 23.52 0.00 0.00 DIAMETER ANGLB FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION 24.00 90.00 249.93 24.00 - 249.60 0.00 0.00 0.00 0.00 0.00 0.00 DEPTH(PT.) 1.72 1.72 0.00 0.00 (FT/SEC) 7.487 8.177 0.000 0.000 0.00—Q5 EQUALS BASIN INPUT—* LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+PRICTION LOSSES UPSTREAM: MANNINQ'S N - 0.01300; FRICTION SLOPE - 0.01081 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.01000 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01040 JUNCTION LENOTH - 4.00 FEET FRICTION LOSSES - 0.042 PEET ENTRANCE LOSSES - 0.000 PEET JUNCTION LOSSES - (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.859)+( 0.000) - 1.859 NODE 120.00 : HGL - < 253.348>;EGL- < 254.218>;FLOWLINE- < 249.930> ******************«*********************(HHmjt^(^^^^^^^^j^^^jj^^^^^j^j^^ *************** PLOW PROCESS PROM NODE UPSTREAM NODE 103.00 120.00 TO NODE ELEVATION - 103.00 IS CODB - 1 251.20 (PLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE PLOW - 23.52 CPS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 121.25 PEET MANNING'S N - 0.01300 SP-(Q/K)**2 - (( 23.52)/( 226.224))**2 - 0.01081 HF-L*SF - ( 121.25)* (0.01081) - 1.311 NODE 103.00 : HQL - < 254.659>;BQL- < 255.529>;FLOWLINE- < 251.200> ************************************«4,***«««««^^«^^^^^ ************************ PLOW PROCESS FROM NODE UPSTREAM NODE 102.00 103.00 TO NODE ELEVATION - 102.00 IS CODE « 5 251.53 (PLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 19.88 23.52 3.24 0.40 DIAMETER ANQLE (INCHES) (DEGREES) ELEVATION DEPTH(FT.) 24.00 24.00 18.00 18.00 0.00 90.00 90.00 FLOWLINE CRITICAL VELOCITY (FT/SEC) 6.328 7.487 1.833 0.226 251.53 251.20 252.03 251.20 1.60 1.72 0.69 0.23 0.00—Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.00772 DOWNSTREAM: MANNINQ'S N - 0.01300; FRICTION SLOPE - 0.01081 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00927 JUNCTION LENOTH - 4.00 FEET FRICTION LOSSES - 0.037 FEET ENTRANCE LOSSES - 0.000 JUNCTION LOSSES - (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.286)+( 0.000) - 0.286 FEET O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants,com Website; vi«vw,odayconsul1ants,com Tel: 760,931,7700 Fax: 760,931,8680 NODE 102.00 : HGL - < 255.193>;EQL- < 255.815>;FLOWLINE- < 251.530> ****************************************************************************** FLOW PROCESS PROM NODE 102.00 TO NODE 100.00 IS CODE - 1 UPSTREAM NODE 100.00 ELEVATION - 258.50 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 19.88 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENQTH - 140.77 FEET MANNINQ'S N - 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(PT) - 0.87 CRITICAL DEPTH(FT) - UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.60 GRADUALLY VARIED FLOW PROFILE COMPUTED INPORMATION: 1.60 DISTANCE PROM CONTROL(FT) 0.000 PLOW DEPTH (FT) 0. 0. 0. 0. 0. 1. 1. 2. ,029 ,118 .275 .506 ,819 .225 ,735 ,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 98.674 140.770 601 572 543 514 485 456 1.427 1.398 1.369 1.339 1.310 1.281 1.252 1.223 1.194 1.165 1.136 1.106 1.077 048 019 990 961 932 903 902 VELOCITY (FT/SEC) 7.370 7.501 7.640 7.788 7.945 8.112 8.289 8.477 8.676 8.887 9.111 9.350 9 9 604 874 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 PRESSURE+ ENERQY(FT) MOMENTUM(POUNDS) 2.445 406.43 .2.447 406.63 2.450 407.23 2.457 408.25 2.466 409.72 2.478 411.64 2.494 414.05 2.514 416.97 2.538 420.43 2.567 424.46 2.600 429.10 639 434.37 685 440.34 738 447.03 2.798 454.51 2.867 462.82 946 472.04 036 482.24 139 493.49 256 505.89 390 519.54 542 534.55 716 551.05 915 569.21 143 589.18 148 589.60 2. 2. 2 2. 3. 3. 3. 3. 3, 3. 3, 4. 4. HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS *mmmmmmmmmmmMmmmmmMmmmmmm»mmmammas'axsimamammmBmm DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) > mmmmmmmmmmmmmmmamaaiSMMMmMmMmmMMmmmasmm^mmsKmmmmsm PRESSURE FLOW PROFILE COMPUTED INFORMATION: 3.66 DISTANCE FROM CONTROL(FT) 0.000 PRESSURE VELOCITY HEAD(PT) (FT/SEC) 3.663 6.328 SPECIFIC ENEROY(FT) 4.285 PRESSURE+ MOMENTUM(POUNDS) 765.82 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants,com Website: wvvw,odayconsultants,com Tel: 760,931,7700 Fax: 760,931 39.792 2.000 6.328 2.622 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) - 2.00 GRADUALLY VARIED PLOW PROFILE COMPUTED INPORMATION: 439.82 DISTANCE PROM PLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(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 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 21.54 FEET UPSTREAM OP NODE 102.00 1 1 DOWNSTRBAM DEPTH - 2.763 FEET, UPSTREAM CONJUGATE DEPTH - 0.902 FEET j NODE 100.00 : HGL - < 260. 102>;EGL- < 260.945>;FLOWLINE- < 258.500> ******************************************* *********************************** UPSTREAM PIPE PLOW CONTROL DATA: NODE NUMBER -100.00 FLOWLINE ELEVATION -258.50 ASSUMED UPSTREAM CONTROL HGL 260.10 FOR DOWNSTREAM RUN ANALYSIS END OP GRADUALLY VARIED FLOW ANALYSIS ***************************************************** ^^^^jj^^^^^^^^^^^^^^i^^^^j^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 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 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 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 TIME/DATE OP STUDY: 11:45 01/14/2003 ****************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ GRADUALLY VARIED PLOW ANALYSIS POR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) DOWNSTREAM RUN UPSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(PT) MOMENTUM(POUNDS) 142.00-2.00 715.16 0.71* 1638.99 } FRICTION 1638.99 141.00-1.85 DC 704.47 1.32* 821.13 } JUNCTION 821.13 140.00-1.85 Dc 704.47 1.36* 801.53 } FRICTION 801.53 133.00-1.85*Dc 704.47 1.85*Dc 704.47 } JUNCTION 704.47 132.00-2.79 788.37 1.07* 847.36 } FRICTION 847.36 125.00-1.80 DC ' 618.42 1.24* 741.60 } JUNCTION 741.60 124.00-2.38 612.06 0.87* 845.76 } FRICTION 845.76 123.00-1.72 DC 516.01 0.94* 773.40 } JUNCTION 773.40 122.00-1.72 Dc 516.01 0.94* 777.58 } FRICTION 777.58 121.00-1.72*Dc 516.01 1.72'DC 516.01 } JUNCTION 516.01 120.00-3.42* 815.28 1.60 519.89 } FRICTION 519.89 103.00-3.46* 823.24 1.21 602.77 } JUNCTION 602.77 102.00-3.66* 765.82 0.90 589.60 } FRICTION } HYDRAULIC JUMP 100.00-1.60*Dc 406.43 1.60*Dc 406.43 MAXIMUM NUMBER OF ENERQY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE PROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************** ***************************^^^^^^^^^,^^^,^^^^^^^^^^^^^^^^^^^^^^ O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants,com Website: www,ociayconsultants.com Tel: 760,931,7700 Fax; 760,931,8680 DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 142.00 FLOWLINE ELEVATION » 175.50 PIPE FLOW - 29.01 CPS PIPE DIAMETER - 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 177.500 PEET NODE 142.00 : HGL - < 176.214>;EGL- < 189.114>;FLOWLINE- < 175.500> ************* »*****************************^^^^^^j^^^^^^^^^^j^^^^^^^^^^^^^^^^^^^^^ PLOW PROCESS FROM NODE 142.00 TO NODE 141.00 IS CODE - 1 UPSTREAM NODE 141.00 ELEVATION - 203.07 (PLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 29.01 CPS PIPE DIAMETER - 24.00 INCHES PIPE LENQTH - 109.12 FEET MANNINQ'S N - 0.01300 NORMAL DEPTH(FT) - 0.69 CRITICAL DEPTH(PT) - UPSTREAM CONTROL ASSUMED FLOWDEPTH(PT) - 1.32 1.85 GRADUALLY VARIED PLOW PROFILE COMPUTED INFORMATION: DISTANCE PROM CONTROL(PT) 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 1.294 1.269 1.244 1.218 1.193 1.168 1, 1. 1. 1. 1. 1. 0. .143 .117 .092 .067 .042 .017 .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 4 4 4 5 5 5 5 6 6 6 7 7 472 614 769 940 128 335 563 816 095 405 749 132 559 8.036 8.570 9.171 9.848 10.613 11.482 12.472 13.604 13.614 PRESSURE+ MOMENTUM(POUNDS) 821.13 834.27 848.39 863.54 879.80 897.23 915.91 935.94 957.40 980.42 1005.09 1031.56 1059.97 1090.48 1123.28 1158.56 1196.57 1237.55 1281.80 1329.65 1381.49 1437.74 1498.91 1565.56 1638.38 1638.99 NODE 141.00 : HGL - < 204.389>;EGL- < 207.094>;FLOWLINE- < 203.070> ********************************** ******************j^*^^^,^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS PROM NODE 141.00 TO NODE 140.00 IS CODE » 5 UPSTREAM NODE 140.00 ELEVATION - 203.40 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: 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 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 ANQLE (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 OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNINQ'S N - 0.01300; FRICTION SLOPE » 0. DOWNSTREAM: MANNINQ'S N - 0.01300; FRICTION SLOPE - 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02645 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.106 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.190)+( 0.000) - 0.190 02532 02757 0.000 PEET NODE 140.00 : HGL - < 204.761>;BQL- <: 207.283>;PLOWLINE- < 203.400> **************************************************** ************************** PLOW PROCESS FROM NODE UPSTREAM NODE 133.00 140.00 TO NODE 133.00 IS CODE - 1 ELEVATION - 205.80 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE PLOW - 29.01 CPS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 83.33 PEET MANNING'S N - 0.01300 NORMAL DEPTH(PT) - 1.30 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(PT) - 1.85 1.85 GRADUALLY VARIED PLOW PROFILE COMPUTED INFORMATION: DISTANCE PROM FLOW DBPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERQY(FT) MOMENTUM(POUNI 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 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 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 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>;EQL- < 209.069>;FLOWLINE-< 205.800> **********************************^^^^ f**********************************^j^^^^^^ FLOW PROCESS PROM NODE 133.00 TO NODE 132.00 IS CODE - 5 UPSTREAM NODE 132.00 ELEVATION - 206.13 (FLOW UNSEALS IN REACH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OP STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CPS) 26.61 29.01 0.00 0.00 2.40-: DIAMETER (INCHES) 24.00 24.00 0.00 0.00 ANGLE (DEGREES) 35.00 .00 ,00 FLOWLINE ELEVATION 206.13 205.80 0.00 0.00 -Q5 EQUALS BASIN INPUT- CRITICAL DEPTH(PT. 1.80 1.85 0.00 0.00 VELOCITY (FT/SEC) 15.478 9.572 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DBLTA4))/((A1+A2)*16.1)+PRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.04356 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.01426 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02891 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.116 FEET ENTRANCE LOSSES - 0.285 PEET JUNCTION LOSSES - (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.570)+( 0.285) - 1.855 NODE 132.00 : HQL - < 207.204>;EGL- < 210.924>;FLOWLINE- < 206.130> **************************************^,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ PLOW 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 CPS PIPE DIAMETER - 24.00 INCHES PIPE LENQTH - 75.69 PEET MANNINQ'S N - 0.01300 NORMAL DEPTH(FT) - 1.03 CRITICAL DEPTH(PT) - """••••"•""'"•" — — - = -- —— — B-BBBBB = BBBBBBBBBBBBBBBBBBBBBBBS UPSTREAM CONTROL ASSUMED FLOWDEPTH(PT) B 1.24 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.80 DISTANCE FROM PLOW DEPTH VELOCITY SPECIFIC CONTROL(FT) (FT) (FT/SEC) ENERGY(PT) 0.000 1.236 13.056 3.884 1.574 1.228 13.157 3.917 3.242 1.219 13.260 3.951 5.013 1.211 13.365 3.987 6.898 1.203 13.471 4.023 8.907 1.195 13.580 4.061 11.054 1.187 13.691 4.099 PRBSSURE+ MOMENTUM(POUNDS) 741.60 745.80 750.10 754.50 759.00 763.62 768.34 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 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 B < 211. 106>;EGL- < 213.754>;FLOWLINE- < 209.870 ************* *****«***************************^J^^^^^^J^^^^,^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS PROM NODE 125.00 TO NODE 124.00 IS CODE - 5 UPSTREAM NODE 124.00 ELEVATION - 210.20 (PLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 PLOW (CFS) 23.52 26.61 3.09 0.00 DIAMETER (INCHES) 24.00 24.00 18.00 0.00 ANGLE (DEGREES) 30.00 90.00 0.00 FLOWLINE ELEVATION 210.20 209.87 210.20 0.00 CRITICAL DEPTH(PT.) 1.72 1.80 0.67 0.00 VELOCITY (FT/SEC) 17.897 13.060 2.835 0.000 0.00—Q5 EQUALS BASIN INPUT- 06990 02806 LACFCD AND OCEMA PLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - { DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - t AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04898 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.196 PEET ENTRANCE LOSSES - 0.000 FEET JUNCTION LOSSES - (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 2.291)+( 0.000) - 2.291 NODE 124.00 : HGL - < 211.071>;EGL- < 216.045>;FLOWLINE- < 210.200> *************** *****************************,j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS PROM NODE 124.00 TO NODE 123.00 IS CODB - 1 UPSTREAM NODE 123.00 ELEVATION - 231.40 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE PLOW - 23.52 CPS PIPE DIAMETER - 24.00 INCHES PIPE LENQTH - 300.00 PEET MANNINQ'S N - 0.01300 NORMAL DEPTH(PT) - 0.87 CRITICAL DEPTH(FT) - — — — — — — - — •- — — - —— -a — —BBB — BS —BBBB —BSBBSSSBBSSBSBBSBB-BBI UPSTREAM CONTROL ASSUMED FLOWDEPTH(PT) - 0.94 - — — — - — — — — — » — - — — - —-BBBBBBBBBBaaBBBBaaaBBBBBBBBBBBBBBi GRADUALLY VARIED PLOW PROFILE COMPUTED INPORMATION: 1.72 O'Day Consultants Inc. 2710 Loker Avenue West. Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants,com Website; vww,odayconsultants,oom Tel: 760,931,7700 Fax; 760,931,8680 DISTANCE PROM CONTROL(FT) 0.000 1.734 3.553 5.463 7.473 9.594 11.837 14.214 16.741 19.438 22.324 25.428 28.780 32.422 36.403 40.789 45.664 51.146 57.395 64.650 73.280 83.901 97.672 117.195 150.817 300.000 PLOW DEPTH (FT) 0.942 0. 0. 0. 0. 0. 0. 0. 0. ,939 ,936 .933 ,930 ,927 .924 .921 ,918 0.915 0.912 909 ,907 .904 901 .898 .895 ,892 0.889 0.886 0.883 0.880 0.877 0.874 0.872 0.871 0. 0. 0. 0. 0. 0, 0. VELOCITY (FT/SEC) 16.172 16.237 16.302 16.368 16.435 16.502 16.569 16.638 16.706 16.776 16.845 16.916 16.987 17.058 17.130 17.203 17.276 17.350 17.425 17.500 17.576 17.652 17.729 17.807 17.885 17.892 SPECIFIC ENERGY(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+ MOMENTUM(POUNDS) 773.40 776.10 778.83 781.58 784.35 787.15 789.97 792.82 795.70 798.60 801.53 804.48 807.47 810.48 813.52 816.58 819.68 822.80 825.95 829.13 832.34 835.58 838.85 842.15 845.49 845.76 NODE 123.00 : HQL - < 232.342>;BQL- < 236.405>;FLOWLINE- < 231.400> ****************************************************************************** PLOW PROCESS FROM NODE UPSTREAM NODE 122.00 123.00 TO NODE ELEVATION - 122.00 IS CODE - 5 231.73 (PLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLB FLOWLINE CRITICAL VELOCITY (CPS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 23.52 24.00 0.00 231.73 1.72 23.52 24.00 - 231.40 1.72 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— 16.277 16.177 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - DOWNSTRBAM: MANNING'S N - 0.01300; FRICTION SLOPE - AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05364 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.215 FEET ENTRANCE LOSSES JUNCTION LOSSES - (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.376)+( 0.000) - 0.376 05408 05319 0.000 FEET NODE 122.00 HQL < 232.667>;EaL- < 236.781>;FLOWLINE- < 231.730> 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 ************* *******************************************J^^^^^^^^ *************** PLOW PROCESS FROM NODE 122.00 TO NODE 121.00 IS CODE - 1 UPSTREAM NODE 121.00 ELEVATION - 249.60 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 23.52 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENQTH - 295.80 PEET MANNING'S N - 0.01300 NORMAL DEPTH(PT) - 0.91 CRITICAL DEPTH(PT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.72 GRADUALLY VARIED PLOW PROFILE COMPUTED INFORMATION: 1.72 DISTANCE FROM CONTROL(FT) 0.000 0.032 0.130 0 0 0 1 1 2 3 4 5 300 550 887 321 865 532 339 307 462 6.834 8.465 10.402 12.713 15.483 18.829 22.918 27.992 34.431 42.871 54.507 72.024 104.049 295.800 FLOW DEPTH (FT) 1.721 1, 1, 1. 1. 1, 1. 1, 1, .689 .656 .624 .591 .559 .526 .494 .461 1.429 1.396 1.363 1.331 1.298 .266 .233 .201 .168 .136 1.103 1.071 1.038 1.006 0.973 0.940 0.937 1, 1. 1, 1. 1, VELOCITY (FT/SEC) 8.175 8.308 8.452 8.607 8.773 8.950 9.141 9.344 9.561 9.793 10.041 10.306 10.590 10.893 11.217 11.565 11.938 12.339 12.770 13.234 13.735 14.277 14.864 15.502 16.196 16.272 SPECIFIC PRESSURE+ ENERGY(PT) MOMENTUM(POUNDS) 2.760 516.01 2.761 516.29 2.766 517.15 2.775 518.61 2.787 520.68 2.803 523.40 2.824 526.79 2.850 530.89 2.881 535.75 2.919 541.40 2.963 547.89 3.014 555.28 3.073 563.62 3.142 572.99 3.221 583.47 3.311 595.13 3.415 608.07 3.534 622.40 3.669 638.25 3.824 655.75 4.002 675.06 4.205 696.36 4.439 719.86 4.707 745.79 5.016 774.43 5.051 777.58 NODE 121.00 : HOL - < 251.321>;EGL- < 252.360>;FLOWLINE- < 249.600> ************************************************************^^*jj^^^^j^,^^^^^^j^^^j^^ PLOW PROCESS PROM NODE UPSTREAM NODE 120.00 121.00 TO NODE ELEVATION « 120.00 IS CODE - 5 249.93 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 PLOW (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 FLOWLINE ELEVATION 249.93 249.60 0.00 0.00 CRITICAL DEPTH(FT.) 1.72 1.72 0.00 0.00 VELOCITY (PT/SEC) 7.487 8.177 0.000 0.000 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 Q5 0.00—Q5 EQUALS BASIN INPUT- ,01081 ,01000 0.000 PEET LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01040 JUNCTION LENGTH - 4.00 PEET FRICTION LOSSES - 0.042 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 1.859)+( 0.000) - 1.859 NODE 120.00 : HQL - < 253.348>;EQL- < 254.218>;FLOWLINE- < 249.930> ****************************************************************************** PLOW PROCESS PROM NODE 120.00 TO NODE 103.00 IS CODE - 1 UPSTREAM NODE 103.00 ELEVATION - 251.20 (PLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE PLOW - 23.52 CPS PIPE DIAMETER - 24.00 INCHES PIPE LENQTH - 121.25 FEET MANNING'S N - 0.01300 SP-(Q/K)**2 - (( 23.52)/( 226.224))**2 - 0.01081 HP-L*SP - ( 121.25)*(0.01081) - 1.311 NODE 103.00 : HQL - < 254.659>;EGL- < 255.529>;FLOWLINE- < 251.200> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 102.00 103.00 TO NODE 102.00 IS CODE - 5 ELEVATION - 251.53 (PLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANQLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (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 OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+PRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0, DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00927 JUNCTION LENGTH - 4.00 PEET FRICTION LOSSES - 0.037 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.286)+( 0.000) - 0.286 00772 01081 0.000 FEET NODE 102.00 HQL < 255.193>;EGL- < 255.815>;FLOWLINE- < 251.530> ******* *********************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 100.00 102.00 TO NODE 100.00 IS CODE - 1 ELEVATION - 258.50 (HYDRAULIC JUMP OCCURS) 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 CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 19.88 CPS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 140.77 PEET MANNINQ'S N - 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(PT) - 0.87 CRITICAL DEPTH(FT) - UPSTREAM CONTROL ASSUMED FLOWDEPTH(PT) - 1.60 GRADUALLY VARIED PLOW PROFILE COMPUTED INFORMATION: 1.60 DISTANCE PROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERQY(FT) MOMENTUM(POUNDS) 0.000 1.601 7.370 2.445 406.43 0.029 1.572 7.501 2.447 406.63 0.118 1.543 7.640 2.450 407.23 0.275 1.514 7.788 2.457 408.25 0.506 1.485 7.945 2.466 409.72 0.819 1.456 8.112 2.478 411.64 1.225 1.427 8.289 2.494 414.05 1.735 1.398 8.477 2.514 416.97 2.363 1.369 8.676 2.538 420.43 3.125 1.339 8.887 2.567 424.46 4.042 1.310 9.111 2.600 429.10 5.137 1.281 9.350 2.639 434.37 6.441 1.252 9.604 2.685 440.34 7.992 1.223 9.874 2.738 447.03 9.837 1.194 10.161 2.798 454.51 12.037 1.165 10.468 2.867 462.82 14.676 1.136 10.795 2.946 472.04 17.864 1.106 11.145 3.036 482.24 21.758 1.077 11.520 3.139 493.49 26.589 1.048 11.922 3.256 505.89 32.713 1.019 12.353 3.390 519.54 40.733 0.990 12.817 3.542 534.55 51.775 0.961 13.317 3.716 551.05 68.376 0.932 13.857 3.915 569.21 98.674 0.903 14.442 4.143 589.18 140.770 0.902 14.454 4.148 589.60 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) ————————————aBBBBBBBB——-BBBBBaaaaBBBBaBBBBBBB: PRESSURE FLOW PROFILE COMPUTED INPORMATION: 3.66 DISTANCE FRON CONTROL(FT) 0.000 39.792 PRESSURE VELOCITY HEAD(FT) (PT/SEC) 3.663 6.328 2.000 6.328 SPECIFIC ENERQY(FT) 4.285 2.622 PRESSURE+ MOMENTUM(POUNDS) 765.82 439.82 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) a 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ O'Day Consultants Inc. 2710Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail: oday@odayconsultants,com Website: vwvw,odayconsuHants,com Tel; 760,931,7700 Fax; 760,931,8680 )L(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(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 BND OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 21.54 FEET UPSTREAM OP NODE 102.00 | I DOWNSTREAM DEPTH - 2.763 PEET, UPSTREAM CONJUGATE DEPTH - 0.902 PEET | NODE 100.00 : HGL - < 260.102>;EGL- < 260.945>;FLOWLINE- < 258.500> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 100.00 FLOWLINE ELEVATION - 258.50 ASSUMED UPSTREAM CONTROL HQL - 260.10 POR DOWNSTREAM RUN ANALYSIS BND OP GRADUALLY VARIED FLOW ANALYSIS 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 ************* **********************************^^^,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAQE X HYDRAULICS * * SYSTEM "100" -LATERAL AT NODE 118 * * J.N. 981020-5 PILE: VLXOIA.RES * ********************************** ******************^j^^^j^^^,^j^^^^j^^^j^^^^j^j^^^j^^ PILE NAME: VLX01A.DAT TIME/DATE OP STUDY: 12:24 01/14/2003 ***************************************** *********^,*j^^j^^^j^^^^^^^^^^^^^j^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ PLOW PRESSURE+ NUMBER PROCESS HBAD(PT) MOMENTUM(POUNDS) DEPTH(PT) MOMENTUM(POUNDS) 102.00- 3.99* 357.49 0.17 3.98 } FRICTION 118-00- 3.36* 288.06 0.25 Dc 3.16 MAXIMUM NUMBER OP ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE PROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************-»*ii**-»-k-k****-k***iiit*1,1,**-k***-k*1i*-»**1,1t**i,1i*1ii,i,i,i,i,i,iii,i,iii,i,i,i,i,i,t*** DOWNSTREAM PIPE PLOW CONTROL DATA: NODE NUMBER - 102.00 FLOWLINE ELEVATION - 251.20 PIPE FLOW - 0.44 CFS PIPE DIAMETER - 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HQL - 255.190 FEET NODE 102.00 : HGL - < 255.190>;EGL- < 255.191>;FLOWLINE- < 251.200> ************* ****************************************^^^^^^^^^j^j^^^j^^^j^^^^^^^^^^^ PLOW PROCESS PROM NODE 102.00 TO NODE 118.00 IS CODE - 1 UPSTREAM NODE 118.00 ELEVATION - 251.83 (PLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 0.44 CFS PIPE DIAMETER - 18.00 INCHES PIPE LENQTH - 21.75 FEET MANNING'S N - 0.01300 SP-(Q/K)**2 - (( 0.44)/( 105.064))**2 - 0.00002 HP-L*SF - ( 21.75)*(0.00002) - 0.000 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 NODE 118.00 : HQL - < 255.190>;EGL- < 255.191>;FLOWLINE- < 251.830> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 118.00 FLOWLINE ELEVATION - 251.83 ASSUMED UPSTREAM CONTROL HGL - 252.08 FOR DOWNSTREAM RUN ANALYSIS BND OP GRADUALLY VARIED PLOW ANALYSIS O'Day ConsultanU Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsuttants,com Carlsbad, California 92008-6603 Tel; 760,931,7700 Fax: 760,931,8680 PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court Suite 100 Carlsbad, CA 92008 (760) 931-7700 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE 'X' HYDRAULICS * * SYSTEM "100" -LATERAL AT NODE 108 * * J.N. 981020-5 FILE: VLXOID.RES * ********************************^*^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FILE NAME: VLX01D.DAT TIME/DATE OF STUDY: 09:57 06/05/2003 *******************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM{POUNDS) DEPTH(FT) MOMENTUM(POUNDS) ^°2-00- 3.16* 312.94 0.51 163.01 } FRICTION ^^1-00- 1.65* 146.49 0.99 Dc 100.85 } JUNCTION 108-00- 1-68* 117.97 0.33 98 94 } FRICTION } HYDRAULIC JUMP ^106.00- ^ 0.74*Dc 48.55 0.74*Dc 48.55 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ********************************,^*^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 102.00 FLOWLINE ELEVATION = 252.03 PIPE FLOW = - 6.56 CFS . PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 255.190 FEET NODE 102.00 : HGL = < 255.190>;EGL= < 255.404>;FLOWLINE= < 252.030> ***********************************^,,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 102.00 TO NODE 107.00 IS CODE = 1 UPSTREAM^NODE^ 107.00 ELEVATION = 253.55 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.56 CFS PIPE DIAMETER = 18.00 INCHES O'Day Consultants Inc. E-mal: 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 NORMAL DEPTH(FT) » 0.32 CRITICAL DEPTH(FT) - 0.77 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 0.77 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERQY(FT) MOMENTUM(POUNDS) 0.000 0.769 4.425 1.074 53.29 0.006 0.751 4.561 1.075 53.34 0.024 0.733 4.705 1.077 53.49 0.056 0.715 4.859 1.082 53.73 0.104 0.697 5.022 1.089 54.09 0.170 0.679 5.197 1.099 54.57 0.257 0.661 5.384 1.111 55.17 0.368 0.643 5.584 1.127 55.91 0.507 0.625 5.799 1.147 56.79 0.678 0.607 6.030 1.172 57.83 0.888 0.588 6.280 1.201 59.04 1.143 0.570 6.549 1.237 60.43 1.453 0.552 6.840 1.279 62.03 1.827 0.534 7.156 1.330 63.86 2.281 0.516 7.500 1.390 65.93 2.833 0.498 7.875 1.462 68.28 3.509 0.480 8.286 1.547 70.93 4.342 0.462 8.738 1.648 73.93 5.382 0.444 9.235 1.769 77.32 6.700 0.426 9.786 1.914 81.15 8.410 0.408 10.399 2.088 85.50 10.702 0.389 11.083 2.298 90.43 13.933 0.371 11.851 2.553 96.05 18.911 0.353 12.717 2.866 102.46 28.231 0.335 13.702 3.252 109.83 29.200 0.335 13.699 3.251 109.80 HYDRAULIC JUMP : UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) - 3.62 PRESSURE PLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 3.620 2.286 3.701 334.37 13.890 1.500 2.286 1.581 100.60 mmmmmmmmmmxmmmmm aBaBBBBBBBBBBBBB BBBBBBBaS ASSUMED DOWNSTREAM PRESSURE HEAD(PT) -1.50 GRADUALLY VARIED PLOW PROFILE COMPUTED INFORMATION: DISTANCE PROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(PT) (FT) (FT/SEC) ENERGY(PT) MOMENTUM(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 O'Day Consultants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Surte 100 Website: www.odayconsultants,com Carlsbad, Califomia 92008-6603 Te): 760.931.7700 Fax: 760.931 8680 14.789 1.354 2.406 1.444 85.76 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 uvrvniiTTT.Tn TT-IUB nuxTve-ro 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 14 .07 FEET UPSTREAM OF NODE 336.00 | I DOWNSTRBAM DEPTH - 1.472 PEET, UPSTREAM CONJUGATE DEPTH - 0.367 PEET 1 NODE 342.00 : HGL a < 190 . 769>;EQL- < 191 .074>;FLOWLINE- < 190.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 342.00 FLOWLINE ELEVATION - 190.00 ASSUMED UPSTREAM CONTROL HGL - 190.77 POR DOWNSTRBAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS O'Day Consultants Inc. E-mail; ciday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Websrte: www,odayconsultants,com Carlsbad, California 92008-6603 Tel; 760,931,7700 Fax; 760,931,8680 ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Ave. West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * SYSTEM "300" -LATERAL AT NODE 334 * * J.N. 981020-5 FILE: VLX03D.RES * ************************************************************************** FILE NAME: VLX03D.DAT TIME/DATE OF STUDY: 15:25 08/22/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE-F FLOW PRESSURES- NUMBER PROCESS HEAD(FT) MOMENTUM{POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 322.00- 2.42* 205.67 0.66 63.66 } FRICTION 334.00- 2.18* 179.16 0.81 Dc 60.09 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 322.00 FLOWLINE ELEVATION = 190.26 PIPE FLOW = 4.43 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 192.680 FEET NODE 322.00 : HGL = < 192.680>;EGL= < 192.778>;FLOWLINE= < 190.260> ****************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 334.00 IS CODE = 1 UPSTREAM NODE 334.00 ELEVATION = 190.54 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 4.43 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 22.25 FEET MANNING S N = 0.01300 SF=(Q/K)**2 = ( ( 4.43)/( 105.033))**2 = 0 00178 HF=L*SF = ( 22 25)* (0.00178) = 0.040 NODE 334.00 : HGL = < 192.720>;EGL= < 192.817>;FLOWLINE= < 190.540> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: v«(Vw,odayconsultants,com Carlsbad, Califomia 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680 NODE NUMBER = 334.00 FLOWLINE ELEVATION = 190.54 ASSUMED UPSTREAM CONTROL HGL = 191.35 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,GOm Carlsbad, California 92008-6603 Tel: 760,931,7700 Fax; 760,931,8680 ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Ave. West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * SYSTEM "300" -LATERAL AT NODE 328 * * J.N. 981020-5 FILE: VLX03E.RES * ************************************************************************** FILE NAME: VLX03E.DAT TIME/DATE OF STUDY: 15:27 08/22/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE-F FLOW PRESSURE-F NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 322.00- 2.42* 207.25 0.31 158.82 } FRICTION } HYDRAULIC JUMP 328.00- 0.82*Dc 62.94 0.82*Dc 62.94 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 322.00 FLOWLINE ELEVATION = 190.26 PIPE FLOW = 4.59 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 192.680 FEET NODE 322.00 : HGL = < 192.680>;EGL= < 192.785>;FLOWLINE= < 190.260> ****************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 328.00 IS CODE = 1 UPSTREAM NODE 328.00 ELEVATION = 195.54 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.59 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 10.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.25 CRITICAL DEPTH(FT) = 0.82 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = O.i !2 O'Day Consultants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Carlsbad, California 92008-6603 Tel: 760,931.7700 Fax: 760.931.8680 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-F CONTROL(FT) (FT) (FT/SEC) ENERGY FT) MOMENTUM(POUNDS) 0.000 0 .823 4.625 1 155 62. 94 0.002 0 .800 4.790 1 156 63. 02 0.010 0 .777 4.967 1 160 63. 26 0.025 0 .754 5.159 1 167 63. 67 0.046 0 .731 5.365 1 178 64. 26 0.076 0 .708 5.589 1 194 65. 06 0.117 0 .685 5.832 1 214 66. 08 0.168 0 .663 6.097 1 240 67. 33 0.234 0 .640 6.385 1 273 68. 85 0.317 0 .617 6.700 1 314 70. 65 0.419 0 .594 7.047 1 365 72. 78 0.546 0 .571 7.428 1 428 75. 27 0.702 0 .548 7.849 1 506 78. 16 0.896 0 .525 8.317 1 600 81. 51 1.135 0 .502 8.839 1 716 85. 39 1.433 0 .480 9.423 1 859 89. 87 1.807 0 .457 10.081 2 036 95. 05 2.280 0 .434 10.826 2 255 101. 05 2.888 0 .411 11.676 2 529 108. 03 3.683 0 .388 12.652 2 875 116. 17 4.748 0 .365 13.782 3 316 125. 73 6.226 0 .342 15.102 3 886 137. 03 8.389 0 .320 16.662 4 633 150. 50 10.250 0 .307 17.621 5 132 158. 82 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = PRESSURE FLOW PROFILE COMPUTED INFORMATION: 2.42 DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 2 . 420 2.597 2 525 207.25 1 .793 1 .500 2.597 1 605 105.81 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 1 .793 1 .500 2.597 1 605 105.81 1 .844 1 .473 2.607 1 579 102.92 1 .893 1 .446 2. 627 1 553 100.13 1 .942 1 .419 2. 652 1 528 97.41 1 . 990 1 .392 2.683 1 503 94.78 2 .037 1 .365 2.718 1 479 92.22 2 .083 1 .337 2.758 1 456 89.74 2 .129 1 .310 2.802 1 432 87.34 2 .173 1 .283 2.851 1 409 85.03 2 .217 1 .256 2.904 1 387 82.80 2 .259 1 .229 2. 961 1 365 80.66 2 .301 1 .202 3.023 1 344 78.62 2 .341 1 .175 3.090 1 323 76.68 2 .380 1 .148 3.163 1. 303 74.84 2 . 418 1 .121 3.241 1 284 73.11 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-maii: oday@odayconsultants,com Website; www,odayconsultants,com Tel: 760,931,7700 Fax: 760,931 2.454 1 094 3.325 1 265 71.49 2.489 1 066 3.415 1 248 70.00 2.521 1 039 3.512 1 231 68.62 2.551 1 012 3.617 1 215 67.37 2.579 0 985 3.729 1 201 66.26 2.604 0 958 3.851 1 188 65.30 2.626 0 931 3.982 1 177 64.48 2.644 0 904 4.124 1 168 63.83 2.658 0 877 4 .277 1 161 63.35 2.667 0 850 4.444 1 156 63.05 2.670 0 823 4.625 1 155 62. 94 10.250 0 823 4.625 1 155 62.94 EI^D QP HYDRAULIC JUMP ANALYSIS I PRESSURE-FMOMENTUM BALANCE OCCURS AT 0.93 FEET UPSTREAM OF NODE 322.00 | I DOWNSTREAM DEPTH = 1.943 FEET, UPSTREAM CONJUGATE DEPTH = 0.313 FEET | NODE 328.00 : HGL = < 196.363>;EGL= < 196.695>;FLOWLINE= < 195.540> *****************************************************************j^**jt,jtj,,yj,jtj^jt^.j,,^, UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 328.00 FLOWLINE ELEVATION = 195.54 ASSUMED UPSTREAM CONTROL HGL = 196.36 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 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 *******************************************JJ*^I,^^^^^^J^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ PIPE-PLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Pax: 760-931-8680 ************************** DESCRIPTION OP STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * SYSTEM "300" -LATERAL AT NODE 320 * * J.N. 981020-5 PILE: VLX03P.RES * ************* *******************************j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FILE NAME: VLX03F.DAT TIME/DATE OP STUDY: 09:29 01/16/2003 ************************************* ***********^^^jj^^^^j^^j^^^j^^^^^j^^^^^^^^^^^^^^^ GRADUALLY VARIED PLOW ANALYSIS POR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTRBAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DBPTH(FT) MOMENTUM(POUNDS) 314.00- 1.16 72.60 0.46* 84.40 } FRICTION 320.00- 0.80*Dc 58.33 0.80*Dc 58.33 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY PLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE PROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ************************************ *******jj^^^^^j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 314.00 FLOWLINE ELEVATION - 196.80 PIPE FLOW - 4.33 CFS PIPE DIAMETER - 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 197.960 FEET NODE 314.00 : HGL a < 197.260>;EGLa < 198.635>;FLOWLINE- < 196.800> ************************************************j^^j^^j^^^^^^^^^^^^^^^j^^^^^^^^^^^^ FLOW PROCESS FROM NODE 314.00 TO NODE 320.00 IS CODE - 1 UPSTREAM NODE 320.00 ELEVATION a 200.72 (PLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW a 4.33 CPS PIPE DIAMETER a 18.00 INCHES PIPE LENGTH - 86.33 FEET MANNINQ'S N a 0.01300 NORMAL DEPTH(PT) - 0.45 CRITICAL DEPTH(PT) - 0.80 O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsul1ants,com Carlsbad, California 92008-6603 Tel; 760,931,7700 Fax: 760,931,8680 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) a 0.80 GRADUALLY VARIED PLOW PROFILE COMPUTED INPORMATION: DISTANCE PROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERQY(FT) MOMENTUM(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 a < 201.518>;EGLB < 201.837>;FLOWLINE- < 200.720> **************************************************jj^^^^^j^^^^^^^^j^^j^^^^^^^^^^^^^^ UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER a 320.00 FLOWLINE ELEVATION a 200.72 ASSUMED UPSTREAM CONTROL HGL - 201.52 POR DOWNSTREAM RUN ANALYSIS END OP GRADUALLY VARIED PLOW ANALYSIS O'Day Consultants Inc. 2710 Lolver Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultants,com Website; wvvw,odayconsultants,com Tel; 760,931,7700 Fax; 760,931,8680 SECTION 5 RESIDENTIAL STREET ONE SIOE ONLY EXAMPLE: Given: 0= IQ I lllll S 6 7 8 9 10 DISCHARGE ' (C F S.) S= 2.5% 20 30 40 SO Chart gives: Depth = 0.4, Velocity = 4.4 f.(xs. SAN OIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES qjgySSfiQvflants HfcA N U A L 271P Lol>er Ag»enyE|/'est, Su APPROVED GUTTEf^ AND ROADWAY DISCHARGE-VELOCITY CHART E-mail; odaijiaocloyoonoultantii.ssnn Website; w\ Te): 760,93 w,(jdayconsultants.cam / 77qg^fpg'76C/^/68)80/^ 0 APPENDIX X-D Calavera Hills Village 'X' CURB INLET SIZING Svstem "100" BASIN RD. STA. 12-F45.00 (Sump Condition) Qn = Qlt = 16' rt:L = 16'lt:L = L = Q/2 Use 5' typical 0.44 cfs 6.56 cfs 0.22 ft 3.28 ft 981020-5 7/18/2003 Opening Opening Curb Inlet Length PLEASANT VALE DR. STA. 10+06.44 (Continuous Grade) Q = s = y = a = 4.89 cfs 7.00 % 0.280 ft 0.33 ft L= 14.7 ft L = (0.7(a+y)^3/2)/Q UseL= 16' Opening Curb Inlet Length CRATER RIM RD. STA. 10+64.96 (Continuous Grade @ 36.14' RT) Q = s = y = a = 3.92 cfs 7.00 % 0.280 ft 0.33 ft L= 11.8 ft L = (0.7(a+y)^3/2)/Q UseL= 13' Opening Curb Inlet Length Svstem "200" PLEASANT VALE DR. STA. 21+99.60 (Continuous Grade @ 17' RT) Q= 1.34 cfs s = 5.20 % y= 0.235 ft a = 0.33 ft L= 4.5 ft L = (0.7(a+y)''3/2)/Q UseL = 6' Opening Curb Inlet Length G:\sdsk\PROJ\981020\wp\Curblnlet Svstem "300" RAVINE DR. STA. 10+84.44 (Continuous Grade @ 17' RT) Q= 3.98 cfs s = 2.90 % y= 0.300 ft a= 0.33 ft L = 11.4 ft Opening L = (0.7(a+y)''3/2)/Q Use L = 13' Curb Inlet Length RAVINE DR. STA. 10+84.44 (Continuous Grade @ 17' LT) Q = 7.73 cfs s= 2.50% y= 0.360 ft a= 0.33 ft L= 19.3 ft Opening L ^ (0.7(a+y)^3/2)/Q Use L = 21' Curb Inlet Length GENTLE KNOLL DR. STA. 20+02.29 (Continuous Grade @ 17' RT) Q = 4.32 cfs s= 1.31% y= 0.350 ft a= 0.33 ft L= 11.0 ft Opening L = (0.7(a+y)''3/2)/Q Use L = 12' Curb Inlet Length CRATER RIM RD. STA. 18+14.00 (Continuous Grade @ 18' RT) Q = 4.43 cfs s = 4.90 % y= 0.290 ft a= 0.33 ft L= 13.0 ft Opening L = (0.7(a+y)''3/2)/Q Use L = 14' Curb Inlet Length G:\sdsk\PROJ\981020\wp\Curblnlet CRATER RIM RD. STA. 18+05.99 (Continuous Grade @ 18' LT) Q = 4.59 cfs s = 4.90 % y= 0.290 ft a= 0.33 ft L = 13.4 ft Opening L = (0.7(a+y)''3/2)/Q Use L = 15' Curb Inlet Length CRATER RIM RD. CUL-DE-SAC (Sump Condition) Q = 4.04 cfs L = 2.0 ft Opening L = Q/2 Use 5' typical Curb Inlet Length GENTLE KNOLL DR. STA. 17+98.28 (Continuous Grade) Q = 6.66 cfs s = 4.20 % y = 0.320 ft a= 0.33 ft L= 18.2 ft Opening L = (0.7(a+y)''3/2)/Q Use L = 20' Curb Inlet Length RIFTRD. STA. 13+11.92 (Continuous Grade) Q= 1.06 cfs s = 5.30 % y= 0.210 ft a= 0.33 ft L= 3.8 ft Opening L = (0.7(a+y)'^3/2)/Q Use L = 5' Curb Inlet Length G:\sclsk\PROJ\981020\wp\Curblnlet SECTION 6 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 02/07/01 VILLAGE X T.M. HYDROLOGY STUDY SYSTEM 100 fc 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 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 a 60.5% San Diego hydrology manual 'C values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A a o.OOO Decimal fraction soil group B a o.OOO Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial aubarea flow distance - 110.00(Ft.) Highest elevation - 265.80(Ft.) Lowest elevation - 262.10(Ft.) Elevation difference - 3.70(Pt.) 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 - [1.8*(l.l-0.5500)*(110.00*.5)/( 3.36*(l/3)]- 6.93 Rainfall intensity (I) - 5.550 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea ninoff « 0.153(CFS) Total initial stream area - 0.050(Ac.) Process from Point/Station 104.000 to Point/Station 104.000 **** SUBAREA PLOW ADDITION **** O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West. Suite 100 Website: www.odayconsultants.com Carlsbad, Califomia 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680 Decimal fraction soil group 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 lOO.O year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C Subarea runoff - 0.153(CPS) for 0.050(Ac.) Total runoff - 0.305(CPS) Total area - 0.10(Ac. 0.550 ) _ , ^ , • • . TTTTTT^-r-r-r-r + +++ + + + + + + + + + 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(Pt.) Pipe length - 30.00(Ft.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow - 0.305(CPS) Nearest computed pipe diameter - 6.00(In.) Calculated individual pipe flow - 0.305(CFS) Normal flow depth in pipe - 2.86(In.) Plow top width inside pipe - 5.99(In.) Critical Depth - 3.35(In.) Pipe flow velocity - 3.31(Ft/s) Travel time through pipe - o.l5 min. Time of concentration (TC) - 7.08 min. Process from Point/Station 103.000 to Point/Station **** SUBAREA PLOW ADDITION **** 106.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type Time of concentration - 7, ] ..08 min. Rainfall intensity - 5.473(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, C - 0.550 Subarea runoff - 0.181(CFS) for 0.060 (Ac.) Total runoff - 0.486(CPS) Total area - 0.16(Ac.) Process from Point/Station 106.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 108.000 Upstream point/station elevation - 260.80(Pt.) Downstream point/station elevation - 260.40(Ft.) Pipe length - 43.00(Pt.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow - 0.486(CPS) Nearest computed pipe diameter - 6.00(In.) Calculated individual pipe flow - 0.486(CFS) Normal flow depth in pipe - 3.91(In.) O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail: oday@odayconsuHants,com Website; www,odayconsultants,com Te): 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. +++++++++- Process from Point/Station 108.000 to Point/Station **** CONFLUENCE OP MAIN STREAMS **** I-+++++++ 108.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area - 0.160 (Ac.) Runoff from this stream - 0.486(CFS) Time of concentration - 7.28 min. Rainfall intensity - 5.376(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 0.000 0.000 0.000 1.000 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [SINGLE FAMILY area type ] Initial subarea flow distance - 135.00(Ft.) Highest elevation - 272.70(Ft.) Lowest elevation - 271.35(Pt.) Elevation difference - 1.35(Pt.) 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 rmoff - 0.352 (CPS) Total Initial stream area - 0.160(Ac.) Process from Point/Station 204.000 to Point/Station **** STREET PLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** 206.000 Top of street segment elevation - 271.350(Ft.) End of street segment elevation a 264.950(Ft.) Length of street segment - 350.000(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(Ft.) Slope frora gutter to grade break (v/hz) - 0.020 Slope frora grade break to crown (v/hz) - 0.020 Street flow is on [2] 8ide(s) of the street Distance from curb to property line - 10.000(Ft.) O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail; oday@<xlayconsuitanfs,com Website; www,odayconsu)tants.oom Te); 760,931,7700 Fax: 760,931,8680 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(CPS) Depth of flow - 0.202(Ft.), Average velocity - 2.l95(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 3.288(Ft.) Flow velocity - 2.19(Pt/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 [SINQLE 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(CPS) for 0.520(Ac.) Total runoff - 1.353(CFS) Total area - 0.68(Ac.) Street flow at end of street » 1.353(CPS) Half street flow at end of street - 0.677(CPS) Depth of flow - 0.226(Pt.), Average velocity - 2.253(Pt/s) Flow width (from curb towards crown)- 4.448(Pt.) •+++++++++++++++ Process from Point/Station 206.000 to Point/Station 206.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE 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 svib-area. Rational method,Q-KCIA, C - 0.550 Subarea nuioff - 1.675(CFS) for 0.870 (Ac.) Total runoff - 3.028(CPS) Total area - 1.55(Ac.) Process from Point/Station 206.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation - 263.00(Ft.) Downstream point/station elevation a 260.40(Pt.) Pipe length a 80.00(Ft.) Manning's N . 0.011 No. of pipes - 1 Required pipe flow » 3.028(CPS) Nearest computed pipe diameter - 9.00(In.) Calculated individual pipe flow - 3.028(CPS) Normal flow depth in pipe - 6.43(In.) Flow top width inside pipe - 8.13(In.) Critical depth could not be calculated. O'Day Consultants Inc. E-mai): (Jday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website; virtvw,odayconsuttants,com Carlsbad, Califomia 92008-6603 Tel; 760,931,7700 Fax; 760,931,8680 Pipe flow velocity - 8.97(Pt/s) Travel time through pipe - 0.15 min. Time of concentration (TC) - 14.31 min. Process from Point/Station 108.000 to Point/Station **** CONFLUENCE OP MAIN STREAMS **** 108.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - 1.550(Ac.) Runoff from this stream - 3.028(CFS) Time of concentration - 14.31 min. Rainfall intensity a 3.477(In/Hr) Summary of stream data: Stream No. Flow rate (CPS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(l) Qmax(2) 0.486 3.028 000 000 0.647 1.000 7.28 14.31 1.000 * 0.509 * 1.000 * 1.000 * 0.486) 3.028) 5.376 3.477 + + -2.027 0.486) + 3.028) + 3.342 Total of 2 main streams to confluence: Plow rates before confluence point: 0.486 3.028 Maximum flow rates at confluence using above data: 2.027 3.342 Area of streams before confluence: 0.160 1.550 Results of confluence: Total flow rate - 3.342(CFS) Time of concentration - 14.309 min. Effective stream area after confluence 1.710(Ac.) Process from Point/Station 108.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 110.000 Instream point/station elevation - 260.40(Ft.) Downstream point/station elevation - 217.10(Pt.) Pipe length - 590.00(Pt.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow - 3.342(CPS) Nearest conqputed pipe diameter a 9.00(In.) Calculated individual pipe flow a 3.342(CPS) Normal flow depth in pipe a 5.19(In.) Flow top width inside pipe - 8.89(In.) O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail; oday@odayconsultants.oom Website; www,odayconsu)tants,com Tel: 760,931.7700 Fax; 760.931.8680 Critical depth could not be calculated. Pipe flow velocity » 12.68(Ft/s) Travel time through pipe - 0.78 min. Time of concentration (TC) - 15.08 min. •••+•^++++++++++++++++++•l Process from Point/Station 110.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Instream point/station elevation - 2l7.lO(Pt.) Downstream point/station elevation - 2l5.40(Pt.) Pipe length - 75.00(Pt.) Manning's N - 0.011 No. of pipes • 1 Required pipe flow a 3.342(CPS) Nearest conputed pipe diameter a 12.00(In.) Calculated individual pipe flow - 3.342(CPS) 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(Ft/s) Travel time through pipe - 0.15 min. Time of concentration (TC) - 15.24 min. + + ++ + + +++H , , . . .TTTTTTTT^TTTH Process frora Point/Station 108.000 to Point/Station 112.000 **** STREET FLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** Top of street segment elevation - 262.200(Pt.) End of street segment elevation - 217.300(Ft.) 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(Pt.) 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 a 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 - 4.261(CPS) Depth of flow - 0.252(Ft.), Average velocity - 4.915(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 5.753(Pt.) Plow velocity - 4.92(Pt/s) Travel time - 2.00 min. TC - 17.24 min. Adding area flow to street Deciraal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - l.OOO [SINGLE FAMILY area type ] Rainfall intensity - 3.083(In/Hr) for a 100.0 year storm O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 WebSite; www,odayconsultants,com Carlsbad, Califomia 92008-6603 Te); 760,931,7700 Fax; 760,931,8680 Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 1.594(CFS) for 0.940(Ac.) Total nmoff - 4.936 (CFS) Total area - 2.65 (Ac.) Street flow at end of street - 4.936(CFS) Half street flow at end of street - 2.468(CPS) Depth of flow - 0.261(Ft.), Average velocity - 5.050(Pt/s) Plow width (from curb towards crown)- 6.215(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 FAMILY 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 nmoff - 8.006(CPS) Total area - 4.46(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 112.000 **** SUBAREA PLOW ADDITION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINQLE FAMILY 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 - 2.645(CPS) for 1.560(Ac.) Total runoff - 10.651(CFS) Total area - 6.02(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 114.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation - 215.40(Pt.) Downstream point/station elevation - 214.45(Pt.) Pipe length - 9S.00(Pt.) Manning'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.) Plow top width inside pipe - 16.28(In.) Critical Depth - 15.03(In.) Pipe flow velocity - 7.90(Pt/s) Travel tiroe through pipe - 0.20 min. Time of concentration (TC) - 17.44 min. O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website; www,odayconsultants,com Carlsbad, California 92008-6603 Tel: 760,931,7700 Fax; 760,931.8680 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 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 - 10.651(CPS) Nearest computed pipe diameter - 9.00(In.) Calculated individual pipe flow - 10.651(CFS) Normal flow depth in pipe - 6.22(In.) Flow top width inside pipe - 8.32(In.) Critical depth could not be calculated. Pipe flow velocity - 32.71(Ft/s) Travel time through pipe - 0.05 min. Time of concentration (TC) - 17.48 min. End of conqputations, total study area - 6.02 (Ac.) O'Day Consultants Inc. E-mail; oday@ociayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www,odayoonsuttants,com Carlsbad, Califomia 92008-6603 Tel; 760,931.7700 Fax; 760.931.8680 PIPE LENGTH = SF=(Q/K)**2 = HF=L*SF = ( 3.75 FEET MANNING'S N = (( 6.56)/( 124.074))**2 = 0.00280 3.75)* (0.00280) = 0.010 0.01100 NODE 107.00 : HGL = < 255.200>;EGL= < 255.414>;FLOWLINE= < 253.550> ************* *********************,j.*^^^,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 5 UPSTREAM NODE 108.00 ELEVATION = 253.90 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE (CFS) (INCHES) (DEGREES) UPSTREAM 3.76 18.00 45.00 DOWNSTREAM 6.56 18.00 LATERAL #1 0.00 0.00 0.00 LATERAL #2 0.00 0.00 0.00 Q5 2.80===Q5 EQUALS BASIN INPUT=== FLOWLINE ELEVATION 253.90 253.55 0.00 0.00 CRITICAL DEPTH(FT. 0.74 0. 0. 0. ) ,99 ,00 ,00 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/{(A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00185 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.007 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.192)+( 0.043) = 0.235 VELOCITY (FT/SEC) 2.128 3.712 0.000 0.000 00092 00279 0.043 FEET NODE 108.00 : HGL = < 255.579>;EGL= < 255.650>;FLOWLINE= < 253.900> ***********************************,^*^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 108.00 TO NODE 106.00 IS CODE = 1 UPSTREAM NODE 106.00 ELEVATION = 257.00 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.76 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 21.54 FEET MANNING'S N = 0.01100 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.29 CRITICAL DEPTH(FT) = 0.74 0.74 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION; DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.741 4.320 1.031 48.55 0.006 0.723 4.460 1.032 48.59 0.026 0.705 4.609 1.035 48.74 0.062 0. 686 4.768 1.040 48.99 0.116 0.668 4.938 1.047 49.35 0.190 0.650 5.120 1.057 49.83 0.288 0.632 5.315 1.071 50.43 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@(jdayconsultants,com Website: www,odayconsultants,com Tel: 760,931,7700 Fax; 760,931,8680 0.414 0.614 5.525 1.088 51.17 0.571 0.596 5.751 1.109 52.07 0.767 0.577 5.995 1.136 53.12 1.006 0.559 6.259 1.168 54.35 1.298 0.541 6.546 1.207 55.77 1.654 0.523 6.857 1.253 57.40 2.086 0.505 7.197 1.309 59.27 2.613 0.487 7.568 1.376 61.40 3.257 0.468 7.976 1.457 63.82 4.048 0.450 8.425 1.553 66.58 5.029 0.432 8.922 1.669 69.71 6.260 0.414 9.474 1.808 73.26 7.829 0.396 10.089 1.977 77.31 9.878 0.377 10.779 2.183 81.93 12.641 0.359 11.556 2.434 87.22 16.565 0.341 12.438 2.745 93.29 21.540 0.326 13.251 3.055 98.94 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) 1.68 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.679 2.128 1.750 117.97 1.253 1.500 2.128 1.570 98.21 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 1.253 1.500 2.127 1.570 98.21 1.4 61 1.470 2.137 1.541 94.94 1.664 1.439 2.157 1.512 91.76 1.865 1.409 2.181 1.483 88.66 2.063 1.379 2.211 1.455 85.63 2.258 1.348 2.246 1.427 82.69 2.451 1.318 2.285 1.399 79.83 2.641 1.287 2.329 1.372 77.06 2.829 1.257 2.377 1.345 74.39 3.014 1.227 2.430 1.318 71.81 3.195 1.196 2.487 1.293 69.33 3.373 1.166 2.550 1.267 66.96 3.547 1.136 2.619 1.242 64.70 3.717 1.105 2.693 1.218 62.56 3.882 1.075 2.773 1.194 60.54 4.041 1.045 2.861 1.172 58.65 4.193 1.014 2.956 1.150 56.90 4.339 0.984 3.059 1.129 55.28 4.476 0.953 3.172 1.110 53.81 4.603 0.923 3.294 1.092 52.50 4.718 0.893 3.428 1.075 51.36 4.820 0.862 3.575 1.061 50.39 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 4.906 0.832 3.735 1.049 49.61 4.973 0.802 3.911 1.039 49.03 5.016 0.771 4.106 1.033 48.67 5.032 0.741 4.320 1.031 48.55 21.540 0.741 4.320 1.031 48.55 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 1.30 FEET UPSTREAM OF NODE 108.00 | I DOWNSTREAM DEPTH = 1.493 FEET, UPSTREAM CONJUGATE DEPTH = 0.330 FEET | NODE 106.00 : HGL = < 257.741>;EGL= < 258.031>;FLOWLINE= < 257.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 106.00 FLOWLINE ELEVATION = 257.00 ASSUMED UPSTREAM CONTROL HGL = 257.74 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 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 ****************************************************************************** PIPE-PLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAQE X HYDRAULICS * * STORM DRAIN SYSTEM "200" * * J.N. 981020-5 FILE: VLX02.RES * ************************************************************************** FILE NAME: VIiX02.DAT TIME/DATE OF STUDY: 10:06 01/14/2003 ****************************************************************************** GRADUALLY VARIED PLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "** indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ PLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(PT) MOMENTUM(POUNDS) 208.00- 2.60* 205.97 0.36 13.61 } FRICTION 207.00- 2.24* 165.82 0.43 Dc 12.94 } JUNCTION 206.00- 1.92* 131.47 0.19 28.29 } FRICTION } HYDRAULIC JUMP 204.00- 0.43*Dc 12.94 0.43*Dc 12.94 MAXIMUM NUMBER OF ENERQY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY PLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THB CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. *****************************************************************************jj DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER « 208.00 FLOWLINE ELEVATION - 247.40 PIPE FLOW - 1.34 CFS PIPE DIAMETER - 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 250.000 PEET NODE 208.00 : HGL - < 250.000>;EGL- < 250.009>;FLOWLINE- < 247.400> ****************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 207.00 IS CODE - 1 UPSTREAM NODE 207.00 ELEVATION - 247.77 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 1.34 CPS PIPE DIAMETER » 18.00 INCHES O'Day Consultants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsuttants,com Carlsbad, California 92008-6603 Tel; 760,931,7700 Fax; 760,931,8680 PIPE LENQTH SP-(Q/K)**2 HF-L*SP - ( 36.36 FEET MANNING'S N - 0.01300 (( 1.34)/( 105.012))**2 - 0.00016 36.36)*(0.00016) - 0.006 NODE 207.00 HGL < 250.006>;EGL- < 250.015>;FLOWLINE- < 247.770> ****************************************************************************** PLOW PROCESS PROM NODE 207.00 TO NODE 206.00 IS CODE - 5 UPSTREAM NODE 206.00 ELEVATION - 248.10 (PLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION 1.34 18.00 90.00 248.10 1.34 18.00 - 247.77 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.) 0.43 0.43 0.00 0.00 VELOCITY (FT/SEC) 0.758 0.758 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0 DOWNSTREAN: MANNINQ'S N - 0.01300; FRICTION SLOPE - 0 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00016 JUNCTION LENGTH - 4.00 PEET FRICTION LOSSES - 0.001 FEET ENTRANCE LOSSES - JUNCTION LOSSES - (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.019)+( 0.000) - 0.019 ,00016 ,00016 0.000 PEET NODE 206.00 : HOL - < 250.024>;EGL- < 250.033>;FLOWLINE- < 248.100> ****************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 204.00 IS CODE - 1 UPSTREAM NODE 204.00 ELEVATION - 249.73 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE PLOW - 1.34 CFS PIPE DIAMETER - 18.00 INCHES PIPE LENGTH - 3.25 FEET MANNINQ'S N - 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DBPTH(FT) - 0.14 CRITICAL DEPTH(FT) - UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 0.43 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.43 DISTANCE PROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (PT/SEC) ENERGY(PT) MOMENTUM(POUNDS) 0.000 0.433 3.165 0.589 12.94 0.001 0.422 3.288 0.590 12.95 0.005 0.410 3.421 0.592 13.00 0.013 0.398 3.563 0.595 13.09 0.024 0.386 3.716 0.601 13.22 0.040 0.375 3.881 0.609 13.39 0.061 0.363 4.060 0.619 13.61 O'Day Consuttants Inc. E-mail: <5day@<jdayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,oom Carlsbad, California 92008-6603 Tel; 760,931,7700 Fax: 760,931,8680 0.088 0.351 4.253 0.632 13.87 0.122 0.340 4.463 0.649 14.19 0.165 0.328 4.693 0.670 14.57 0.218 0.316 4.943 0.696 15.02 0.283 0.304 5.218 0.727 15.54 0.364 0.293 5.520 0.766 16.14 0.463 0.281 5.854 0.813 16.84 0.586 0.269 6.225 0.871 17.64 0.739 0.257 6.639 0.942 18.56 0.929 0.246 7.102 1.029 19.62 1.169 0.234 7.624 1.137 20.84 1.476 0.222 8.215 1.271 22.26 1.875 0.210 8.890 1.438 23.89 2.407 0.199 9.665 1.650 25.80 3.140 0.187 10.563 1.921 28.04 3.250 0.186 10.664 1.953 28.29 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(PT) > 1.92 PRESSURE PLON PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(PT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.924 0.758 1.933 131.47 0.847 1.500 0.758 1.509 84.67 1.50 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) - GRADUALLY VARIED PLOW PROFILE COMPUTED INFORMATION: i PROM FLOW DEPTH VELOCITY SPECIFIC PRESSURB+ j(PT) (FT) (FT/SEC) ENERGY(PT) MOMENTUM(POUN 0.847 1.500 0.758 1.509 84.67 0.931 1.457 0.764 1.466 80.00 1.016 1.415 0.776 1.424 75.39 1.100 1.372 0.791 1.382 70.88 1.184 1.329 0.809 1.340 66.46 1.268 1.287 0.830 1.297 62.17 1.352 1.244 0.855 1.255 58.00 1.436 1.201 0.883 1.213 53.97 1.519 1.159 0.915 1.172 50.08 1.602 1.116 0.950 1.130 46.34 1.685 1.073 0.990 1.089 42.77 1.767 1.031 1.035 1.047 39.36 1.849 0.988 1.085 1.006 36.12 1.930 0.945 1.142 0.966 33.07 2.011 0.903 1.206 0.925 30.19 2.090 0.860 1.278 0.885 27.51 2.169 0.817 1.361 0.846 25.01 2.245 0.775 1.455 0.808 22.72 2.320 0.732 1.564 0.770 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 2.011 0.667 15.72 2.585 0.561 2.219 0.638 14.57 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsuttants,com Website: www,odayconsultants,com Tel: 760,931,7700 Fax: 760,931,8680 2.633 0.519 2.470 0.614 13.70 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 OP HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 2.37 PEET UPSTREAM OF NODE 206.00 | I DOWNSTREAM DEPTH - 0.703 PEET, UPSTREAM CONJUGATE DEPTH - 0.249 FEET | NODE 204.00 : HQL - < 250.163>;EGL- < 250.319>;FLOWLINE- < 249.730> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 204.00 FLOWLINE ELEVATION - 249.73 ASSUMED UPSTREAM CONTROL HQL - 250.16 FOR DOWNSTREAM RUN ANALYSIS END OP GRADUALLY VARIED PLOW ANALYSIS O'Day Consultants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website; www,(Jdayconsultants.com Carlsbad, California 92008-6603 Te): 760.931.7700 Fax: 760.931.8680 ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Ave. West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * STORM DRAIN SYATEM "300" MAIN LINE * * J.N. 981020-5 FILE: VLX03.RES * ************************************************************************** FILE NAME: VLX03.DAT TIME/DATE OF STUDY: 09:59 08/19/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN NODE MODEL PRESSURE PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) 785.12 362.00 355.00 354.00 345.00 344.00 337.00 336.00 323.00 322.00 315.00 314.00 313.00 312.00 307.00 306.00 } FRICTION } JUNCTION } FRICTION } JUNCTION } FRICTION } JUNCTION } FRICTION } JUNCTION } FRICTION } JUNCTION } FRICTION } JUNCTION } FRICTION } JUNCTION } FRICTION 2.50 1.92 Dc 1.90 Dc 1.90*Dc 3.17* 3.11* 706.10 684.26 684.26 853.72 834.56 3.82* 878.39 } HYDRAULIC JUMP 1.70*Dc 497.78 2.59* 447.10 } HYDRAULIC JUMP 272.07 1.39 Dc 1.29 Dc 1.29*Dc 2.47* 2.62* 3.73* 214.75 214.75 330.83 347.09 394.12 DOWNSTREAM RUN FLOW PRESSURE+ DEPTH(FT) MOMENTUM(POUNDS) 856.56 1.30* 1.16* 1.13* 1.90*Dc 1.73 Dc 1.73 Dc 1.00 1.70*Dc 0.82 1.24* 1.16* 1.28*Dc 1.29 Dc 1.29 Dc 0.81 950.26 935.24 684.26 530.64 530.64 693.52 497.78 379.23 277.18 217.98 214.75 214.75 214.75 140.15 304.00- 3.23* 338.63 1.08 Dc MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 125.77 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. *********************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 362.00 FLOWLINE ELEVATION = 178.87 PIPE FLOW = 31.92 CFS PIPE DIAMETER = 30.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 181.370 FEET NODE 362.00 : HGL = < 180 .167>; EGL= < 182.560>;FLOWLINE= < 178.870> ***********************************^*^^^^j^j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 362.00 TO NODE 355.00 IS CODE = 1 ^^UPSTREAM NODE 355.00 ELEVATION = 179.63 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 31.92 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 54.40 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) 1.48 CRITICAL DEPTH(FT) 1.92 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.16 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.164 14.248 4.318 950.26 4.535 1.177 14.050 4.244 939.79 9.171 1.189 13.857 4.173 929.67 13.918 1.202 13.669 4.105 919.89 18.787 1.215 13.487 4.041 910.44 23.791 1.227 13.309 3. 979 901.32 28.943 1.240 13.135 3. 921 892.50 34.261 1.253 12.967 3.865 883.98 39.765 1.265 12.802 3. 812 875.76 45.477 1.278 12.642 3.761 867.81 51.425 1.291 12.485 3.713 860.14 54.400 1.297 12.412 3. 690 856.56 NODE 355.00 HGL < 180.794>;EGL= < 183.948>;FLOWLINE= < 179.630> *************************************j,j,*^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 355.00 TO NODE 354.00 IS CODE = 5 UPSTREAM NODE 354.00 ELEVATION = 179.96 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 31.20 31.92 0.72 0.00 0.00= DIAMETER (INCHES) 30.00 30.00 18.00 0.00 ANGLE (DEGREES) 0.00 90.00 0.00 FLOWLINE ELEVATION 179.96 179.63 179.96 0.00 CRITICAL DEPTH(FT.) 90 92 =Q5 EQUALS BASIN INPUT=== 0.32 0.00 VELOCITY (FT/SEC) 14.399 14.252 0.586 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3) • Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0 03234 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0 03096 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03165 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.127 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.366)+( 0.000) = 0.366 NODE 354.00 : HGL = < 181.095>;EGL= < 184.314>;FLOWLINE= < 179.960> *****************************^^^^,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 354.00 TO NODE 345.00 IS CODE = 1 UPSTREAM NODE 345.00 ELEVATION = 183.50 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 31.20 CFS PIPE PIPE LENGTH = 87.25 FEET DIAMETER = 30.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.06 CRITICAL DEPTH(FT) = 1.90 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.90 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY CONTROL(FT) (FT) (FT/SEC) 0.000 1. 903 7.780 0.037 1.869 7.922 0.154 1.836 8.073 0.358 1.802 8.232 0.659 1.769 8.400 1.068 1.735 8.577 1.599 1.702 8.764 2.266 1.668 8.962 3.088 1.635 9.171 4.087 1.601 9.392 5.288 1.568 9.627 6.724 1.534 9.874 8.433 1.501 10.137 10.465 1.467 10.416 12.882 1.434 10.712 15.764 1.400 11.027 19.218 1.367 11.361 23.388 1.333 11.718 28.476 1.299 12.098 34.783 1.266 12.505 42.771 1.232 12.940 53.217 1.199 13.406 67.584 1.165 13.906 87.250 1.135 14.395 SPECIFIC PRESSURE+ ENERGY(FT) MOMENTUM(POUN 2.843 684.26 2.845 684.57 2.849 685.51 2.855 687.12 2.865 689.43 2.878 692.46 2.895 696.26 2.916 700.87 2. 942 706.32 2.972 712.67 3.008 719.96 3.049 728.26 3.097 737.63 3.153 748.14 3.216 759.86 3.289 772.88 3.372 787.30 3.466 803.21 3.574 820.74 3.696 840.01 3.834 861.18 3. 991 884.41 4.170 909.88 4.354 935.24 NODE 345.00 : HGL = < 185.403>;EGL= < 186.343>;FLOWLINE= < 183.500> ***********.,,*^**^.^^^.^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 345.00 TO NODE 344.00 IS CODE = 5 ELEVATION = 183.83 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 25.88 30.00 90.00 183.83 DOWNSTREAM 31.20 30.00 - 183.50 LATERAL #1 5.32 18.00 0.00 183!83 LATERAL #2 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== 1.73 1.90 0.89 0.00 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/{(Al+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0 00398 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00673 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00535 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.021 FEET ENTRANCE LOSSES JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.092)+{ 0.000) = 1.092 0.000 FEET 5.272 7.782 3.011 0. 000 NODE 344.00 : HGL = < 187.004>;EGL= < 187.436>;FLOWLINE= < 183.830> *********************************^.^.^ FLOW PROCESS FROM NODE UPSTREAM NODE 337.00 *****************************.i..^^.^^^^ ****** 344.00 TO NODE 337.00 IS CODE = 1 ELEVATION = 184.39 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 25.88 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 124.95 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 25.88)/( 410.170))**2 = 0.00398 HF=L*SF = ( 124.95)*(0.00398) = 0.497 NODE 337.00 : HGL = < 187.501>;EGL= < 187.933>;FLOWLINE= < 184.390> ***********************************.i.j,j^.^.,j,.j^.^ FLOW PROCESS FROM NODE UPSTREAM NODE 336.00 337.00 TO NODE ELEVATION = *******************************^.jt.j^.^.jt 336.00 IS CODE = 5 184.72 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 22.94 25.88 2.94 0.00 DIAMETER ANGLE (INCHES) 24.00 30.00 18.00 0.00 (DEGREES) 90.00 0.00 0.00 FLOWLINE CRITICAL ELEVATION 184.72 184.39 185.50 0.00 0.00===Q5 EQUALS BASIN INPUT=== DEPTH(FT. 1.70 1.73 0.65 O.OQ LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Q1*V1*COS{DELTAl)-Q3*V3 *COS(DELTA3)- Q4 *V4 *COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00713 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.029 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.440)+( 0.000) = 1.440 VELOCITY (FT/SEC) 7.302 5.272 1.664 0.000 01028 00398 0.000 FEET NODE 336.00 : HGL = < 188.545>;EGL= < 189.373>;FLOWLINE= < 184.720> ******************************************.i^.^.^.J^,^.J^. FLOW PROCESS FROM NODE UPSTREAM NODE 323.00 336.00 TO NODE ELEVATION = ***************************.^.y^.^ 323.00 IS CODE = 1 189.76 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 22.94 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 108.65 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.97 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.70 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.70 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.703 8.047 2.709 497.78 0.039 1.673 8.169 2.710 498.03 0.152 1. 644 8.301 2.714 498.74 0.345 1.614 8.441 2.721 499.93 0.625 1.585 8.590 2.731 501.61 1.003 1.555 8.749 2.745 503.80 1.488 1.526 8.917 2.761 506.53 2.093 1.496 9.097 2.782 509.82 2.833 1.467 9.287 2.807 513.69 3.727 1.437 9.489 2.836 518.19 4.795 1.408 9.704 2.871 523.33 6.066 1.378 9.932 2. 911 529.17 7.572 1.349 10.174 2. 957 535.74 9.355 1.319 10.431 3.010 543.08 11.467 1.290 10.705 3.070 551.25 13.976 1.260 10.996 3.139 560.30 16.972 1.231 11.306 3.217 570.30 20.577 1.201 11.636 3.305 581.31 24.965 1.172 11.989 3.405 593.41 30.387 1.142 12.365 3.518 606.69 37.237 1.113 12.768 3. 646 621.24 46.174 1.083 13.199 3.790 637.17 58.436 1.054 13.662 3.954 654.60 76.806 1.024 14.159 4.139 673.68 108.650 0.996 14.668 4.339 693.52 HYDRAULIC JUMP : UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) 3.82 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 3.825 7.302 4. 653 878.39 50.544 2.000 7.302 2.828 520.65 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 50.544 50.834 51.092 51.329 FLOW DEPTH VELOCITY (FT) 2.000 1.988 1.976 1.965 (FT/SEC) 7.300 7.305 7.316 7.329 SPECIFIC ENERGY(FT) 2.828 2.817 2.808 2.799 PRESSURE+ MOMENTUM(POUNDS) 520.65 518.58 516.72 515.00 51.550 1.953 7.345 2.791 513.40 51.757 1.941 7.363 2.783 511.90 51.952 1.929 7.383 2.776 510.48 52.135 1.917 7.404 2.769 509.16 52.307 1.905 7.428 2.763 507.92 52.469 1.894 7.453 2.757 506.75 52.620 1.882 7.479 2.751 505.66 52.762 1.870 7.507 2.746 504.64 52.894 1.858 7.536 2.741 503.70 53.017 1.846 7.567 2.736 502.83 53.131 1.834 7.599 2.732 502.03 53.235 1.823 7.633 2.728 501.29 53.330 1.811 7.668 2.724 500.63 53.415 1.799 7.704 2.721 500.04 53.491 1.787 7.741 2.718 499.51 53.558 1.775 7.780 2.716 499.05 53.614 1.763 7.820 2.714 498.67 53.661 1.752 7.862 2.712 498.35 53.698 1.740 7.904 2.711 498.10 53.725 1.728 7.948 2.710 497.92 53.741 1.716 7.994 2.709 497.82 53.746 1.704 8.040 2.709 497.78 108.650 1.704 8.040 2.709 497.78 TTvrtT) 7\ riT T/-" TT^^/ 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 28.64 FEET UPSTREAM OF NODE 336.00 1 1 DOWNSTREAM DEPTH = 2.791 FEET, UPSTREAM CONJUGATE DEPTH = 1.022 FEET 1 NODE 323.00 : HGL = < 191 . 4 63>;EGL= < 192 .4 69>;FLOWLINE= < 189.760> ****************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 322.00 IS CODE = 5 UPSTREAM NODE 322.00 ELEVATION = 190.09 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 14.83 22. 94 3.86 4.25 0.00= DIAMETER (INCHES) 24.00 24 .00 18.00 18.00 ANGLE FLOWLINE (DEGREES) ELEVATION 0.00 90.00 90.00 190.09 189.76 190.26 190.26 CRITICAL DEPTH(FT.) 1.39 1.70 0.75 0.79 VELOCITY (FT/SEC) 4 .721 8.043 2.184 2.405 ==Q5 EQUALS BASIN INPUT= LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00697 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.028 FEET JUNCTION LOSSES = (DY+HVl JUNCTION LOSSES = ( 0.556 ENTRANCE LOSSES HV2)+(ENTRANCE LOSSES) +( 0.000) = 0.556 00430 00965 0.000 FEET NODE 322.00 : HGL = < 192.679>;EGL= < 193.025>;FLOWLINE= < 190.090> ****************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 315.00 IS CODE = 1 UPSTREAM NODE 315.00 ELEVATION = 196.30 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 14.83 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 163 73 FEET MANNING' S N = 0. 01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.80 CRITICAL DEPTH(FT) 1.39 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1. 24 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.237 7.263 2.057 277.18 0.364 1.220 7.387 2.068 278.51 0.789 1.202 7.515 2.080 280.02 1.280 1.185 7.648 2.094 281.72 1.845 1.167 7.787 2.109 283.60 2.492 1.150 7.931 2.127 285.68 3.231 1.132 8.081 2.147 287.97 4.072 1.115 8.237 2.169 290.47 5.029 1.097 8.400 2.193 293.19 6.117 1.080 8.569 2.221 296.15 7.354 1.062 8.746 2.251 299.36 8.763 1.045 8.930 2.284 302.82 10.371 1.027 9.122 2.320 306.56 12.213 1.010 9.323 2.360 310.58 14 .332 0.992 9.533 2.404 314.89 16.782 0. 975 9.753 2.453 319.53 19.638 0. 957 9.983 2.506 324.50 22.999 0.940 10.224 2.564 329.81 27.004 0.922 10.476 2.627 335.51 31.859 0.905 10.741 2.697 341.59 37.880 0.887 11.019 2.774 348.10 45.599 0.870 11.311 2.858 355.05 56.015 0.852 11.619 2. 950 362.48 71.370 0.835 11.943 3.051 370.41 98.858 0.817 12.284 3.162 378.89 163.730 0.816 12.298 3.166 379.23 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.59 PRESSURE FLOW PROFILE COMPUTED INFORMATION : DISTANCE FROM PRESSURE CONTROL(FT) HEAD(FT) 0.000 2.589 17.504 2.000 VELOCITY (FT/SEC) 4.721 4.721 SPECIFIC ENERGY(FT) 2.935 2.346 PRESSURE+ MOMENTUM(POUNDS) 447. 10 331.70 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS 17.504 2.000 4.719 2.346 331.70 18.182 1.976 4.730 2.323 327.21 18.816 1.951 4.750 2.302 323.00 19.421 1.927 4.776 2.281 318.99 20.004 1.902 4.806 2.261 315.14 20.566 1.878 4.841 2.242 311.45 21.109 1.853 4.880 2.223 307.91 21.634 1.829 4.923 2.205 304.53 22.141 1.804 4.970 2.188 301.29 22.629 1.780 5.020 2.171 298.20 23.099 1.755 5.074 2.155 295.26 23.551 1.731 5.132 2.140 292.48 23.983 1.706 5.193 2.125 289.85 24.395 1.682 5.258 2.111 287.38 24.785 1.657 5.327 2.098 285.08 25.153 1.633 5.399 2.086 282.94 25.497 1.608 5.476 2.074 280.98 25.816 1.584 5.557 2.063 279.19 26.108 1.559 5.642 2.054 277.59 26.370 1.535 5.731 2.045 276.17 26.601 1.510 5.825 2.037 274.95 26.798 1.486 5.924 2.031 273.94 26.957 1.461 6.028 2.026 273.13 27.076 1.437 6.137 2.022 272.55 27.151 1.412 6.252 2.020 272.19 27.177 1.388 6.373 2.019 272.07 163.730 1.388 6.373 2.019 272.07 END OF HYDRAULIC JUMP ANALYSIS 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 10.30 FEET UPSTREAM OF NODE 322.00 | I DOWNSTREAM DEPTH = 2.242 FEET, UPSTREAM CONJUGATE DEPTH = 0.816 FEET | NODE 315.00 : HGL = < 197.537>;EGL= < 198.357>;FLOWLINE= < 196.300> ****************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 314.00 IS CODE = 5 UPSTREAM NODE 314.00 ELEVATION = 196.80 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 11.35 18.00 0.00 196.80 1.29 7.730 DOWNSTREAM 14.83 24.00 - 196.30 1.39 7.266 LATERAL #1 3.48 18.00 90.00 196.80 0.71 2.951 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 o.OO===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY={Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01307 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.008 68 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01087 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.043 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.532)+( 0.000) = 0.532 NODE 314.00 : HGL = < 197.962>;EGL= < 198.889>;FLOWLINE= < 196.800> ****************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 313.00 IS CODE = 1 UPSTREAM NODE 313.00 ELEVATION = 199.30 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 11.35 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 189.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) 1.16 CRITICAL DEPTH(FT) = 1.29 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.28 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.285 7.042 2.055 214.75 0.036 1.280 7.066 2.055 214.76 0.120 1.274 7.090 2.056 214.78 0.256 1.269 7.114 2.056 214.81 0.447 1.264 7.139 2.056 214.85 0.698 1.259 7.164 2.057 214.90 1.015 1.254 7.190 2.057 214.96 1.404 1.249 7.216 2.058 215.03 1.873 1.244 7.242 2.059 215.11 2.432 1.239 7.269 2.060 215.20 3.090 1.234 7.296 2.061 215.30 3.861 1.229 7.324 2.062 215.42 4.761 1.223 7.352 2.063 215.54 5.810 1.218 7.381 2.065 215.68 7.034 1.213 7.409 2.066 215.83 8.464 1.208 7.439 2.068 215.99 10.145 1.203 7.468 2.070 216.16 12.133 1.198 7.499 2.072 216.34 14.511 1.193 7.529 2.074 216.53 17.399 1.188 7.560 2.076 216.74 20.981 1.183 7.592 2.078 216.95 25.569 1.178 7.624 2.081 217.18 31.746 1.172 7.656 2.083 217.42 40.821 1.167 7.689 2.086 217.67 56.999 1.162 7.722 2.089 217.94 189.750 1.162 7.728 2.089 217.98 NODE 313.00 : HGL = < 200. 585>;EGL= < 201.355>;FLOWLINE= < 199.300> ****************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 312.00 IS CODE = 5 UPSTREAM NODE 312.00 ELEVATION = 199.63 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 11.35 11.35 0.00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE FLOWLINE (DEGREES) ELEVATION 90.00 199.63 199.30 0.00 0.00 0.00 0.00 CRITICAL DEPTH(FT.) 1.29 1.29 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS{DELTA4))/{{A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01127 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.045 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.384)+( 0.000) = 1.384 VELOCITY (FT/SEC) 6.423 7.037 0.000 0.000 01167 01086 0.000 FEET NODE 312.00 : HGL = < 202.099>;EGL= < 202.740>;FLOWLINE= < 199.630> ****************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 307.00 IS CODE = 1 UPSTREAM NODE 307.00 ELEVATION = 200.34 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 11.35 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 73.44 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 11.35)/{ 105.043))**2 = 0.01167 HF=L*SF = ( 73.44)*(0.01167) = 0.857 NODE 307.00 : HGL = < 202.956>;EGL= < 203.597>;FLOWLINE= < 200.340> ****************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 306.00 IS CODE = 5 UPSTREAM NODE 306.00 ELEVATION = 200.67 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 7.73 18.00 90.00 200.67 1.08 4.374 DOWNSTREAM 11.35 18.00 - 200.34 1.29 6.423 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 3.62===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY={Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00542 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01167 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00854 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.034 FEET ENTRANCE LOSSES = 0.128 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.972)+( 0.128) = 1.100 NODE 306.00 : HGL = < 204.400>;EGL= < 204.697>;FLOWLINE= < 200.670> ****************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 304.00 IS CODE = 1 UPSTREAM NODE 304.00 ELEVATION = 201.36 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.73 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 34.50 FEET MANNING'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= < 201.360> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 304.00 FLOWLINE ELEVATION = 201.36 ASSUMED UPSTREAM CONTROL HGL = 202.44 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROQRAM 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 * * SYSTEM "300" -LATERAL AT NODE 360 * * J.N. 981020-5 FILE: VIiX03A.RES * ************************************************************************** FILE NAMB: VLX03A.DAT TIME/DATE OF STUDY: 09:04 01/16/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS POR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTRBAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(PT) MOMENTUM(POUNDS) DEPTH(PT) MOMENTUM(POUNDS) 354.00- 1.10* 44.04 0.16 21.76 } FRICTION } HYDRAULIC JUMP 360.00- 0.38*Dc 9.61 0.38*Dc 9.61 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY PLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ********************************************** **********************jj***j>^jj(>*j^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 354.00 FLOWLINE ELEVATION - 179.96 PIPE FLOW - 1.06 CPS PIPE DIAMETER - 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 181.060 FEET NODE 354.00 : HQL - < 181.060>;EaL« < 181.069>;FLOWLINE- < 179.960> **************************************************************jn,^jjj^^(^^^^jn^^^^^^,^^ PLOW PROCESS FRON NODE 354.00 TO NODE 360.00 IS CODB - 1 UPSTREAM NODE 360.00 ELEVATION - 181.59 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE PLOW a 1.06 CFS PIPE DIAMETER a 18.00 INCHES PIPE LENGTH - 3.25 PEET MANNING'S N - 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS O'Day Consultants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www,odayconsultants,oom Carlsbad, California 92008-6603 Tel: 760,931,7700 Fax; 760,931,8680 NORMAL DEPTH(PT) - 0.13 CRITICAL DEPTH(PT) - 0 38 .BaaBaBBBa«a.aB.aaBa.Ba..,B.BaBBa.aBaaaa«BB.BBa=Ba.a..... UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) a 0.38 "="———— ^^^^ Fi^rraoF^Lrcoi^GS^'rapo^ijoNi "— °SSMT '^^^^jjf^'f^ciii" PRESSURE;"" CONTROL(FT)^ (PT,^ (PT/SEC) ENERQY(PT) MOMENTUM(POUNDS) 0.374 3:080 I'.IH I'tl 0.363 3.205 osll III °-353 3.339 0 526 I .t °-°21 0.343 3.483 0 531 Vll 0.332 3.638 0.538 ^95 0-322 3.806 0.547 lo'ii J'^'"' 0-3" 3.988 0 559 0.291 4.401 0.592 loll 0-281 4.636 0 614 li [l 0-270 4.893 oelt U'l* 0-"^ 0.249 5.490 0.718 12 lo 0.229 6.224 0.831 1377 0- 816 0.218 6.657 J907 lAl 0.208 7.144 iQol It A 0- "8 7.695 1 118 A A 1- "* 0.187 8.324 1:111 i;-" 0.177 9.045 I 445 [I'll ^HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTHIPT"""""""!"!"""""""""""""""""""""""" GRADUALLY VARIED FLOW PROFILE'COMPUTBD'INFORMATION^ °S^o?(Sr "^^Ow'D^pii-yEZoim"S^EcipicP^sStiiE: o'JoO I'lio ''^o'';63 ™^fli MOMENTOM(POUNDS) 1- 043 0.808 loll tl-tt 1-014 0.833 r025 In nl 0.985 0.861 "-^^ 0.957 0.891 0 969 III] S-"' 0.923 09I1 lo,l 0-389 0.900 0.958 o.Tll H'H 0.871 0.996 0.886 llll 0.842 1.037 0.859 Itl^ 0.607 0.785 1.132 0.805 21 tj 0.756 1.186 0 77? 2^?! 0.728 1.246 0 752 III, y 0.699 1.312 o?2" 0.671 1.386 0.700 HA 0.642 1.468 0.675 "'is O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants,com Website: www,odayconsultants,com Tel; 760,931,7700 Fax; 760,931.8680 0.914 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 HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 0.66 PEET UPSTREAM OF NODE 354.00 | I DOWNSTREAM DBPTH - 0.757 PEET, UPSTREAM CONJUGATE DEPTH - 0.169 PEET | NODE 360.00 : HQL - < 181.974>;EQL- < 182.111>;FLOWLINE- < 181.590> ********************************* ********************************^^(j^^^^^^^^,^^j^^^^ UPSTREAN PIPE PLOW CONTROL DATA: NODE NUMBER - 360.00 FLOWLINE ELEVATION - 181.59 ASSUMED UPSTREAM CONTROL HGL - 181.97 POR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED PLOW ANALYSIS 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 ****************************************************************J|,*Jt*,y^J,J,^^^.^.^.^j^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Ave. West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE "X" HYDRAULICS * * SYSTEM "300" -LATERAL AT NODE 350 * * J.N. 981020-5 FILE: VLX03B.RES * *************************************************************J,J^^^,,;^^,^J^J,,J^,JJJ,^ FILE NAME: VLX03B.DAT TIME/DATE OF STUDY: 15:24 08/22/2003 ****************************************************************J,JtJt*,ytJt,^,^,,Jt^^^,^J, GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 344.00-3.17* 315.49 0.49 178.09 } FRICTION } HYDRAULIC JUMP 353.00-1.00*Dc 102.91 1.00*Dc 102.91 } JUNCTION 352.00-1.44 125.87 0.61* 138.64 } FRICTION 350.00-1.00*Dc 102.91 1.00*Dc 102.91 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. *************************************************************^,^j,j,j,^^^^^j^,ytj^^,j.,j,^j^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 344.00 FLOWLINE ELEVATION = 183.83 PIPE FLOW = 6.66 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 187.000 FEET NODE 344.00 : HGL = < 187.000>;EGL= < 187.221>;FLOWLINE= < 183.830> *******************************************************************^jt^j^.jt^.^.^j^.j^j, 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 PIPE LENGTH = 207.24 FEET MANNING'S N = 0.01300 HYDFAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 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 NORMAL DEPTH(FT) = 0.47 CRITICAL DEPTH(FT) 1.00 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.998 5.330 1. 440 102.91 0.011 0.977 5.461 1. 441 102.98 0.045 0.956 5.601 1. 443 103.20 0.106 0.935 5.750 1. 448 103.56 0.196 0.914 5.908 1. 456 104.09 0.320 0.892 6.076 1. 466 104.79 0.482 0.871 6.255 1. 479 105.66 0.687 0.850 6.445 1. 4 95 106.74 0.943 0.829 6.649 1 516 108.02 1.256 0.807 6.866 1 540 109.52 1.635 0.786 7.099 1 569 111.26 2.094 0.765 7.348 1 604 113.25 2.645 0.744 7.615 1 645 115.53 3.307 0.723 7.903 1 693 118.10 4.103 0.701 8.213 1 749 121.01 5.062 0.680 8.547 1 815 124.27 6.225 0.659 8.909 1 892 127.94 7.644 0.638 9.301 1 982 132.03 9.397 0.617 9.728 2 087 136.61 11.597 0.595 10.193 2 210 141.73 14.417 0.574 10.702 2 354 147.46 18.154 0.553 11.260 2 523 153.85 23.361 0.532 11.874 2 722 161.02 31.285 0.510 12.552 2 958 169.05 45.932 0.489 13.304 3 239 178.09 207.240 0.489 13.304 3 240 178.09 HYDRAULIC JUMP : UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT) = 3.17 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 3.170 3.769 3 .391 315.49 19.403 1.500 3.769 1 .721 131.34 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM(POUNDS) 19.403 1.500 3.768 1 .721 131.34 19.623 1.480 3.777 1 .702 129.26 19.830 1.460 3.796 1 .684 127.29 20.030 1.440 3.819 1 666 125.41 20.223 1.420 3.847 1 650 123.59 20.410 1.400 3.879 1 633 121.85 20.592 1.380 3.915 1 618 120.17 20.768 1.360 3.954 1 603 118.56 20.938 1.339 3.997 1 .588 117.02 O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: 'Mivw,odayconsultants.com Carlsbad, California 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 21.103 1.319 4.044 1.573 115.55 21.262 1.299 4.094 1.560 114.14 21.416 1.279 4.147 1.546 112.81 21.563 1.259 4.204 1.534 111.54 21.703 1.239 4.264 1.522 110.36 21.837 1.219 4.328 1.510 109.24 21.963 1.199 4.396 1.499 108.21 22.081 1.179 4.468 1.489 107.26 22.191 1.159 4.545 1.480 106.39 22.292 1.139 4.625 1.471 105.61 22.382 1.119 4.710 1.463 104.92 22.462 1.099 4.800 1.457 104.33 22.531 1.079 4.894 1.451 103.83 22.586 1.059 4.994 1.446 103.44 22.627 1.039 5.100 1.443 103.15 22.654 1.018 5.212 1.440 102.97 22.663 0.998 5.330 1.440 102.91 207.240 0.998 5.330 1.440 102.91 UVn-DTVTTT T/^ TrTTliin TV XT 7\ T •vr o-r n CJ LN U KJE 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 14 .48 FEET UPSTREAM OF NODE 344.00 | 1 DOWNSTREAM DEPTH = 1.924 FEET, UPSTREAM CONJUGATE DEPTH = 0.489 FEET | NODE 353.00 : HGL = < 203. 498>;EGL= < 203 .940>;FLOWLINE= < 202.500> *************************************************,yj,j,j,*,^,,H,.^^,j.,;,,j,j,j,j^^^,^,^,^^^^^j^j^^^j^^ FLOW PROCESS FROM NODE 353.00 TO NODE 352.00 IS CODE = 5 UPSTREAM NODE 352.00 ELEVATION = 202.83 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 6.66 6.66 0.00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE (DEGREES) 90.00 0.00 0.00 FLOWLINE ELEVATION 202.83 202.50 0.00 0.00 CRITICAL DEPTH(FT.) 1.00 1.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== VELOCITY (FT/SEC) 9.916 5.331 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03376 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00657 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02017 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.081 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.025)+( 0.000) = 1.025 NODE 352.00 : HGL = < 203.438>;EGL= < 204.965>;FLOWLINE= < 202.830> ***********************************************,^j,jtj,^j,,(,.(^.j.j,.^..^,^j^^^.^,^.,^^^^^j^^^j^^^^^ FLOW PROCESS FROM NODE 352.00 TO NODE 350.00 IS CODE = 1 UPSTREAM NODE 350.00 ELEVATION = 205.29 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 6.66 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 66.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.59 CRITICAL DEPTH(FT) = 1.00 O'Day Consultants Inc. 2710 Loker Avenue West, Suite IC Carlsbad, California 92008-5603 E-mail: oday@odayconsultants,com Website; www.odayconsultants.com Tel: 760.931.7700 Fax: 760,931 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: E FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ L(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNI 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 1.4 62 104.49 1.061 0.885 6.141 1.470 105.09 1.446 0.868 6.280 1.481 105.80 1.913 0.852 6.426 1.494 106.62 2.475 0.836 6.580 1.508 107.57 3.146 0.819 6.742 1.526 108.64 3.943 0.803 6.912 1.545 109.85 4.890 0.787 7.092 1.568 111.20 6.015 0.771 7.281 1.594 112.70 7.354 0.754 7.480 1.624 114.36 8.955 0.738 7.691 1.657 116.19 10.884 0.722 7.914 1.695 118.21 13.232 0.706 8.150 1.738 120.42 16.136 0.689 8.401 1.786 122.83 19.804 0.673 8.667 1.840 125.47 24.587 0.657 8.949 1. 901 128.35 31.145 0.640 9.250 1.970 131.49 40.960 0.624 9.570 2.047 134.91 58.786 0.608 9.912 2.135 138.63 66.000 0.608 9.913 2.135 138.64 NODE 350.00 : HGL = < 206.288>;EGL= < 206.730>;FLOWLINE= < 205.290> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 350.00 FLOWLINE ELEVATION = 205.29 ASSUMED UPSTREAM CONTROL HGL = 206.29 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants,com Website: vA(vw,odayconsultants,com Tel: 760,931,7700 Fax: 760,931 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 04/07/03 VILLAGE X T.M. HYDROLOGY STUDY SYSTEM 100 & 200 (AMENDED TO INCLUDE VILLAGE Y) APRIL 3, 2003 J.N. 98-1020 BY: JST FILE: VLXlOl ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 Adjusted 6 hour precipitation (inches) = 2.600 P6/P24 = 60.5% San Diego hydrology manual 'C values used Runoff coefficients by rational method Process from Point/Station 100.000 to Point/Station **** 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 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(CFS) J 100.0 year stom 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 computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 19.880(CFS) Normal flow depth in pipe = 13.52(In.) Flow top width inside pipe = 20.11 (In.) O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-66(33 E-mail; oday@odayconsultants,com Website: www,odayconsultants.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 rain. Time of concentration (TC) = 7.95 min. Process from Point/Station 100.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** F+++++++++ 106.000 The following data inside Main Stream is listed: In Main Streeun 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 !**f /Station 102.000 to Point/Station **** INITIAL AREA EVALUATION **** 104.000 Decimal fraction soil group A = 0.000 ' " Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = l.OOQ [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 TO = [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 104 nnn **** SUBAREA FLOW ADDITION **** >^oinz / bzatxon 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 ) 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 Process from Point/Station 104.000 to Point/Station **** 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 = 0.011 106.000 No. of pipes » 1 Required pipe flow = Nearest confuted pipe diameter = 6 Calculated individual pipe flow = 0 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. 0.305(CFS) 00(ln.) 305(CFS) Process from Point/Station **** SUBAREA FLOW ADDITION **** 103.000 to Point/Station 106.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type Time of concentration = 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 = Subarea runoff - 0.181(CFS) for 0.060(Ac.) Total runoff = 0.486(CFS) Total area = 0.16(Ac.) ] 0.550 Process from Point/Station 104.000 to Point/Station **** 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: 106.000 Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmaxd) 19.880 0.486 1.000 * 0.928 * Qmax(2) = 7.95 7.08 1.000 * 1.000 * 5.080 5.473 19.880) + 0.486) + = 20.331 O'Day Consultants 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 1.000 * 1.000 • 0.891 * 1.000 * 19.880) + 0.486) + = 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) **** 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 computed 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. 108.000 _, J, , • rTT-T-r-r-r-r-rx-rT-p++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 **•* CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: ~ In Main Stream number: 1 Stream flow area = 6.520(Ac.) Runoff from this stream = 20.331(CFS) Time of concentration = 8.03 min. Rainfall intensity = 5.048(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station **** INITIAL AREA EVALUATION 202.000 to Point/Station 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 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail: oday@oday(X)nsultants,com Website: www,odayconsuttants.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)]= 1150 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.) 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) ?^So»+?f ^^KV 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. TO = 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 = Q 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 Consultants 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 Process from Point/Station 206.000 to Point/Station **** SUBAREA FLOW ADDITION **** 206.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Time of concentration = 14.16 min. Rainfall intensity = 3.500(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.550 Subarea runoff =« 1.675(CFS) for 0.870(Ac.) Total runoff = 3.028(CFS) Total area = 1.55(Ac.) Process from Point/Station 206.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 108.000 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 (TO) = 14.31 min. Process from Point/Station 108.000 to Point/Station **** CONFLOENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream ntimber: 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: 108.000 Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 20.331 3.028 Qmax(2) = 1.000 * 1.000 * 0.689 * 8.03 14.31 1.000 * 0.561 * 5.048 3.477 20.331) + 3.028) + 1.000 * 20.331) + 22.030 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mai): oday@cidayconsultants,com Website: www,odayconsu)tants,com Tel: 760,931,7700 Fax; 760,931,8680 1.000 * 1.000 * 3.028) + = 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 rain. Effective stream area after confluence 8.070(Ac.) Process from Point/Station 108.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 260.40(Ft.) Downstream point/station elevation = 217.10(Ft.) Pipe length = 590.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 22.030(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 22.030(CFS) Normal flow depth in pipe = 10.62(In.) Flow top width inside pipe = 17.71(in.) Critical depth could not be calculated. Pipe flow velocity = 20.29(Ft/s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 8.51 min. 110.000 Process from Point/Station 110.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 112.000 Upstream point/station elevation = 217.10(Ft.) Downstream point/station elevation = 215.40(Ft.) Pipe length = 75.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 22.030(CFS) Nearest 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 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail: oday@odayconsultants,conn Website; www,odayconsultants,com Tel: 760,931,7700 Fax; 760,931.8680 Top of street segment elevation = 262.200(Ft.) End of street segment elevation = 217.300(Ft!) Length of street segment = 590.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft ) Slope from gutter to grade break (v/hz) =0.020 Slope from grade break to crown (v/hz) =< o!o20 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 02o' Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N frora gutter to grade break = 0.0150 Manning's N frora grade break to crown = 0.0150 Estiraated 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 Deciraal 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 Subarea runoff - 2.265(CFS) for 0.940(Ac ) Total runoff - 24.295(CFS) Total area = 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) Fiow Width (frora curb towards crown)= 12.631(Ft.) 23.313(CFS) 7.086(Ft/s) = 0.550 9.01(Ac.) ***f on«S^^ 112.000 to Point/Station **** SUBAREA FLOW ADDITION **** I-+++++++++++ 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.) +++++ 112.000 O'Day Consultants Inc. 2710 Loker Avenue West. Suite 100 Carlsbad, Califomia 92008-6603 E-mail; oday@oclayoonsultants,com Website; vwiw.octeyconsultanfs.com Te); 760,931,7700 Fax; 760,931,8680 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Time of concentration = 10.00 min. Rainfall intensity = 4.382(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 3.760(CFS) for 1.560(Ac.) Total runoff = 32.417(CFS) Total area = 12.38(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 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 Recjuired pipe flow = 32.417 (CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 32.417(CFS) Normal flow depth in pipe = 8.73(In.) Flow top width inside pipe = 14.80(In.) Critical depth could not be calculated. Pipe flow velocity = 43.71(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.18 min. End of computations, total study area = 12.38 (Ac.) O'Day Consuttants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: viww,odayconsultants.com Carlsbad, Califomia 92008-6603 Tel; 760,931,7700 Fax: 760,931,8680 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology 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 PILE: VLX400 ********* Hydrology Study Control Information ********** O'Day Consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) - 2.600 24 hour precipitation(inches) - 4.300 Adjusted 6 hour precipitation (inches) - 2.600 P6/P24 - 60.5% San Diego hydrology manual 'C values used Rvinoff 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 - l.OOO [SINGLE FAMILY area type ] Initial subarea flow distance - 100.00(Ft.) Highest elevation - 272.70(Ft.) Lowest elevation - 271.70(Ft.) Elevation difference - 1.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) - 9.90 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-0.5500)*(100.00*.5)/( 1.00*(l/3)]- 9.90 Rainfall intensity (I) - 4.409 for a 100.0 year storra Effective runoff coefficient used for area (Q-KCIA) is C - 0 Subarea runoff - 0.461(CFS) Total initial stream area - 0.190(Ac.) 550 +++++++++H Process from Point/Station 404.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 406.000 O'Day ConsuKants Inc. 2710 Loker Avenue West, Suite 100 CartstMd, Califomia 92008-6603 E-mail; oday@odayconsultants,com Website: wvi/w,odayconsuttants,com Tel; 760,931,7700 Fax; 760,931,8680 Top of street segment elevation - 271.350(Pt.) End of street segraent 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(Pt.) Distance from crown to crossfall grade break - 18.500(Ft.) Slope frora gutter to grade break (v/hz) - 0.020 Slope frora grade break to crown (v/hz) - 0.020 Street flow is on [2] 8ide(s) of the street Distance from curb to property line - 10.000(Ft.) Slope frora curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 2.000(In.) Maiming's N in gutter - 0.0130 Manning's M 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 - 0.934(CPS) Depth of flow - 0.155(Ft.), Average velocity - 4.316(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity - 4.32(Pt/s) Travel tirae - 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 [SINQLE FAMILY 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 - Subarea runoff - 0.886(CFS) for 0.390(Ac.) Total runoff - 1.346(CFS) Total area - 0.58(Ac.) Street flow at end of street - 1.346(CPS) Half street flow at end of street - 0.673(CFS) Depth of flow - 0.194(Ft.), Average velocity - 3.666(Ft/s) Plow width (from curb towards crown)- 2.849(Pt.) 0.550 Process from Point/Station 406.000 to Point/Station **** SUBAREA FLOW ADDITION **** I-+++ 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 - l.OOO [SINGLE FAMILY 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 - Subarea runoff - 2.816(CPS) for 1.240(Ac.) Total runoff - 4.162(CFS) Total area - 1.82(Ac.) 0.550 Process from Point/Station 406.000 to Point/Station **** SUBAREA FLOW ADDITION **** F++++ 406.000 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@oclayconsultants.com Website: wvirw.odayconsuttants.com Te); 760.931.7700 Fax; 760.931.8680 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINQLE FAMILY 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 Sxibarea nmoff - 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.) O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www,odayoonsultants,com Carlsbad, Califomia 92008-6603 Tel; 760,931,7700 Fax: 760,931.8680 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 03/16/01 VILLAQE X T.M. HYDROLOGY STUDY SYSTEM 500, 600, 700, & 900 MARCH 16, 2001 J.N. 98-1020 BY: CSO FILE: VLX500 ********* 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) a 2.600 P6/P24 a 60.5% San Diego hydrology manual 'C values used Runoff coefficients by rational method Process from Point/Station 502.000 to Point/Station **** INITIAL AREA EVALUATION **** 504.000 Decimal fraction soil group A a o.OOO Decimal fraction soil group B a o.OOO Decimal fraction soil group C a o.OOO Decimal fraction soil group D a I.OOO [SINGLE FAMILY area type ] Initial subarea flow distance a lio.OO(Ft.) Highest elevation a 221.50(Pt.) Lowest elevation a 212.00(Ft.) Elevation difference a 9.50(Pt.) Time of concentration calculated by the urban areas overland flow method (;^p x-C) - 5.06 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC - [1.8*(l.l-0.5500)*(110.00*.5)/( 8.64*(l/3)]- 5.06 Rainfall intensity (I) - 6.797 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea nmoff - 0.299(CPS) Total initial stream area - 0.080(Ac.) •+++++++++++++ Process from Point/Station 504.000 to Point/Station 506.000 **** STREET PLOW TRAVEL TIME + SUBAREA FLOW ADDITION •*** O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Cartsbad, California 92008-6603 E-mail: oday@odayconsultants.com WebSite; www,odayconsultants,com Te): 760,931,7700 Fax; 760,931,8680 Top of street segment elevation - 212.000(Pt.) End of street segment elevation - 209.600(Ft.) Length of street segment - 235.000(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(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 - lO.0OO(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 - 0.356(CPS) Depth of flow - 0.145(Ft.), Average velocity - 1.869(Pt/s) Streetflow hydraulics at raidpoint of street travel: Halfstreet flow width - 1.500(Ft.) Plow velocity - 1.87(Ft/s) Travel time - 2.10 min. TC - 7.16 min. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - l.OOO [SINGLE FAMILY area type ] Rainfall intensity - 5.436(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 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(CPS) Depth of flow a 0.247(Ft.), Average velocity - 1.774(Pt/s) Flow width (from curb towards crown)- 5.495(Pt.) ++++"'"++++++++++++++++++-f+++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 506.000 **** 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 - l.OOO [SINGLE FAMILY area type ] Time of concentration - 7.16 min. Rainfall intensity - 5.436(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff a 1.794(CFS) for 0.600(Ac.) Total runoff a 3.229(CFS) Total area a 1.06(Ac.) Process from Point/Station 506.000 to Point/Station******508!oor **** PIPEFLOW TRAVEL TIME (Program estimated size) **** O'Day Consuttants Inc. E-mai); oday@odayconsu)tants,com 2710 Loker Avenue West, Suite IOO Website: www.odayconsultants,com Carlsbad, Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Ulpstream point/station elevation - 200.60(Ft.) Downstream point/station elevation - 199.50(Pt.) Pipe length - 45.00(Ft.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow - 3.229(CFS) Nearest conputed pipe diameter - 12.00(In.) Calculated individual pipe flow - 3.229(CFS) Normal flow depth in pipe - 5.93(In.) Flow top width inside pipe - 12.00(In.) Critical Depth - 9.23(In.) Pipe flow velocity - 8.34(Ft/s) Travel time through pipe - 0.09 min. Time of concentration (TC) - 7.25 min. Process from Point/Station 508.000 to Point/Station **** CONFLUENCE OP MAIN STREAMS **** 508.000 The following data inside Main Stream is listed: In Main 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 Main Stream No. 2 Process from Point/Station 602.000 to Point/Station **•* INITIAL AREA EVALUATION **** 604.000 0.000 0.000 0.000 1.000 100.00(Pt.) ] Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D - [SINQLE FAMILY area type Initial subarea flow distance - Highest elevation - 239.70(Ft.) Lowest elevation - 238.20(Ft.) Elevation difference - 1.50(Pt.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 8.65 min. TC - [1.8*(l.l-c)*distance*.5)/(% slope*(l/3)] TC - [1.8*(l.l-0.5500)*(100.00*.5)/( 1.50*(l/3)]- 8.65 Rainfall intensity (I) - 4.811 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0 Subarea runoff - 0.476(CFS) Total initial stream area - 0.180(Ac.) 550 Process from Point/Station 604.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** 606.000 Top of Street segment elevation End of street segment elevation 238.200(Ft.) 211.200(Ft.) O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail: oday@odayconsultanfs.com Website; www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 Length of street segment » 775.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Pt.) 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 frora curb to property line - lO.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 - 1.799(CPS) Depth of flow - 0.223(Pt.), Average velocity - 3.095(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 4.337(Ft.) Flow velocity - 3.10(Pt/s) Travel time - 4.17 min. TC - 12.82 min. Adding area flow to street Deciraal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D « 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 3.732(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, C • Subarea ninoff - 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(CPS) Half street flow at end of street - 1.264(CPS) Depth of flow - 0.244(Ft.), Average velocity - 3.251(Ft/s) Flow width (from curb towards crown)- 5.352(Pt.) 0.550 Process frora Point/Station 606.000 to Point/Station **** SUBAREA PLOW ADDITION **** 606.000 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 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 Subarea nmoff - 4.516 (CPS) for 2.200(Ac.) Total runoff - 7.044(CPS) Total area - 3.38(Ac. 0.550 ) Process from Point/Station 606.000 to Point/Station **** SUBAREA PLOW ADDITION **** 606.000 Decimal fraction soil group A - 0.000 O'Day Consuttants Inc. 2710 Lolver Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mail; oday@odayconsultants,com Website: www,oclayconsultants,com Te): 760,931,7700 Fax; 760,931,8680 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Time of concentration - 12.82 min. Rainfall intensity - 3.732(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - Subarea runoff - 2.525(CFS) for 1.230(Ac.) Total runoff - 9.569(CPS) Total area - 4.61(Ac.) 0.550 +++++++++H Process from Point/Station 606.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Prograra estimated size) **** 508.000 Upstream point/station elevation - 201.20(Ft.) Downstream point/station elevation - 199.50(Pt.) Pipe length - 85.00(Pt.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow - 9.569(CFS) Nearest computed pipe diameter - 15.00(In.) Calculated individual pipe flow - 9.569(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(Pt/s) Travel time through pipe - 0.14 min. Time of concentration (TC) - 12.96 min. +++++++++H Process from Point/Station 508.000 to Point/Station **** CONFLUENCE OP MAIN STREAMS **** 508.000 The following data inside Main Stream is listed: In Main Stream nuinber: 2 Stream flow area - 4.610(Ac.) Runoff frora this stream - 9.569(CPS) Tirae of concentration - 12.96 min. Rainfall intensity - 3.705(In/Hr) Summary of stream data: Stream No. Flow rate (CPS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmeuc (1) Qraeuc(2) 3.229 9.569 I 1.000 * 1.000 * 0.687 1.000 7.25 12.96 1.000 * 0.559 * 1.000 * 1.000 * 3.229) 9.569) 5.392 3.705 + + - 3.229) + 9.569) + Total of 2 main strearas to confluence: Plow rates before confluence point: 3.229 9.569 8.578 11.788 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Garlsbad, Califomia 92008-6603 E-mail; oday@odayconsultants,com Website; www.(jdayconsultants,com Tel; 760,931,7700 Fax; 760.931.8680 Maxiraum flow rates at confluence using edsove data: 8.578 11.788 Area of strearas before confluence: 1.060 4.610 Results of confluence: Total flow rate - 11.788(CFS) Tirae of concentration - 12.964 rain. Effective stream area after confluence 5.670(Ac.) Process from Point/Station 508.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estiraated size) **** 510.000 Upstream point/station elevation - 199.50(Ft.) Downstream point/station elevation - 198.95(Pt.) Pipe length - 225.00(Ft.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow - 11.788(CFS) Nearest computed pipe diameter - 24.00(In.) Calculated individual pipe flow a 11.788(CPS) 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. Process from Point/Station 510.000 to Point/Station **** CONFLUENCE OP MINOR STREAMS **** 510.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area - 5.670(Ac.) Runoff frora this stream - 11.788(CPS) Time of concentration - 13.75 min. Rainfall intensity - 3.567(In/Hr) Process frora Point/Station 702.000 to Point/Station **** INITIAL AREA EVALUATION ***• F++ + 704.000 ] Decimal fraction soil group A Decimal fraction soil group B Deciraal fraction soil group C Deciraal fraction soil group D [SINGLE FAMILY area type Initial subarea flow distance - Highest elevation - 228.30(Pt.) Lowest elevation - 223.30(Ft.) Elevation difference » 5.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 5.79 min. TC - [l.8*(l.l-c)*distance*.5)/(% slope*(1/3)] 0.000 0.000 0.000 1.000 100.00(Pt.) O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail; oday@odayconsu)tants,com Website: www,odayconsu)tants.com Te); 760.931.7700 Fax; 760.931.8680 TC - [1.8*(l.l-0.5500)*(100.00*.5)/( 5.00*(1/3)1- 5.79 Rainfall intensity (I) - 6.232 for a 100.0 year storra Effective nmoff coefficient used for area (Q-KCIA) is C * Subarea runoff - 0.651(CPS) Total initial stream area - 0.190(Ac.) 0.550 ++++++++++++++++•1 Process from Point/Station 704.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 706.000 Top of Street segment elevation - 211.300(Ft.) Bnd of street segraent elevation - 206.700(Ft.) Length of street segraent - 200.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break - 18.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line - 10.000(Ft.) 0.020 0.0150 0.0150 1.080(CFS) 2.461(Pt/s) TC - • 0.000 • 0.000 • 0.000 • 1.000 7.14 rain. Slope from curb to property line (v/hz) Gutter width - 1,500(Ft.) Gutter hike from flowline - 2.000(In.) Manning's N in gutter - 0.0130 Manning's N from gutter to grade break Maiming's N frora grade break to crown • Estimated mean flow rate at raidpoint of street - Depth of flow - 0.205(Ft.), Average velocity - Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 3.418(Ft.) Flow velocity - 2.46(Pt/s) Travel time - 1.35 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [SINGLE FAMILY area type Rainfall Intensity - 5.442(In/Hr) Runoff coefficient used for sub-area. Rational method'Q-KCIA, C Svibarea runoff - 0.748 (CPS) for 0.250 (Ac.) Total runoff - 1.400(CFS) Total area - 0.44(Ac.) Street flow at end of street a 1.400(CPS) Half street flow at end of street a 0.700(CPS) Depth of flow a 0.221(Ft.), Average velocity - 2.503(Pt/s) Plow width (from curb towards crown)a 4.208(Pt.) ] for a 100.0 year storm 0.550 ++++++++++++H Process from Point/Station 706.000 to Point/Station **** SUBAREA PLOW ADDITION **** I-+++++++++ 706.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B a o.OOO Decimal fraction soil group C a o.OOO Decimal fraction soil group D - 1.000 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 E-mai); oday@odayconsu)tants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax; 760.931.8680 [SINQLE FAMILY area type ] Time of concentration a 7.14 min. Rainfall intensity a 5.442(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea nmoff - 3.233 (CPS) for 1.080 (Ac.) Total runoff - 4.632(CPS) Total area - 1.52(Ac.) +++++++++H Process from Point/Station 706.000 to Point/Station 510.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation - 199.76(Ft.) Downstream point/station elevation - 198.95(Pt.) Pipe length - 40.63(Ft.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow - 4.632(CPS) Nearest computed pipe diaraeter - 12.00(In.) Calculated individual pipe flow - 4.632(CPS) Normal flow depth in pipe - 7.97(In.) Plow top width inside pipe - 11.34(In.) Critical Depth - 10.74(In.) Pipe flow velocity - 8.37(Pt/s) Travel time through pipe - 0.08 rain. Time of concentration (TC) - 7.22 min. +++++++++•1 Process from Point/Station 510.000 to Point/Station 510.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal streara nuinber 2 Stream flow area - 1.520(Ac.) Runoff from this stream - 4.632(CPS) Time of concentration - 7.22 min. Rainfall Intensity - 5.403(In/Hr) Summary of stream data: Stream Plow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.788 13.75 3.567 2 4.632 7.22 5.403 Qraax(l) a 1.000 * 1.000 * 11.788) + 0.660 * 1.000 * 4.632) + a 14.846 Qmax(2) a 1.000 * 0.525 * 11.788) + 1.000 * 1.000 * 4.632) + a 10.825 Total of 2 streams to confluence: Flow rates before confluence point: 11.788 4.632 Maximum flow rates at confluence using above data: 14.846 10.825 Area of streams before confluence: 5.670 1.520 O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www,odayconsultants,com Carlsbad, California 92008-6603 Tel; 760,931,7700 Fax: 760,931.8680 Results of confluence: Total flow rate a 14.846(CPS) Tirae of concentration a 13.752 min. Effective stream area after confluence -7.190(Ac.) Process from Point/Station 510.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 512.000 Upstreara point/station elevation - 198.95(Pt.) Downstreara point/station elevation - 187.75(Pt.) Pipe length - 280.00(Ft.) Manning's N - O.Oll No. of pipes - 1 Required pipe flow - 14.846(CFS) Nearest computed pipe diaraeter - 15.00(In.) Calculated individual pipe flow - 14.846(CFS) Normal flow depth in pipe - 11.93(In.) Flow top width inside pipe - 12.10(In.) Critical depth could not be calculated. Pipe flow velocity - 14.18(Ft/s) Travel time through pipe - 0.33 min. Tirae of concentration (TC) - 14.08 min. Process from Point/Station 512.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 514.000 UJ)stream point/station elevation - 187.75(Ft.) Downstream point/station elevation - 187.45(Ft.) Pipe length - 30.00(Pt.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow - 14.846(CPS) Nearest confuted pipe diaraeter - 21.00(In.) Calculated individual pipe flow - 14.846(CPS) Normal flow depth in pipe - I4.ll(ln.) Flow top width inside pipe - 19.72(In.) Critical Depth - 17.14(In.) Pipe flow velocity - 8.63(Pt/s) Travel time through pipe - 0.06 min. Time of concentration (TC) - 14.14 min. +++++++++H Process from Point/Station **** STREET PLOW TRAVEL TIME 506.000 to Point/Station SUBAREA FLOW ADDITION **** 511.000 Top of street segment elevation - 209.600(Pt.) Bnd of street segraent elevation - 206.800(Pt.) Length of street segraent a 280.000(Ft.) Height of curb above gutter flowline a 6.0(In.) Width of half street (curb to crown) a 20.000(Pt.) Distance from crown to crossfall grade break - 18.500(Ft.) Slope frora gutter to grade break (v/hz) - 0.020 Slope frora grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) « 0.020 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite ICO Carlsbad, California 92008-6603 E-mail; oday@odayconsultants,com Website; www,odayconsultants,com Tel: 760,931,7700 Fax; 760,931,8680 Gutter width - 1.500(Pt.) Gutter hike from flowline - 2.000(In.) Maiming's M in gutter - 0.0130 Manning's N from gutter to grade break - 0.0150 Maiming's N from grade break to crown - 0.0150 Estimated raean flow rate at raidpoint of street - 15.393(CFS) Depth of flow - 0.453(Pt.), Average velocity - 2.962(Ft/s) Streetflow hydraulics at raidpoint of street travel: Halfstreet flow width - 15.799(Ft.) Flow velocity - 2.96(Ft/s) Travel time - 1.58 rain. TC - 15.71 rain. Adding area flow to street Deciraal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Deciraal fraction soil group D - 1.000 [SINQLE FAMILY area type ] Rainfall intensity - 3.273(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea runoff - 0.954(CFS) for 0.530(Ac.) Total runoff - 15.800(CPS) 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(Pt/s) Flow width (from curb towards crown)- 15.963(Ft.) Process from Point/Station 511.000 to Point/Station 514.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 206.800(Pt.) End of street segment elevation - 196.500(Pt.) Length of street segment - 300.000(Pt.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Pt.) 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(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 Maiming'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 - 16.230(CFS) Depth of flow a 0.389(Ft.), Average velocity a 4.799(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width a 12.603(Pt.) Plow velocity a 4.80(Pt/s) Travel time - 1.04 min. TC - 16.76 min. Adding area flow to street Deciraal fraction soil group A a o.OOO Deciraal fraction soil group B a o.OOO Deciraal fraction soil group C - 0.000 O'Day Consuttants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: VKWw,cxiay<xjnsu)tants,com Carlsbad. California 92008-6603 Tel: 760,931.7700 Fax: 760.931.8680 Deciraal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity a 3.140(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational method,QBKCIA, C Subarea runoff a 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(Pt/s) Plow width (from curb towards crown)- 12.696(Ft.) 0.550 Process from Point/Station 514.000 to Point/Station **** SUBAREA FLOW ADDITION **** 514.000 Deciraal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Deciraal fraction soil group C - 0.000 Decimal fraction soil group D - l.OOO [SINGLE FAMILY area type Tirae of concentration - 16, ] .76 rain. Rainfall intensity - 3.140(In/Hr) for a 100.0 year storm Rimoff coefficient used for sub-area. Rational method,Q-KCIA, C Subarea runoff - 5.060(CFS) for 2.930(Ac.) Total runoff - 21.586(CPS) Total area - 11.07(Ac. 0.550 Process from Point/Station 514.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 516.000 Instream point/station elevation - 187.45(Ft.) Downstream point/station elevation - 185.00(Pt.) Pipe length - 122.00(Ft.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow - 21.586(CPS) Nearest conputed pipe diameter - 21.00(In.) Calculated individual pipe flow - 21.586(CFS) 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 OP MAIN STREAMS **** 516.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area - 11.070(Ac.) Rimoff from this stream - 21.586(CPS) Time of concentration - 16.92 min. Rainfall intensity - 3.120(In/Hr) Program is now starting with Main Stream No. 2 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail; oday@odayconsultants,com Website; www,odayconsultants,com Tel; 760,931,7700 Fax: 760,931,8680 !•+++++++++++++++++ Process from Point/Station 902.000 to Point/Station 904.000 **** INITIAL AREA EVALUATION **** Deciraal fraction soil group A - 0.000 Deciraal fraction soil group B > 0.000 Deciraal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance - 80.00(Ft.) Highest elevation - 270.30(Ft.) Lowest elevation - 269.40(Ft.) Elevation difference - 0.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) a 8.51 min. TC - [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC - [1.8*(l.l-0.5500)*( 80.00*.5)/( 1.13*(l/3)]- 8.51 Rainfall intensity (I) . 4.860 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff - 0.347(CPS) Total initial streara area - 0.130(Ac.) +++++++• Process from Point/Station **** STRBBT FLOW TRAVEL TIME 904.000 to Point/Station + SUBAREA FLOW ADDITION **** F++++++++ 906.000 Top of Street segraent elevation - 269.400(Pt.) End of street segraent elevation - 242.800(Ft.) Length of street segraent - 240.000(Pt.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Pt.) Distance from crown to crossfall grade break - 18.500(Ft.) Slope frora gutter to grade break (v/hz) - 0.020 Slope frora grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) . 0.020 Gutter width - 1.500(Pt.) Gutter hike from flowline - 2.000(In.) Manning's N in gutter - 0.0130 Maiming's N frora gutter to grade break - 0.0150 Manning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - Depth of flow - 0.142(Ft.), Average velocity - Streetflow hydraulics at raidpoint of street travel Halfstreet flow width - 1.500(Ft.) Flow velocity - 6.05(Pt/s) Travel tirae - 0.66 rain. 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 a o.OOO Decimal fraction soil group D a i.ooo [SINGLE FAMILY area type ] 1.096(CFS) 6.055(Ft/s) 9.17 min. O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, California 92008-6603 E-mail: oday@odayconsultants,com Website: www,odayconsu)tants,com Te): 760,931,7700 Fax: 760,931,8680 Rainfall intensity - 4.631(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - Subarea runoff - 1.426(CFS) for 0.560(Ac.) Total runoff - 1.774(CPS) Total area a 0.69(Ac.) Street flow at end of street - 1.774(CPS) Half street flow at end of street « 0.887(CFS) Depth of flow - 0.183(Ft.), Average velocity - 5.678(Pt/s) Flow width (from curb towards crown)- 2.317(Ft.) 0.550 H++++++++++++++++++++++++++++ Process from Point/Station 906.000 to Point/Station 906.000 **** SUBAREA PLOW ADDITION **** Deciraal fraction soil group A - 0.000 Deciraal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [SINGLE FAMILY area type Time of concentration - 9. ] - . 17 min. Rainfall intensity - 4.631(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational method,Q-KCIA, C Subarea runoff - 0.891(CFS) for 0.350(Ac.) Total runoff - 2.665(CFS) Total area - 1.04(Ac. 0.550 ) +++++++H Process from Point/Station 906.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Prograra estiraated size) **** 910.000 Upstream point/station elevation - 236.40(Pt.) Downstream point/station elevation - 208.00(Ft.) Pipe length - 350.00(Ft.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow - 2.665(CPS) Nearest conputed pipe diameter - 9.00(In.) Calculated individual pipe flow - 2.665(CPS) Normal flow depth in pipe - 4.39(In.) Plow top width inside pipe - 9.00(In.) Critical Depth - 8.44(In.) Pipe flow velocity - 12.47(Pt/s) Travel time through pipe - 0.47 min. Time of concentration (TC) - 9.64 min. +++++++++- Process from Point/Station **** STREET FLOW TRAVEL TIME + 906.000 to Point/Station SUBAREA PLOW ADDITION **** 910.000 Top of street segment elevation - 242.800(Ft.) End of street segment elevation - 215.500(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(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(8) of the street 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 10.000(Pt.) 0.020 0.0150 0.0150 3.255(CFS) 4.750(Pt/s) Distance from curb to property line - Slope from curb to property line (v/hz) Gutter width a 1.500(Pt.) Gutter hike frora flowline a 2.000(In.) Manning's N in gutter a 0.0130 Maiming's N frora gutter to grade break Manning's N frora grade break to crown ^ „.„a.au Estiraated raean flow rate at midpoint of street a Depth of flow - 0.235(Ft.), Average velocity - Streetflow hydraulics at midpoint of street travel- Halfstreet flow width - 4.900(Ft.) Flow velocity - 4.75(Ft/s) Travel time - 1.23 rain. TC - 10.87 min. Adding area flow to street Decimal fraction soil group A - o.OOO Deciraal fraction soil group B - o.OOO Deciraal fraction soil group C - o.OOO Deciraal fraction soil group D - 1.000 [SINGLE FAMILY area type ] Rainfall intensity - 4.151(In/Hr) for a lOO.O year storra Runoff coefficient used for sub-area. Rational method,Q-KCIA. C - Subarea runoff - 1.050(CFS) for 0.460(Ac.) Total runoff - 3.716(CFS) Total area - l.50(Ac) Street flow at end of street - 3.716(CPS) Half street flow at end of street - 1.858(CPS) Depth of flow - 0.243(Ft.), Average velocity - 4.850(Ft/s) Plow width (from curb towards crown)a 5.297(Ft.) 0.550 !*?**L™J»^ Point/Station 910! 000" toloin^/stltior^^^^^glJtJSr **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A « 0.000 ' — Deciraal fraction soil group B a o.OOO Decimal fraction soil group C a o.OOO Decimal fraction soil group D a i.ooo [SINGLE FAMILY area type j Time of concentration a 10.87 min. Rainfall intensity - 4.151(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,QBKCIA, C Subarea runoff a 3.927(CFS) for 1.720(Ac.) Total runoff a 7.643(CFS) Total area a 3 22(Ac 0.550 Process from Point/Station 910.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** K++++++++ 912.000 Instream point/station elevation - 208.00(Ft.) Downstreara point/station elevation a 204.00(Ft.) Pipe length a 85.00(Ft.) Manning's N a o.oil No. of pipes - 1 Required pipe flow - 7.643(CFS) Nearest conputed pipe diaraeter - 12.00(In.) Calculated individual pipe flow - 7.643(CPS) Norraal flow depth in pipe - 8.39(in.) Plow top width inside pipe - ll.OKin.) O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad. California 92008-6603 E-mail; (3day@odayconsultants.com Website: www.odayconsultants.com Te): 760.931.7700 Fax: 760.931.8680 Critical depth could not be calculated. Pipe flow velocity - 13.02(Ft/s) Travel tirae through pipe - o.ll rain. Time of concentration (TC) - 10.98 min. Process from Point/Station 912.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 516.000 Upstream point/station elevation - 204.00(Ft.) Downstream point/station elevation - 185.00(Pt.) Pipe length - 220.00(Pt.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow - 7.643(CFS) Nearest conputed pipe diameter - 12.00(In.) Calculated individual pipe flow - 7.643(CFS) Norraal flow depth in pipe - 6.82(In.) Flow top width inside pipe - 11.89(In.) Critical depth could not be calculated. Pipe flow velocity - 16.58(Pt/s) Travel time through pipe - 0.22 rain. Time of concentration (TC) - 11.20 min. >•+++•••+++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 516.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Streara is listed: In Main Stream number: 2 Stream flow area - 3.220(Ac.) Runoff from this stream - 7.643(CFS) Time of concentration - 11.20 min. Rainfall intensity - 4.072(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(l) Qmax(2) 21.586 7.643 1.000 0.766 m 1.000 1.000 16.92 11.20 1.000 * 1.000 * 0.662 * 1.000 * 3.120 4.072 21.586) + 7.643) + 21.586) + 7.643) + 27.442 21.930 Total of 2 raain streams to confluence: Flow rates before confluence point: 21.586 7.643 Maximum flow rates at confluence using above data: 27.442 21.930 Area of streams before confluence: 11-070 3.220 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, Califomia 92008-6603 E-mail; oday@odayconsultants,com Website: www,CKtayconsuttants,com Tel: 760,931.7700 Fax: 760.931.8680 Results of confluence: Total flow rate - 27.442(CFS) Time of concentration - 16.922 rain. Effective stream area after confluence 14.290(Ac.) Process from Point/Station 516.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Prograra estiraated size) **** Upstream point/station elevation - 185.00(Ft.) Downstream point/station elevation - 178.40(Pt ) Pipe length - 90.00(Ft.) Manning's N - 0.011 No. of pipes - 1 Required pipe flow - 27.442(CPS) Nearest conputed pipe diameter - 18.00(In.) Calculated individual pipe flow - 27.442(CPS) Normal flow depth in pipe - 12.36(In.) Flow top width inside pipe - 16.70(In.) Critical depth could not be calculated. Pipe flow velocity - 2l.2l(Pt/s) Travel time through pipe - 0.07 rain. Time of concentration (TC) - 16.99 min. I-++++++++++ 518.000 !*!**o!«»^'" Point/Station 911! 000' to'poin^/sta^nr'"'*''*9n!ooo* **•* STREET PLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** Top of Street segment elevation - 214.900(Ft.) ~ End of street segment elevation - 211.300(Ft.) Length of street segraent - 95.000(Pt.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Pt.) Distance from crown to crossfall grade break - 18.500(Ft ) Slope frora gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) a 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line a lo.OOO(Pt.) Slope from curb to property line (v/hz) a 0.020 Gutter width a 1.500(Pt.) Gutter hike from flowline a 2.000(In.) Manning's N in gutter a 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 - 0.442(Ft.), Average velocity - Streetflow hydraulics at midpoint of street travel Halfstreet flow width a 15.283(Ft.) Plow velocity a 5.65(Pt/s) 27.557(CPS) 5.651(Ft/s) Travel time - 0.28 min. TC - Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B a o.OOO Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 (SINGLE FAMILY area type 17.27 min. O'Day Consuttants Inc. 2710 Loker Avenue West, Suite IOO Carisbad, California 92008-6603 E-mail; oday@odayconsu)tants,com Website: viww,odayconsu)tants,com Tel; 760,931,7700 Fax; 760,931,8680 Rainfall intensity - 3.079(In/Hr) for a lOO.O year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C - Subarea runoff - 0.203(CPS) for 0.120(Ac.) Total runoff - 27.645(CFS) Total area - l4.4l(Ac.) Street flow at end of street - 27.645(CFS) Half street flow at end of street - 13.823(CPS) Depth of flow - 0.443(Ft.), Average velocity - 5.655(Ft/s) Plow width (frora curb towards crown)- 15.303(Pt.) 0.550 _ , , , TTTTTTT^-r + + + + + + + + + + + Process from Point/Station 913.000 to Point/Station 518.000 **** STREET PLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 211.300(Ft.) End of street segraent elevation - 191.100(Ft.) Length of street segraent - 310.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break - 18.500(Ft.) Slope frora gutter to grade break (v/hz) a 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.) Maiming's N in gutter - 0.0130 Manning's N from gutter to grade break - 0.0150 Manning's N from grade break to crown - 0.0150 Estiraated mean flow rate at raidpoint of street - Depth of flow - 0.413(Ft.), Average velocity - Streetflow hydraulics at raidpoint of street travel: Halfstreet flow width - 13.815(Ft.) Flow velocity - 6.98(Pt/s) Travel time - 0.74 min. TC - 18.01 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 - 2.997(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.550 Subarea nmoff - 0.709(CPS) for 0.430(Ac.) Total nmoff - 28.354(CFS) Total area - 14.84(Ac.) Street flow at end of street - 28.354(CPS) Half street flow at end of street - 14.177(CFS) Depth of flow - 0.414(Ft.), Average velocity - 6.994(Ft/s) Flow width (from curb towards crown)- 13.873(Pt.) 28.058(CFS) 6.976(Ft/s) ++++++++•1 Process from Point/Station 518.000 to Point/Station **** SUBAREA PLOW ADDITION **** Decimal fraction soil group A - o.OOO (•++++++ 518.000 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, California 92008-6603 E-mail: oday@odayconsultants,com Website: www,odayconsultants,com Te): 760,931,7700 Fax; 760,931,8680 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D-l ooo [SINGLE FAMILY area type Time of concentration a is. ] —01 rain. RSiof?^Li?J?"?^'r " . . 2.997(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, C - Subarea runoff - 1.236(CFS) for 0.750(Ac.) Total runoff - 29.591(CFS) Total area - l5.59(Ac ) 0.550 **J**;fJS!!' "«-000 to Point/Station **** SUBAREA PLOW ADDITION **** 518.000 Decimal fraction soil group A - o.OOO Decimal fraction soil group B - o.OOO Decimal fraction soil group C - 0.000 Decimal fraction soil group D - l.OOO [SINGLE FAMILY area type Tirae of concentration a i8, ] ...w.Ol min. Jjio^^iol;^?''-^''^ " . 2.997(In/Hr) for a 100.0 year stom Runoff coefficient used for sub-area. Rational method,QBKCIA, C a Subarea runoff a 0.181(CPS) for 0.1l0(Ac ) Total runoff - 29.772(CFS) Total area 15.70(Ac.) 0.550 !*?**of«*''°" Point/Station 518.000 to Point/station **** SUBAREA PLOW ADDITION **** 518.000 Decimal fraction soil group A - o.OOO Decimal fraction soil group B - 0.000 Deciraal fraction soil group C - 0.000 Decimal fraction soil group D - l.OOO [SINGLE FAMILY area type Time of concentration a i8, ] — .01 min. p^i^f;^^ ^Sr?^*"^ • 2.997(In/Hr) for a lOO.O year stom Runoff coefficient used for sub-area. Rational method,QBKCIA, C - 0 550 Subarea runoff - 0.033(CFS) for 0.020(Ac ) ^ - 0-550 Total nmoff - 29.805 (CPS) Total area -* 15.72 (Ac.) Process from Point/Station 518.000 to Point/Station 520 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation - 178.40(Ft ) " Downstreara point/station elevation - 174 50(Pt ) Pipe length - 50.00(Ft.) Manning's N - o.oil No. of pipes a 1 Required pipe flow . 29.805(CFS) Nearest conputed pipe diameter - 18.00(In ) Calculated individual pipe flow - 29.805(CPS) Normal flow depth in pipe » 12.87(In.) Plow top width inside pipe - 16.25(in.) Critical depth could not be calculated. Pipe flow velocity - 22.06(Ft/s) O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carlstjad, Califomia 92008-6603 E-mail: oday@odayconsultants,com Website; www,odayconsultants,com Tel: 760,931,7700 Fax; 760,931,8680 Travel time through pipe - 0.04 min. Time of concentration (TC) - 18.05 min. End of conputations, total study area - 15 72 (Ac ) O'Day Consuttants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Cartsbad, California 92008-6603 Te): 760,931,7700 Fax; 760,931,8680 SECTION 7 lil lii III M \ i i i i! tl n ii : i || •5 ! } •'t i 1 Lof =- 0'^2/^L \\ - 35 ' i i ^100--I'Z'J 0 n i ! 1 i i il i 0.3n V i i 1 1 --Hr- \— <^m" l-^^^^t ' — ^ _ A^tti^Consuttante Inc. J ';*^fr^,;i.^p-A^lwf*t'^„t»-(f^.p- ^2 i^ie^grte: wwwreday6ensultants,<;em- ^ CiMlsbad, CaliI6rnm2008-6603 Tel: 760.931.7i00 Fax: TpO^I ,86afi 1 I / I I ^ o/m_ — ,, , . _ 1 i r i 1 1 f- ~ —\s>/n i ! ^, : ll i 1 1 j Sv---^J2^s i i 1 i IH m!^.^^ 72.+7/, 44- /jo^<^Q^fjin^^ Qc&^fk^-LcEi, ^ yjk '^^yp''""J'*3"<» E-mail: oday@odayconsultants,com gin I nkw AvecmaWssl.ajileJi]fl y^6ate:jvwyv,Qday.cpnsultaiitS£orn__ Carlsbad, California 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680,' J_-._^ ro-(TOuo lei:/DU,av3i,//-uu l-ax: 760,931,8680, , Mch Q <&7L. Tl^TPlsm (UipYk^ Q - 0.1L(AAU()^- O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue WflSt, fimlaJJM Website; www nrlayrnnc, .Itantg rnm , Carisbad, Califomia 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680 4|L iil ^12. g. j^7S- f;6g in h-l L^l^' i-i ir^p ^fi-t c^cPG i^^y LmiMi |0nsultants Inc. E-mail: oday@odayconsultants.com fir Avenue West. SuitfilQfl WebsrteMAjVTO^^^ Carlsbad, Californa 92008-6603 ^ Tel; 760.931,1700 .Fax; 760,931,8680 , :i I iil O.^. S4-^ cf^ ^ O.^^rjF<.^.72. ^= A1\/S:< : t \ \ Li M 1 • li 4.ZJ-0,-7 L('i9. fes') i ' ' ^ " ' • • ' .11 1.- — ,„ . , _, 1 1-I fj 1 • .-J —.- V li u ji • • • • ' •• i 1 i • • —•— 1 .—14 !l \\ ; j I gico-^-^l^S , -j>ni--0.'1L/f).i>tO.'i>7'^^' ^ (Ulair Consultaits Inc. > I i —i -.^ f7hy nl<pr.A^Bi/ieWR«=Ki ml iia j I ^ *- Jirlbtod, cSomia 92008-6603 Tel: 760,931.7700 Fax;^60,93| ,8680 i I , , 9M. A(J?^ B-1 iKilef- L* E-mail; oday@odayconsuitants.com Wl^h.Sitfi- www.odayconsiillant.<! r.r,m 1 1 zzzzizziizzzizzr -lii- Q^QnLLA±4^ i_diroaUa52-l) O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 -LaHec Ayenye West, Suite 100 Website; www.odayconsultants,com Carisbad, California 92008-6603 Tel: 760,931,7700 Fax; 760,931,8680 L 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: 05/30/03 COLLEGE BLVD HYDROLOGY STUDY SYSTEM 100 NOV. 15 2001 (REVISED MAY 30, 2003) BY:CSO J.N. 98-1020 FILE:C0LBD2.OUT ********* Hydrology Study Control Information ********** O'Day Consultants, San Diego, California - S/N 10125 Rational hydrology study stom event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 Adjusted 6 hour precipitation (inches) = 2.600 P6/P24 = 60.5% San Diego hydrology manual 'C values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 2002.000 to Point/Station 2004.000 **** 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 [COMMERCIAL area type ] Initial subarea flow distance = 100.00(Ft.) Highest elevation = 377.26(Ft.) Lowest elevation = 376.92(Ft.) Elevation difference = 0.34(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 6.45 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*(100.00*.5)/( 0.34*(l/3)]= 6.45 Rainfall intensity (I) = 5.814 for a 100.0 year stom Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.494(CFS) Total initial stream area = 0.100(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + Process from Point/Station 2004.000 to Point/Station 2006.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** O'Day Consuttants Inc. E-mai); oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website; vwrw,odayconsultants,com Cartsbad. California 92008-6603 Tel; 760.931.7700 Fax; 760.931.8680 Top of street segment elevation = 376.920(Ft.) End of street segment elevation = 375.820(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 39.500(Ft.) Slope from gutter to grade break (v/hz) = 0.027 Slope from grade break to crown (v/hz) = 0.027 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(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 = 0.791(CFS) Depth of flow = 0.253(Ft.), Average velocity = 2.007(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.709(Ft.) Flow velocity = 2.01(Ft/s) Travel time = 0.83 min. TC = 7.28 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Rainfall intensity = 5.377 (In/Hr) for a 100.0 year stom Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.548(CFS) for 0.120 (Ac.) Total runoff = 1.043(CFS) Total area = 0.22(Ac.) Street flow at end of street = 1.043(CFS) Half street flow at end of street = 1.043(CFS) Depth of flow = 0.273(Pt.), Average velocity = 2.113(Ft/s) Flow width (from curb towards crown)= 5.436(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.000 to Point/Station 2008.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 371.45(Ft.) Downstream point/station elevation = 370.84(Ft.) Pipe length = 21.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.043(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.043(CFS) Nomal flow depth in pipe = 2.95 (In.) Flow top width inside pipe = 13.34(In.) Critical depth could not be calculated. Pipe flow velocity = 5.50(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 7.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ O'Day Consuttants Inc. E-mail; oday@oclayconsultants.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 2008.000 to Point/Station 2010.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 370.84(Ft.) Downstream point/station elevation = 363.04(Ft.) Pipe length = 205.39(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.043(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.043(CFS) Nomal flow depth in pipe = 2.76 (In.) Flow top width inside pipe = 12.97(In.) Critical depth could not be calculated. Pipe flow velocity = 6.07(Ft/s) Travel time through pipe = 0.56 min. Time of concentration (TC) = 7.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2010.000 to Point/Station 2010.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream nutnber: 1 in nomal stream number 1 Stream flow area = 0.220 (Ac.) Runoff from this stream = 1.043(CFS) Time of concentration = 7.91 min. Rainfall intensity = 5.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3002.000 to Point/Station 3004.000 **** 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 [COMMERCIAL area type ] Initial subarea flow distance = 100.00(Pt.) Highest elevation = 377.31(Ft.) Lowest elevation = 374.09(Ft.) Elevation difference = 3.22(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.05 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(1.1-0.8500)* (100.00*.5)/( 3.22*(l/3)]= 3.05 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year stom Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.641(CFS) Total initial stream area = 0.110(Ac.) ++++++++++++++++++++++++++++-)-++++++++++++++++++++++++++++•)•++++++++++++ Process from Point/Station 3004.000 to Point/Station 3006.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 374.090(Ft.) O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www,odayconsu)tants,com Carisbad, Califomia 92008-6603 Te): 760,931,7700 Fax: 760,931,8680 End of street segment elevation = 371.600(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 39.500(Ft.) Slope from gutter to grade break (v/hz) = 0.027 Slope from grade break to crown (v/hz) = 0.027 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(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 = 0.990(CFS) Depth of flow = 0.241(Ft.), Average velocity = 2.929(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.245(Ft.) Flow velocity = 2.93(Ft/s) Travel time = 0.57 min. TC = 5.57 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 [COMMERCIAL area type ] Rainfall intensity = 6.390(In/Hr) for a 100.0 year stom Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.652(CFS) for .0.120(Ac.) Total runoff = 1.292(CFS) Total area = 0.23(Ac.) Street flow at end of street = 1.292(CFS) Half street flow at end of street = 1.292(CFS) Depth of flow = 0.259(Ft.), Average velocity = 3.065(Ft/s) Flow width (from curb towards crown)= 4.922(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3006.000 to Point/Station 2010.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 363.67(Ft.) Downstream point/station elevation = 363.04(Pt.) Pipe length = 21.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.292(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.292(CFS) Nomal flow depth in pipe = 3.26 (In.) Flow top width inside pipe = 13.86(In.) Critical Depth = 5.10(In.) Pipe flow velocity = 5.93(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 5.63 min. ++++++++-F+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2010.000 to Point/Station 2010.000 O'Day Consuttants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsuftants,com Cartsbad, Califomia 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.230(Ac.) Runoff from this stream = 1.292(CFS) Time of concentration = 5.63 min. Rainfall intensity = 6.347(In/Hr) Sutranary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.043 7.91 5.098 2 1.292 5.63 6.347 Qmax(l) = Qmax(2) = 1.000 * 1.000 * 1.043) + 0.803 * 1.000 * 1.292) + = 2.081 1.000 * 0.712 * 1.043) + 1.000 * 1.000 * 1.292) + = 2.035 Total of 2 streams to confluence: Flow rates before confluence point: 1.043 1.292 Maximum flow rates at confluence using above data: 2.081 2.035 Area of streams before confluence: 0.220 0.230 Results of confluence: Total flow rate = 2.081(CFS) Time of concentration = 7.906 min. Effective stream area after confluence = 0.450 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2010.000 to Point/Station 2012.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 363.04(Ft.) Downstream point/station elevation = 357.14(Pt.) Pipe length = 205.39(Ft.) Manning's N = 0.013 No. of pipes = 1 Reguired pipe flow = 2.081(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.081(CPS) Nomal flow depth in pipe = 4.15 (In.) Flow top width inside pipe = 15.17(In.) Critical Depth = 6.53(In.) Pipe flow velocity = 6.74(Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 8.41 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2012.000 to Point/Station 2012.000 **** CONFLUENCE OF MINOR STREAMS **** O'Day Consultants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Cartsbad, Califomia 92008-6603 Tel: 760.931.7700 Fax; 760.931.8680 Along Main Stream number: 1 in nomal stream number 1 Stream flow area = 0.450(Ac.) Runoff from this stream = 2.081(CFS) Time of concentration = 8.41 min. Rainfall intensity = 4.897(In/Hr) +++++•^•t•••"^+-^-t"^++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + Process from Point/Station 4002.000 to Point/Station 4004.000 **** 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 [COMMERCIAL area type ] Initial subarea flow distance = 100.00(Ft.) Highest elevation = 373.04(Ft.) Lowest elevation = 368.39(Pt.) Elevation difference = 4.65(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2.70 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*(100.00*.5)/( 4.65*(l/3)]= 2.70 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year stom Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.641(CPS) Total initial stream area = 0.110(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^.++++^.^^.^.^^. Process from Point/Station 4004.000 to Point/Station 4006.000 **** STREET FLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** Top of street segment elevation = 368.390(Ft.) End of street segment elevation = 364.460(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Pt.) Distance from crown to crossfall grade break = 39.500(Ft.) Slope from gutter to grade break (v/hz) = 0.027 Slope from grade break to crown (v/hz) = 0.027 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(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 = 0.990(CFS) Depth of flow = 0.226(Ft.), Average velocity = 3.565(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.682(Ft.) Flow velocity = 3.57(Ft/s) Travel time = 0.47 min. TC = 5.47 min. O'Day Consuttants Inc. E-mail: oday@odayconsuttants.com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Cartsbad, Califomia 92008-6603 Te): 760.931,7700 Fax; 760,931,8680 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 [COMMERCIAL area type ] Rainfall intensity = 6.467 (In/Hr) for a 100.0 year stom Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.660(CFS) for 0.120(Ac.) Total runoff = 1.300(CFS) Total area = 0.23(Ac.) Street flow at end of street = 1.300(CFS) Half street flow at end of street = 1.300(CFS) Depth of flow = 0.244(Ft.), Average velocity = 3.706(Ft/s) Flow width (from curb towards crown)= 4.356(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4006.000 to Point/Station 2012.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 357.77(Ft.) Downstream point/station elevation = 357.14(Ft.) Pipe length = 21.25(Pt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.300(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.300(CFS) Nomal flow depth in pipe = 3.27 (In.) Plow top width inside pipe = 13.87(In.) Critical Depth = 5.12(In.) Pipe flow velocity = 5.94(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 5.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2012.000 to Point/Station 2012.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream nuinber: 1 in nomal stream number 2 Stream flow area = 0.230(Ac.) Runoff from this stream = 1.300(CPS) Time of concentration = 5.53 min. Rainfall intensity = 6.422(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.081 8.41 4.897 2 1.300 5.53 6.422 Qmax(1) Qmax(2) = 1.000 * 1.000 * 2.081) + 0.763 * 1.000 * 1.300) + = 3.072 1.000 * 0.657 * 2.081) + 1.000 * 1.000 * 1.300) + = 2.667 O'Day Consuttants Inc. E-mai): oday@odayconsu)tants.com 2710 Loker Avenue West, Suite 100 Website: www,odayconsu)tants,com Carisbad, Califomia 92008-6603 Te): 760,931.7700 Fax; 760.931.8680 Total of 2 streams to confluence: Flow rates before confluence point: 2.081 1.300 Maximum flow rates at confluence using above data: 3.072 2.667 Area of streams before confluence: 0.450 0.230 Results of confluence: Total flow rate = 3.072(CFS) Time of concentration = 8.414 min. Effective stream area after confluence = 0.680(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++^.^.^.^.^^^^^^^^^^^^^^^^^^^ Process frora Point/Station 2012.000 to Point/Station 2014.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation = 357.14(Ft.) Downstream point/station elevation = 345.99(Ft.) Pipe length = 205.39(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.072(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.072(CFS) Nomal flow depth in pipe = 4.31 (In.) Flow top width inside pipe = 15.36(In.) Critical Depth = 8.00(In.) Pipe flow velocity = 9.46(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 8.78 min. ++++++++++++++++++++++++++++++++++++++++++++^.++^.^.^.^^^^^^^^^^^^^^^_^^^_^^ Process from Point/Station 105.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.680(Ac.) Runoff from this stream = 3.072(CFS) Time of concentration = 8.78 min. Rainfall intensity = 4.766(In/Hr) ++++++++-F+++++++ ++++++++++++++++++++++++++++++^.+^.^.+^^^^^^^^^^^^^_j._^^_i^_i^^ Process from Point/Station 5002.000 to Point/Station 5004.000 **** 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 [COMMERCIAL area type ] Initial subarea flow distance = 100.00(Ft.) Highest elevation = 364.46(Ft.) Lowest elevation = 359.81(Ft.) Elevation difference = 4.65(Ft.) Time of concentration calculated by the urban 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 areas overland flow method (App X-C) = 2.70 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*(100.00*.5)/( 4.65*(l/3)]= 2.70 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year stom Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.641(CFS) Total initial stream area = 0.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 5004.000 to Point/Station 5006.000 **** STREET FLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** 0.0150 0.0150 Top of street segment elevation = 359.810(Ft.) End of street segment elevation = 354.450(Ft.) Length of street segment = 100.000(Pt.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Pt.) Distance from crown to crossfall grade break = 39.500(Pt.) Slope from gutter to grade break (v/hz) = 0.027 Slope from grade break to crown (v/hz) = 0.027 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = Manning's N from grade break to crown Estimated mean flow rate at midpoint of street Depth of flow = 0.215(Ft.), Average velocity Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.298(Ft.) Flow velocity = 4.10(Ft/s) Travel time = 0.41 min. TC = 5.41 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 [COMMERCIAL area type ] Rainfall intensity = 6.513(In/Hr) for a 100.0 year stom Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.664(CFS) for 0.120(Ac.) Total runoff = 1.305(CFS) Total area = 0.23(Ac.) Street flow at end of street = 1.305(CFS) Half street flow at end of street = 1.305(CFS) Depth of flow = 0.234(Ft.), Average velocity = 4.23 0(Ft/s) Flow width (from curb towards crown)= 3.980(Ft.) 0.990(CPS) 4.099(Pt/s) + + +++++++++ +++++ + + ++++++++++++++++++++++++++++++++++++++++++++++-)-+++++ Process from Point/Station 5006.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 346.64(Ft.) O'Day Consuttants 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 Downstream point/station elevation = 346.00(Pt.) Pipe length = 21.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.305(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.305(CPS) Nomal flow depth in pipe = 3.26 (In.) Flow top width inside pipe = 13.87(In.) Critical Depth = 5.12(In.) Pipe flow velocity = 5.98(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 5.47 min. •F-F-F-F •+• + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 105.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nomal stream number 2 Stream flow area = 0.230(Ac.) Runoff from this stream = 1.305(CFS) Time of concentration = 5.47 min. Rainfall intensity = 6.468(In/Hr) Summary of stream data: Stream Plow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3. 072 8 .78 4 766 2 1. 305 5 .47 6 468 Qmax(l) - 1. 000 * 1 .000 * 3 072) + 0. 737 * 1 .000 * 1 305) + = 4 .034 Qmax(2) = 1. 000 * 0 .623 * 3 072) + 1. 000 * 1 .000 * 1 305) + 3 .218 Total of 2 streams to confluence: Flow rates before confluence point: 3.072 1.305 Maximum flow rates at confluence using above data: 4.034 3.218 Area of streams before confluence: 0.680 0.230 Results of confluence: Total flow rate = 4.034(CFS) Time of concentration = 8.776 min. Effective stream area after confluence = 0.910(Ac.) -F-F + + -F + -F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 105.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 346.00(Ft.) Downstream point/station elevation = 334.40(Ft.) Pipe length = 147.74(Ft.) Manning's N = 0.013 O'Day Consuttants 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 No. of pipes = 1 Required pipe flow = 4.034(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.034(CFS) Normal flow depth in pipe = 4.50(In.) Flow top width inside pipe = 15.59(In.) Critical Depth = 9.23(In.) Pipe flow velocity = 11.67(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 8.99 min. •F-F-F-F-F-F + -F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++ + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 106.000 to Point/Station 106.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.910(Ac.) Runoff from this stream = 4.034(CFS) Time of concentration = 8.99 min. Rainfall intensity = 4.693(In/Hr) •F-F-t--F-F-F-F-F-F-F + -F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 201.000 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 [COMMERCIAL area type ] Initial subarea flow distance = 100.00(Ft.) Highest elevation = 377.26(Ft.) Lowest elevation = 376.92(Ft.) Elevation difference = 0.34(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 6.45 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC = [1.8*(l.l-0.8500)*(100.00*.5)/( 0.34*(l/3)]= 6.45 Rainfall intensity (I) = 5.814 for a 100.0 year stom Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.494(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 376.920(Ft.) End of street segment elevation = 344.340(Pt.) Length of street segment = 846.440(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 39.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 O'Day Consuttants Inc. E-mail: oday@odayccinsultants.com 2710 Loker Avenue West. Suite 100 Website; www.odayconsultants.com Cartsbad, California 92008-6603 Tel: 760.931.7700 Fax; 760.931.8680 street flow is on [1] 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 frora flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.534(CFS) Depth of flow = 0.310(Ft.), Average velocity = 4.149(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.655(Ft.) Flow velocity = 4.15(Ft/s) Travel time = 3.40 min. TC = 9.85 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 [COMMERCIAL area type ] Rainfall intensity = 4.424 (In/Hr) for a 100.0 year stom Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = Subarea runoff = 4.626(CFS) for 1.230 (Ac.) Total runoff = 5.120(CFS) Total area = 1.33 (Ac.) Street flow at end of street = 5.120(CFS) Half street flow at end of street = 5.120(CFS) Depth of flow = 0.340(Ft.), Average velocity = 4.508(Ft/s) Flow width (from curb towards crown)= 10.165(Ft.) 0.850 •F + -F-F-F-F-F-t--F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 336.42(Ft.) Downstream point/station elevation = 335.10(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.120(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.120(CFS) Nomal flow depth in pipe = 6.76 (In.) Flow top width inside pipe = 17.43(In.) Critical Depth = 10.45(In.) Pipe flow velocity = 8.44(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 9.95 min. •F-F-F-F-F-F-F-F-F-F ••• + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 204.000 to Point/Station 204.000 **** 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 [COMMERCIAL area type 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 Time of concentration = 9,95 min. Rainfall intensity = 4.396(In/Hr) for a 100.0 year stom Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0 850 Subarea runoff = 0.523(CFS) for 0.140(Ac ) Total runoff = 5.643(CFS) Total area = 1.47(Ac.) **?*^n^o^''°"' Point/Station 204.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 335.10(Pt.) Downstreara point/station elevation = 334 44(pt ) Pipe length = 21.25(Ft.) Manning's N'= 0.013 No. of pipes = 1 Required pipe flow = 5.643(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.643(CFS) Nomal flow depth in pipe = 6.82 (In.) Plow top width inside pipe = 17.46(In.) Critical Depth = 11.00(In.) Pipe flow velocity = 9.20(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 9.93 min. **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nomal stream nuraber 2 Stream flow area = 1.470(Ac.) Rvinoff from this stream = 5.643 (CFS) Time of concentration = 9.98 min. Rainfall intensity = 4.385(In/Hr) Summary of stream data: ^Nr^" ^'(CPsf' r^*" . ^"'"'"'^ intensity NO. (CFS) (mm) (In/Hr) 1 2 Qmax(1) Qmax(2) 4 .034 8 .99 4 .693 5 .643 9 98 4 .385 1 000 * 1 000 * 4 .034) + 1 000 * 0 900 * 5 643) + = 0 934 * 1. 000 * 4 034) + 1. 000 * 1. 000 * 5 643) + 9.113 9.412 Total of 2 streams to confluence: Flow rates before confluence point: 4.034 5.643 Maximum flow rates at confluence using above data- 9-113 9.412 Area of streams before confluence: 0.910 1.470 Results of confluence: O'Day Consuttants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Cartsbad, Catifornia 92008-6603 Te): 760,931,7700 Fax; 760.931.8680 Total flow rate = 9.412(CPS) Time of concentration = 9.985 min. Effective stream area after confluence = 2.380(Ac.) !**rof™^f°" Pomt/Station 106.000 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 [COMMERCIAL area type j Time of concentration = 9.93 min Rtmoff " 4.385(In/Hr) for a 100.0 year stom l^tll used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 1.938(CFS) for 0.520(Ac) Total runoff = 11.350(CFS) Total area = 2.90(Ac.) ***f orJ^fl''"^"''/^''^''"" "O'-OOO t° Point/Station 108.OOO **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 334.40(Ft ) Downstream point/station elevation = 321 00(Ft ) Pipe length = 228.56(Ft.) Manning's N = 0 oi3 No. of pipes = 1 Required pipe flow = 11.350(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 11.350(CFS) Nomal flow depth in pipe = 8.43 (In.) Flow top width inside pipe = 17.96(In.) Critical Depth = 15.43(In.) Pipe flow velocity = 13.98(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 10.26 min. !^°r??,^^°l^°^"^/Station 108.000 to Point/Station ill. oil **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 321.00 (Ft ) Downstream point/station elevation = 301 40(Pt ) Pipe length = 234.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.350(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 11.350(CFS) Normal flow depth in pipe = 7.62(In.) Flow top width inside pipe = 17.79(In.) Critical Depth = 15.43(In.) Pipe flow velocity = 15.95(Pt/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 10.50 min. O'Day Consuttants Inc. E-mail: oclay@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants,oom Cartsbad, Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Process from Point/Station 110.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nomal stream number 1 Stream flow area = 2.900 (Ac.) Runoff from this streara = 11.350(CFS) Time of concentration = 10.50 min. Rainfall intensity = 4.245(In/Hr) Process from Point/Station 301.000 to Point/Station 302 000 «*** 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 [COMMERCIAL area type ] Initial subarea flow distance = 100.00(Ft.) Highest elevation = 344.76(Ft.) Lowest elevation = 337.76(Ft.) Elevation difference = 7.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2.35 min TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*(100.00*.5)/( 7.00*(l/3)]= 2.35 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year stom Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.582(CFS) Total initial stream area = 0.100 (Ac.) ^+++•^•^+•^•|••^•^++•^•^•^•>•-^-t..t••^.^.^.^^.+++++++.t.++++++.^.+.^+.^+^^ Process from Point/Station 302.000 to Point/Station 303 000 **** STREET PLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 337.760(Ft.) End of street segment elevation = 313.960(Ft.) Length of street segment = 363.560(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 39.500(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 [1] 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 frora grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = l 951(CPS) Depth of flow = 0.251(Ft.), Average velocity = 4.548(Ft/s) O'Day Consuttants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite IOO Website: www,odayconsul1ants,com Carlsbad, Califomia 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.713(Ft.) Flow velocity = 4.55(Ft/s) Travel time = 1.33 min. TC = 6.33 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 [COMMERCIAL area type ] Rainfall intensity = 5.882 (In/Hr) for a 100.0 year stom Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 2.350(CFS) for 0.470(Ac.) Total runoff = 2.932(CFS) Total area = 0.57(Ac.) Street flow at end of street = 2.932(CFS) Half street flow at end of street = 2.932(CFS) Depth of flow = 0.277(Ft.), Average velocity = 4.917(Ft/s) Flow width (from curb towards crown)= 7.027(Ft.) Process from Point/Station 303.000 to Point/Station 110 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation = 302.95(Ft.) Downstream point/station elevation = 301.40(Ft.) Pipe length = 69.25(Pt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.932(CPS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.932(CFS) Nomal flow depth in pipe = 5.27 (In.) Plow top width inside pipe = 16.38(In.) Critical Depth = 7.80(In.) Pipe flow velocity = 6.81(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 6.50 min. + + + + + + + + + + + + + + + + + + + + + + + + -n. + + + + + + + + + + + + + + + + + + + + + + + 4. + + + + + ^.^. + + ^. + ^^^^^^^^^ Process from Point/Station 110.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nomal stream nutnber 2 Stream flow area = 0.570(Ac.) Runoff from this stream = 2.932(CFS) Time of concentration = 6.50 min. Rainfall intensity = 5.783(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++^.+^.^.^.^^^^^^^^^^^^^^_^^_^_j__^^_j_ Process from Point/Station 304.000 to Point/Station 305.000 **** 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 O'Day Consuttants Inc. E-mail: oday@odayconsultants,oom 2710 Loker Avenue West, Suite 100 Website; www,odayconsuitants,com Cartsbad, California 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680 [COMMERCIAL area type ] Initial subarea flow distance = 100.00(Ft.) Highest elevation = 344.76(Ft.) Lowest elevation = 337.76(Pt.) Elevation difference = 7.00(Ft.) Time of concentration calculated by the urban areas overland flow raethod (App X-C) = 2.35 rain. TC = [1.8*(l.l-c)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*(100.00*.5)/( 7.00*(l/3)]= 2.35 Setting tirae of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year stom Effective rimoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.582(CFS) Total initial stream area = 0.100(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4. + + + + + + + + ^. + ^^.^.^.^^^^^^^^^^^^^^^^^^^^^^^^^^ Process from Point/Station 305.000 to Point/Station 306.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segraent elevation = 337.760(Ft.) End of street segraent elevation = 313.960(Ft.) Length of street segment = 363.560(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 39.500(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 = 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.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N frora grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.951(CFS) Depth of flow = 0.251(Ft.), Average velocity = 4.548(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.713(Ft.) Flow velocity = 4.55(Ft/s) Travel time = 1.33 min. TC = 6.33 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 [COMMERCIAL area type ] Rainfall intensity = 5.882 (In/Hr) for a 100.0 year stom Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 2.350(CFS) for 0.470(Ac.) Total runoff = 2.932(CFS) Total area = 0.57(Ac.) Street flow at end of street = 2.932(CFS) Half street flow at end of street = 2.932(CFS) Depth of flow = 0.277(Ft.), Average velocity = 4.917(Ft/s) Flow width (from curb towards crown)= 7.027(Ft.) O'Day Consuttants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 WebSite: ViWW,odayconsultants.com Cartsbad, California 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 ++++++++^4++^^^^^ ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Process from Point/Station 306.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 110.000 Upstream point/station elevation = 302.07(Ft ) Downstream point/station elevation = 301.40(Ft ) Pipe length = 16.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.932(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.932(CFS) Nomal flow depth in pipe = 4.51 (in.) Flow top width inside pipe = 15.60(In.) Critical Depth = 7.80(In.) Pipe flow velocity = 8.47(Ft/s) Travel time through pipe = 0.03 rain. Tirae of concentration (TC) = 6.36 rain. **?*^o^ Point/Station no.000 to Point/Station TlQ ooo **** CONFLUENCE OF MINOR STREAMS **** -LIO-000 Along Main Stream number: 1 in nomal stream number 3 Stream flow area = 0.570(Ac.) Runoff from this stream = 2.932(CFS) Time of concentration = 6.36 min. Rainfall intensity = 5.863(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(l) Qmax(2) Qmax(3) = 11 .350 10 50 4.245 2 .932 6 50 5.783 2 . 932 6 36 5.863 1 000 * 1. 000 * 11 .350) + 0 734 * 1. 000 * 2 .932) + 0 724 * 1. 000 * 2 .932) + = 1 000 * 0. 619 * 11 .350) + 1 000 * 1. 000 * 2 932) + 0 986 * 1. 000 * 2 932) + = 1. 000 * 0. 606 * 11 350) + 1. 000 * 0. 979 * 2 932) + 1. 000 * 1. 000 * 2. 932) + = 15.625 12.851 12.681 Total of 3 streams to confluence: Flow rates before confluence point: 11.350 2.932 2.932 Maximum flow rates at confluence using above data- 15.625 12.851 12.681 Area of streams before confluence: 2-900 0.570 0.570 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mai); oday@odayconsu)tants.com Website; www.odayconsultants.com Tel; 760.931.7700 Fax: 760.931.8680 Results of confluence: Total flow rate = 15.625(CFS) Time of concentration = 10.502 min. Effective stream area after confluence = 4.040 (Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4.4. + + + 4.4.4^^^^^^^^^^^^^^^^^ Process from Point/Station 110.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 301.40(Ft.) Downstream point/station elevation = 298.35(Ft.) Pipe length = 85.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.625(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 15.625(CPS) Nomal flow depth in pipe = 12.02 (In.) Flow top width inside pipe = 16.95(In.) Critical Depth = 17.02(In.) Pipe flow velocity = 12.47(Pt/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 10.62 min. Process from Point/Station 111.000 to Point/Station 111 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Streara number: 1 Stream flow area = 4.040(Ac.) Runoff from this stream = 15.625(CFS) Time of concentration = 10.62 rain. Rainfall intensity = 4.215(In/Hr) Program is now starting with Main Stream No. 2 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4. + 4.4.^.^^^^^^^^^^^^^^^_^^^^^^^ Process from Point/Station 1301.000 to Point/Station 1302.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Deciraal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Rainfall intensity (I) = 5.400 for a 100.0 year storm User specified values are as follows: TC = 7.23 min. Rain intensity = 5.40(In/Hr) Total area = 0.63(Ac.) Total runoff = 2.38(CFS) + + + + + + + + -F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ^ + ^ + 4.^ + ^^^^^^^^^^^_^_^_^^ Process from Point/Station 1302.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 299.80(Ft.) O'Day Consuttants Inc. E-mai): 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 Downstreara point/station elevation = 299.25(Ft.) Pipe length = 25.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.380(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.380(CFS) Nomal flow depth in pipe = 4.75 (In.) Plow top width inside pipe = 15.87(In.) Critical Depth = 7.00(In.) Pipe flow velocity = 6.37(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 7.30 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++-F+++++++-F++++++-F+ Process from Point/Station 111.000 to Point/Station 111.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Streara flow area = 0.630(Ac.) Runoff from this stream = 2.380(CFS) Time of concentration = 7.30 min. Rainfall intensity = 5.369(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 15.625 10.62 4.215 2 2.380 7.30 5.369 Qmax(l) = 1.000 * 1.000 * 15.625) + 0.785 * 1.000 * 2.380) + = 17.494 Qmax(2) = 1.000 * 0.687 * 15.625) + 1.000 * 1.000 * 2.380) + = 13.118 Total of 2 main streams to confluence: Plow rates before confluence point: 15.625 2.380 Maximum flow rates at confluence using above data: 17.494 13.118 Area of streams before confluence: 4.040 0.630 Results of confluence: Total flow rate = 17.494(CFS) Time of concentration = 10.615 min. Effective stream area after confluence = 4.670(Ac.) + + + + + + + + + + + + + + -f+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -F + + + + + + -F + -F + + + + + + + + Process from Point/Station 111.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** O'Day Consuttants Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 WebSite: www,odayconsultants,com Carlsbad. California 92008-6603 Tel; 760,931,7700 Fax: 760,931,8680 Upstream point/station elevation = 298.35(Ft.) Downstream point/station elevation = 292.99(Ft.) Pipe length = 180.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.494(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 17.494(CFS) Normal flow depth in pipe = 14.23(In.) Flow top width inside pipe = 14.65(In.) Critical depth could not be calculated. Pipe flow velocity = 11.68(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 10.87 min. •F + + + + + + + + +++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -f + + -l.-n.+ Process from Point/Station 112.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 292.99(Ft.) Downstreara point/station elevation = 286.00(Ft.) Pipe length = 118.61(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.494(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 17.494(CFS) Normal flow depth in pipe = 10.95(In.) Flow top width inside pipe = 17.57(In.) Critical depth could not be calculated. Pipe flow velocity = 15.54(Ft/s) Travel tirae through pipe = 0.13 min. Tirae of concentration (TC) = 11.00 min. -F++++++++++++++++++++++++++++++++++++++++++++++++.f+-n-+++++-^.^-^-^+-^+^.-^++^. Process frora Point/Station 113.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Streara number: 1 Streara flow area = 4.670(Ac.) Runoff from this stream = 17.494(CFS) Time of concentration = 11.00 min. Rainfall intensity = 4.120(In/Hr) Program is now starting with Main Stream No. 2 •F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -n- + + + + -H-(. + + .l. + + + + + + + + + Process from Point/Station 1501.000 to Point/Station 1502.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MULTI - UNITS area type ] Rainfall intensity (I) = 3.662 for a 100.0 year stom User specified values are as follows: TC = 13.20 min. Rain intensity = 3.66(In/Hr) O'Day Consuttants Inc. E-mail; oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 Website; www,odayconsultants,com Carlsbad, California 92008-6603 Tel: 760,931,7700 Fax: 760,931,8680 Total area = 13.50(Ac.) Total runoff = 40.80(CFS) •'••••+++++++++++-F+++++++++++++++++++++++++++++ +++++.H.++++++++++++++++++++ Process from Point/Station 1502.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 287.18(Ft.) Downstream point/station elevation = 285.33(Ft.) Pipe length = 93.66(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 40.800(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 40.800(CFS) Nomal flow depth in pipe = 18.63 (In.) Flow top width inside pipe = 29.11(In.) Critical Depth = 25.76(In.) Pipe flow velocity = 12.74(Ft/s) Travel time through pipe = 0.12 min. Tirae of concentration (TC) = 13.32 min. + + + + + + + + +++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4.4.4. + ^4.4 + 4.4^^^^^^^^ Process from Point/Station 113.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 13.500(Ac.) Runoff frora this streara = 40.800(CFS) Time of concentration = 13.32 min. Rainfall intensity = 3.641(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 17.494 11.00 4.120 2 40.800 13.32 3.641 Qmax(1) = 1.000 * 1.000 * 17.494) + 1.000 * 0.826 * 40.800) + = 51.178 Qmax(2) = 0.884 * 1.000 * 17.494) + 1.000 * 1.000 * 40.800) + = 56.259 Total of 2 main streams to confluence: Flow rates before confluence point: 17.494 40.800 Maximum flow rates at confluence using above data: 51.178 56.259 Area of streams before confluence: 4.670 13.500 Results of confluence: Total flow rate = 56.259(CFS) O'Day Consuttants 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 Tirae of concentration = 13.323 rain. Effective streara area after confluence = 18.170(Ac.) Process from Point/Station 113.000 to Point/Station 114 ooo **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 286.00(Ft.) '— Downstream point/station elevation = 280 75(Ft ) Pipe length = 145.67(Ft.) Manning's N = 0.0is No. of pipes = 1 Required pipe flow = 56.259(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 56.259(CPS) Normal flow depth in pipe = 18.89(In.) Flow top width inside pipe = 28.97(lA.) Critical Depth = 28.38(In.) Pipe flow velocity = 17.28(Pt/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 13.46 riiin. **:r!!,^^°l^°^"^/Station 114.000 to Point/Station 116.OOO **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 280.75 (Ft.) ' Downstream point/station elevation = 273 74(Ft ) Pipe length = 173.61(Ft.) Manning's N'= o.ois No. of pipes = 1 Required pipe flow = 56.259(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 56.259(CPS) Norraal flow depth in pipe = 18.19(in.) Flow top width inside pipe = 29.31(lA ) Critical Depth = 28.38(In.) Pipe flow velocity = 18.07(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 13.62 min. Process from Point/Station lis.000 to Point/Station 111 000 **** PIPEFLOW TRAVEL TIME (User specified size) 118-000 **** Upstream point/station elevation = 273.74(Pt.) Downstream point/station elevation = 252 22(Ft ) Pipe length = 294.43(Ft.) Manning's N'= o.ois No. of pipes = 1 Required pipe flow = 56.259(CPS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 56.259(CFS) Nomal flow depth in pipe = 15.13 (in.)* Flow top width inside pipe = 30.00(In.) Critical Depth = 28.38(In.) Pipe flow velocity = 22.57(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 13.84 min. O'Day Consuttanto Inc. E-mail: oday@odayconsultants,com 2710 Loker Avenue West, Suite 100 WebSite; www,odayconsulfants,com Carisbad, California 92008-6603 Tel; 760.931.7700 Fax: 760.931. -F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -H- + + + + + + + + + + + -H + + + + Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 18.170(Ac.) Runoff frora this streara = 56.259(CPS) Time of concentration = 13.84 min. Rainfall intensity = 3.552(In/Hr) •F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -n. + + + .H + -(. + + + + + + + Process from Point/Station 401.000 to Point/Station 402.000 **** 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 [COMMERCIAL area type ] Initial svibarea flow distance = 100.00 (Ft.) Highest elevation = 313.96(Ft.) Lowest elevation = 309.16(Ft.) Elevation difference = 4.80(Ft.) Tirae of concentration calculated by the urban areas overland flow method (App X-C) = 2.67 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*(100.00*.5)/( 4.80*(l/3)]= 2.67 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year stom Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.582(CPS) Total initial stream area = 0.100(Ac.) +-F++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 309.160 (Ft.) End of street segment elevation = 262.620(Ft.) Length of street segment = 903.100(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 39.500(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 = 10.000(Ft.) Slope frora curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike frora flowline = 2.000(In.) 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 = 3.756(CFS) O'Day Consuttants Inc. E-mai): oday@odayconsu)tants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Cartsbad, California 92008-6603 Tel; 760.931.7700 Fax: 760.931.8680 Depth of flow = 0.303(Ft.), Average velocity = 4.713(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.333(Ft.) Flow velocity = 4.71(Ft/s) Travel time = 3.19 min. TC = 8.19 min. Adding area flow to street Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Rainfall intensity = 4.981 (In/Hr) for a 100.0 year stom Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = Subarea runoff = 4.615(CFS) for 1.090(Ac.) Total runoff = 5.198(CFS) Total area = 1.19(Ac.) Street flow at end of street = 5.198(CFS) Half street flow at end of street = 5.198(CPS) Depth of flow = 0.329(Ft.), Average velocity = 5.064(Ft/s) Plow width (from curb towards crown)= 9.612(Ft.) 0.850 •'••'•••••'•++++++++-F++++++++++ +++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 118.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 254.07(Ft.) Downstream point/station elevation = 252.00(Ft.) Pipe length = 71.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.198 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.198(CFS) Nomal flow depth in pipe = 6.64 (In.) Flow top width inside pipe = 17.37(In.) Critical Depth = 10.53(In.) Pipe flow velocity = 8.78(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 8.33 min. •'••'••'••'• + -'- + -'"F-F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -(.-!. + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nomal stream number 2 Stream flow area = 1.190(Ac.) Runoff from this stream = 5.198(CFS) Time of concentration = 8.33 min. Rainfall intensity = 4.929(In/Hr) + + + + + + + + + + + + + + + + + + + + -H. + + + -(. + + + + + + + + + + + + + + + + + + + + + + + + + + 4. + 4. + + 4.^4. + + ^4^^^^^^ Process from Point/Station 501.000 to Point/Station 502.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 10O Cartsbad, Califomia 92008-6603 E-mail; oday@odayconsultants.com Website; www,odayconsultants,com Tel: 760,931,7700 Fax: 760,931,8680 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Initial subarea flow distance = 100.00(Pt.) Highest elevation = 313.96(Ft.) Lowest elevation = 309.16(Pt.) Elevation difference = 4.80(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2.67 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*(100.00*.5)/( 4.80*(l/3)]= 2.67 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year stom Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.582(CPS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 503.000 **** STREET PLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** Top of Street segment elevation = 309.160(Ft.) End of street segraent elevation = 262.620(Ft.) Length of street segment = 903.100(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 39.500(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 = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Pt.) Gutter hike frora flowline = 2.000(In.) Maiming's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N frora grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.756(CFS) Depth of flow = 0.303(Ft.), Average velocity = 4.713(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.333(Ft.) Flow velocity = 4.71(Ft/s) Travel time = 3.19 min. TC = 8.19 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 [COMMERCIAL area type ] Rainfall intensity = 4.981 (In/Hr) for a 100.0 year stom Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 4.615(CFS) for 1.090(Ac.) Total runoff = 5.198(CFS) Total area = 1.19(Ac.) Street flow at end of street = 5.198(CFS) Half street flow at end of street = 5.198(CFS) Depth of flow = 0.329(Ft.), Average velocity = 5.064(Ft/s) Flow width (from curb towards crown)= 9.612(Ft.) O'Day Consuttants Inc. E-mail; oclay@oclayconsultants,com 2710 Loker Avenue West, Suite 100 Website; viww,odayconsultants,com Cartsbad. Califomia 92008-6603 Tel: 760,931.7700 Fax; 760.931.8680 + + + + + + -F + ++ + + + + + + ++ + + -F + + + -F + + + + + + + + + + -l- + + + + + + + + + + + + -H-(- + + -|--H + + + + -|-|.-H + + + + + + + + + Process from Point/Station 503.000 to Point/Station 118.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 252.85(Ft.) Downstream point/station elevation = 252.00(Pt.) Pipe length = 17.83(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.198(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.198(CFS) Nomal flow depth in pipe = 5.82 (In.) Flow top width inside pipe = 16.84(In.) Critical Depth = 10.53(In.) Pipe flow velocity = 10.50(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 8.22 min. •F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -n. + + + .f + + + -|..(. + + + + + + + Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nomal stream number 3 Stream flow area = 1.190(Ac.) Runoff from this stream = 5.198(CFS) Time of concentration = 8.22 min. Rainfall intensity = 4.970(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 56 .259 13 .84 3 .552 2 5 .198 8 .33 4 .929 3 5 .198 8 .22 4 . 970 Qmax(l) = 1 000 * 1 000 * 56 .259) + 0 721 * 1 000 * 5 .198) + 0 715 * 1 000 * 5 .198) + = Qmax(2) = 1 000 * 0 602 * 56 .259) + 1 000 * 1 000 * 5 .198) + 0 992 * 1 000 * 5 .198) + = Qmax(3) = 1 000 * 0 594 * 56 .259) + 1 000 * 0 987 * 5 .198) + 1 000 * 1 000 * 5 .198) + = 63 .720 44.210 43.752 Total of 3 streams to confluence: Flow rates before confluence point: 56.259 5.198 5.198 Maximum flow rates at confluence using above data: 63.720 44.210 43.752 Area of streams before confluence: O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Cartsbad, California 92008-6603 E-mail; oclay@odayconsultants,com Website: www.odayconsultants,com Tel: 760,931.7700 Fax: 760.931.8680 18.170 1.190 1.190 Results of confluence: Total flow rate = 63.720(CFS) Time of concentration = 13.840 min. Effective stream area after confluence = 20.550(Ac.) •F++++++++-F++++++++++++++++++++++++++++++++++++-^-n--|-++++-l--^-^-|.+++++-^-^+++^.+ Process from Point/Station 118.000 to Point/Station 118.000 **** 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 = 13.84 min. Rainfall intensity = 3.552(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.550 Subarea runoff = 0.195(CFS) for 0.100(Ac.) Total runoff = 63.916(CFS) Total area = 20.65(Ac.) -F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + .f-H. + + + + + -1.-I. + + + + + + + + + Process from Point/Station 118.000 to Point/Station 118.000 **** 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 = 13 ] ,84 min. Rainfall intensity = 3.552(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 0.254(CFS) for 0.130(Ac.) Total runoff = 64.170(CFS) Total area = 20.78(Ac.) +++++-F+-F+++++++++++-f+++++-!--(--(--I-•f++-f-I--!.+-(-+++++++++++++++++++++ + Process from Point/Station 118.000 to Point/Station 118.000 **** 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 = 13 ] .84 min. Rainfall intensity = 3.552(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.550 Subarea runoff = 0.996 (CFS) for 0.510 (Ac). Total runoff = 65.166(CPS) Total area = 21.29(Ac.) -F-F-F + + + -F-F + + + + + •F + + + + + + + + + + + + + •t. + -^-). + + + + + + ++ + + + + + -(. + .f + -H. + + + + + + + + + + + + + + + 4 + 4. + + Process from Point/Station 118.000 to Point/Station 120.000 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Cartstiad, Califomia 92008-6603 E-mail: oday@odayconsultants,com Website: viww,odayix>nsultants.com Tel: 760,931.7700 Fax: 760,931,8680 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 252.22(Pt.) Downstream point/station elevation = 248.40(Ft.) Pipe length = 48.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 65.166(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 65.166(CFS) Nomal flow depth in pipe = 16.17 (In.) Flow top width inside pipe = 29.91(In.) Critical depth could not be calculated. Pipe flow velocity = 24.13(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 13.87 min. + + + + + + + + + + + + + + + -H- + + + + + + + .H. + + + + + + + + + + + + + + + + + + + 4. + + 4.4.4.4.^^^^^^^^^^^^^^^^^^ Process from Point/Station 120.000 to Point/Station 120.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nomal stream number 1 Stream flow area = 21.290(Ac.) Runoff from this stream = 65.166(CFS) Time of concentration = 13.87 min. Rainfall intensity = 3.547(In/Hr) + + + + + + + + + + + + + + + + + + -H. + -|..(. + + -H. + + + + + + + + + + + + + + + + + + + + 4.4. + + ^44^^^^.^^^^^^^^_l__^^^ Process from Point/Station 601.000 to Point/Station 602.000 **** USER DEFINED PLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Rainfall intensity (I) = 4.12 9 for a 100.0 year stom User specified values are as follows: TC = 10.96 min. Rain intensity = 4.13(In/Hr) Total area = 2.11(Ac.) Total runoff = 4.82(CFS) + -F + ++++-l-++++-^-^-(--^-^-^-^-^++-^++-^+++ + +++ ++++++++^.+^.+^.4+^^^^^^^^^^^^^^^_^^^^^^^ Process from Point/Station 602.000 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 249.50(Ft.) • Downstream point/station elevation = 248.77 (Ft.) Pipe length = 26.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.82 0(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.820(CPS) Normal flow depth in pipe = 6.44(In.) Flow top width inside pipe = 17.26(In.) Critical Depth = 10.13(In.) Pipe flow velocity = 8.49(Ft/s) Travel time through pipe = 0.05 min. O'Day Consuttants Inc. E-mail; oday@oclayconsultants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Cartsbad, Califomia 92008-6603 Tel: 760,931,7700 Fax: 760.931,8680 Time of concentration (TC) = 11.01 min. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -F + + + + + + + + + + -H-h-f + -f + + + .H.f + + + -(- + + + + -H. Process from Point/Station 120.000 to Point/Station 120.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nomal stream number 2 Stream flow area = 2.110(Ac.) Runoff from this stream = 4.820(CPS) Time of concentration = 11.01 min. Rainfall intensity = 4.117(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 65.166 13.87 3.547 2 4.820 11.01 4.117 Qmax(1) = 1.000 * 1.000 * 65.166) + 0.862 * 1.000 * 4.820) + = 69.319 Qmax(2) = 1.000 * 0.794 * 65.166) + 1.000 * 1.000 * 4.820) + = 56.541 Total of 2 streams to confluence: Flow rates before confluence point: 65.166 4.820 Maximum flow rates at confluence using above data: 69.319 56.541 Area of streams before confluence: 21.290 2.110 Results of confluence: Total flow rate = 69.319(CFS) Time of concentration = 13.873 min. Effective stream area after confluence = 23.400(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 120.000 to Point/Station 122.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 248.44(Pt.) Downstream point/station elevation = 235.72 (Ft.) Pipe length = 257.75(Ft.) Manning's N =^ 0.013 No. of pipes = 1 Required pipe flow = 69.319(CPS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 69.319(CFS) Normal flow depth in pipe = 19.57(In.) Flow top width inside pipe = 28.57(In.) Critical depth could not be calculated. Pipe flow velocity = 20.43(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 14.08 min. O'Day Consuttants Inc. E-nnall: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 WebSite: viAivw.odayconsultants.com Carisbad, Califomia 92008-6603 Te): 760.931.7700 Fax: 760.931.8680 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 124.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 235.72(Ft.) Downstream point/station elevation = 217.84 (Pt.) Pipe length = 255.69(Pt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 69.319(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 69.319(CFS) Nomal flow depth in pipe = 17.44 (In.) Flow top width inside pipe = 29.60(In.) Critical depth could not be calculated. Pipe flow velocity = 23.44(Ft/s) Travel time through pipe = 0.18 min. Tirae of concentration (TC) = 14.27 rain. ++++++++++++++++++++++++++++++-F+++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 126.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 217.84(Ft.) Downstream point/station elevation = 205.84 (Ft.) Pipe length = 169.31(Pt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 69.319(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 69.319(CFS) Nomal flow depth in pipe = 17.34 (In.) Flow top width inside pipe = 29.63(In.) Critical depth could not be calculated. Pipe flow velocity = 23.55(Pt/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 14.39 min. -F+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + -F + + + + + + + + + + + + + + + + ++ + + + + + Process from Point/Station 126.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 205.84(Pt.) Downstream point/station elevation = 182.45(Ft.) Pipe length = 260.69(Pt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 69.319(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 69.319(CPS) Normal flow depth in pipe = 16.13(In.) Plow top width inside pipe = 2 9.92(In.) Critical depth could not be calculated. Pipe flow velocity = 25.78(Ft/s) Travel time through pipe = ,0.17 min. Time of concentration (TC) = 14.55 min. -F-F + + + + -F + + -F + + + -F + + + -F + + + + -F + + -F + + + + + + + + + + -F + + + + + + + + + + + + + + -f + + + -F-F + + + + + -F-F + + + + -F-F Process from Point/Station 128.000 to Point/Station 128.000 O'Day Consuttants Inc. E-mai): oclay@odayconsultanls,com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants,com Carisbad, Califomia 92008-6603 Tel; 760.931.7700 Fax; 760.931.8680 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 23.400(Ac.) Runoff from this streara = 69.319(CFS) Time of concentration = 14.55 min. Rainfall intensity = 3.439(In/Hr) + + + + + + + + + + + + + + + + + -l. + + + -H + + + + + + + + + + + + + + + + + + + + + + + + + + + + +4.4.4.4^^^^^^^^.^^^^_^_^^ Process from Point/Station 701.000 to Point/Station 702.000 **** 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 [COMMERCIAL area type ] Initial subarea flow distance = 100.00(Pt.) Highest elevation = 262.62(Ft.) Lowest elevation = 256.20(Pt.) Elevation difference = 6.42(Pt.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2.42 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*(100.00*.5)/( 6.42*(l/3)]= 2.42 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 = 0.850 Subarea runoff = 0.582(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 702.000 to Point/Station 703.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 256.200(Ft.) End of street segment elevation = 193.540(Ft.) Length of street segment = 896.210(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 39.500(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 [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Pt.) Gutter hike from flowline = 2.000(In.) 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 = 4.076(CPS) Depth of flow = 0.298(Ft.), Average velocity = 5.407(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.071(Ft.) O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Cartsbad, CaMomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Flow velocity = 5.41(Pt/s) Travel time = 2.76 min. TC = 7.76 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 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Rainfall intensity = 5.158(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 5.261(CPS) for 1.200(Ac.) Total runoff = 5.844(CFS) Total area = 1.30(Ac.) Street flow at end of street = 5.844(CFS) Half street flow at end of street = 5.844(CFS) Depth of flow = 0.326(Ft.), Average velocity = 5.852(Ft/s) Plow width (from curb towards crown)= 9.466 (Pt.) ++++++++++++-F+++++++++++++++++++ ++++++++++ ++++++-^-n-++-^-t•+++++-^-^++++++-(-.^ Process from Point/Station 703.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 186.13(Ft.) Downstream point/station elevation = 182.95(Ft.) Pipe length = 68.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.844(CPS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.844(CPS) Nomal flow depth in pipe = 6.23 (In.) Plow top width inside pipe = 17.13(In.) Critical Depth = 11.21(In.) Pipe flow velocity = 10.76(Pt/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 7.87 min. ++++++++++++++++++++++ +++++++++++++++++++++++++++++++++-l-+++++-^+-(•-^--^-n--^+ Process from Point/Station 128.000 to Point/Station 128.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nomal stream number 2 Stream flow area = 1.300(Ac.) Runoff from this stream = 5.844(CPS) Time of concentration = 7.87 min. Rainfall intensity = 5.113(In/Hr) -F + + + + + + -F + + + + + + + + + + + + -(- + + -h + -(- + -|--F-(--H + -|--H + +-f + + -(--f + -H-f-F-t.-(. + + .(. + + + + + + + + + + + +++ + + + + + + Process from Point/Station 801.000 to Point/Station 802.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.00 0 Decimal fraction soil group B = 0.00 0 Decimal fraction soil group C = 0.00 0 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Initial subarea flow distance = 100.00(Ft.) O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710Loi<er Avenue West, Suite 100 Website: www,odayconsu)tants,com Carisbad, Caiifornia 92008-6603 Tel: 760,931,7700 Fax: 760,931.8680 Highest elevation = 262.62(Pt.) Lowest elevation = 256.20(Pt.) Elevation difference = 6.42(Pt.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2.42 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC = [1.8*(l.l-0.8500)*(100.00*.5)/( 6.42*(l/3)]= 2.42 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year stom Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.582(CPS) Total initial stream area = 0.100(Ac.) ++++++++-F++++ +++++++++++++++-^+++-|-++-^+++-|-+•^-^•f-l.-n.-^+++-^.-^.^++++++^.+++++++ + + Process from Point/Station 802.000 to Point/Station 803.000 **** STREET PLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** Top of street segment elevation = 256.200(Ft.) End of street segment elevation = 193.540(Ft.) Length of street segment = 896.210(Pt.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Pt.) Distance from crovm to crossfall grade break = 39.500(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 = 10.000(Ft.) Slope frora curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Marming's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.076(CFS) Depth of flow = 0.298(Ft.), Average velocity = 5.407(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.071(Pt.) Plow velocity = 5.41(Pt/s) Travel time = 2.76 min. TC = 7.76 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 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Rainfall intensity = 5.158 (In/Hr) for a 100.0 year stom Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 5.261(CFS) for 1.200(Ac.) Total runoff = 5.844(CFS) Total area = 1.30(Ac.) Street flow at end of street = 5.844(CFS) Half street flow at end ,of street = 5.844(CPS) Depth of flow = 0.326(Pt.), Average velocity = 5.852(Pt/s) Flow width (from curb towards crown)= 9.466(Ft.) + -F + -F + + + -F + + -F + + + -F + + + -F + + -F-F-F + -F + + + + + + + + + + + -F + + + + + + + + -F + + + + + + + + + + + + + -H-(--n- + + + + + + O'Day Consuttants Inc. E-mail: oday@odayconsuttants.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 803.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 128.000 Upstream point/station elevation = 184.42(Pt.) Downstream point/station elevation = 182.95 (Ft.) Pipe length = 15.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.844(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.844(CFS) Nomal flow depth in pipe = 5.16 (In.) Flow top width inside pipe = 16.28(In.) Critical Depth = 11.21(In.) Pipe flow velocity = 13.96(Pt/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.78 min. + + + + + + + + + + + + + + .f + + .f-H + + + + + + + + + + + + + + + + + + + + + + 4. + ^.^.^^^^^^^^.^^^^^^^_^^_^^^_l^^^^^ Process from Point/Station 128.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 128.000 Along Main Stream number: 1 in nomal stream number 3 Stream flow area = 1.300(Ac.) Runoff from this stream = 5.844(CFS) Time of concentration = 7.78 min. Rainfall intensity = 5.150(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(l) Qmax(2) = Qmax (3) = 69 .319 14 .55 3 .439 5 . 844 7 .87 5.113 5 .844 7 .78 5.150 1 000 * 1 .000 * 69 .319) + 0 673 * 1 000 * 5 .844) + 0 668 * 1 000 * 5 844) + = 1 000 * 0 541 * 69 319) + 1 000 * 1 000 * 5 844) + 0 993 * 1 000 * 5 844) + = 1. 000 * 0. 535 * 69 319) + 1. 000 * 0. 989 * 5. 844) + 1. 000 * 1. 000 * , 5. 844> + = 77.150 49.122 48.682 Total of 3 streams to confluence: Flow rates before confluence point: 69.319 5.844 5.844 Maximum flow rates at confluence using above data: 77.150 49.122 48.682 Area of streams before confluence: 23.400 1.300 1.300 Results of confluence: Total flow rate = 77.150(CFS) O'Day Consuttants Inc. 2710 Lol<er Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail: oclay@odayconsultants.com Website: www,odayconsulfants.com Te): 760,931,7700 Fax: 760.931.8680 Time of concentration = 14.554 min. Effective stream area after confluence = 26.000(Ac.) + + + -F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -t. + + + + + + + + + + + + + + Process from Point/Station 128.000 to Point/Station 128.000 **** 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 = 14.55 min. Rainfall intensity = 3.439(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 2.326(CPS) for 1.230(Ac.) Total runoff = 79.477(CFS) Total area = 27.23(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -(- + -|.-H. + + -(. + + + -H-t.-(. + + -H-H.f + + + + + Process from Point/Station 128.000 to Point/Station 128.000 **** 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 = l.OOO [SINGLE FAMILY area type ] Time of concentration = 14.55 min. Rainfall intensity = 3.439(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 3.972(CFS) for 2.100(Ac.) Total runoff = 83.449(CFS) Total area = 29.33(Ac.) •F-F + + + + + -F + + + + + + + -F + + -F + + + + + + + + + + + + + + + + -H-|.-H--H-H + + + + -(.+ + -(. + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 128.000 to Point/Station 128.000 **** 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 = 14.55 min. Rainfall intensity = 3.439(In/Hr) for a 100.0 year storm- Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 0.927(CFS) for 0.490(Ac.) Total runoff = 84.376(CFS) Total area = 29.82(Ac.) + + -F + + + + + + + + + + + + + + -F + + + + + + + + + + + + + + + + + + + + + + + + + + -H-H. + -H + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 128.000 to Point/Station 130.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 182.45(Ft.) O'Day Consultants Inc. E-mail: oday@odayconsultants,com 2710 Lol<er Avenue West, Suite 100 Website: www,odayconsultants,com Carisbad, Califomia 92008-6603 Te): 760,931,7700 Fax: 760,931,8680 Downstreara point/station elevation = 178.12 (Ft.) Pipe length = 84.94(Pt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 84.3 76(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 84.376(CFS) Nomal flow depth in pipe = 19.27 (In.) Flow top width inside pipe = 35.91(In.) Critical Depth = 33.67(In.) Pipe flow velocity = 21.91(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 14.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 130.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Streara number: 1 Stream flow area = 29.820(Ac.) Runoff from this stream = 84.376(CFS) Time of concentration = 14.62 min. Rainfall intensity = 3.429(In/Hr) Program is now starting with Main Stream No. 2 + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + -F + + + + + + + + + + + + + + + + + + -I- + + + + + + Process from Point/Station 1701.000 to Point/Station 1702.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Rainfall intensity (I) = 3.033 for a 100.0 year stom User specified values are as follows: TC = 17.68 min. Rain intensity = 3.03(In/Hr) Total area = 15.72(Ac.) Total runoff = 30.00(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1702.000 to Point/Station 130.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 180.90(Ft.) Downstream point/station elevation = • 180.50(Ft.) Pipe length = 25.00(Pt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.000(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 30.000(CFS) Nomal flow depth in pipe = , 20.91 (In.) Plow top width inside pipe = 16.08(In.) Critical Depth = 22.35(In.) Pipe flow velocity = 10.32(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 17.72 min. O'Day Consultants Inc. E-mai): oday@odayconsuttants,com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760,931,7700 Fax: 760.931,8680 + + + + + + + + + + + + + + + -(. + + -|. + + + + + + + + + + + + + + + + + + + + + + + 4. + 4.4.4.^^^^^^^^^^_^_^_^_^_^_^_^^^^_^^^ Process from Point/Station 130.000 to Point/Station 130.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Streara is listed: In Main Stream number: 2 Stream flow area = 15.720(Ac.) Runoff from this stream = 30.000(CFS) Time of concentration = 17.72 min. Rainfall intensity = 3.029(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 84.376 14.62 3.429 2 30.000 17.72 3.029 Qmax(1) = 1.000 * 1.000 * 84.376) + 1.000 * 0.825 * 30.000) + = 109.124 Qmax(2) = 0.883 * 1.000 * 84.376) + 1.000 * 1.000 * 30.000) + = 104.527 Total of 2 main streams to confluence: Flow rates before confluence point: 84.376 30.000 Maximum flow rates "at confluence using above data: 109.124 104.527 Area of streams before confluence: 29.820 15.720 Results of confluence: Total flow rate = 109.124(CFS) Time of concentration = 14.618 min. Effective stream area after confluence = 45.540(Ac.) + + + + + + + + + + + + + + + -f-H-H. + + + .H. + + + + + + + + + + + + + 4. + + + + + + + + + ^4.44^^^^^^^^^^_^_^^^_l^^^^_^ Process from Point/Station 130.000 to Point/Station 132 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 178.12(Pt.) Downstream point/station elevation = 162.3 9 (Pt.) Pipe length = 234.44(Pt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 109.124(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = . 109.124(CFS) Nomal flow depth in pipe = 20.77 (In.) Flow top width inside pipe = 35.57(In.) Critical depth could not be calculated. Pipe flow velocity = 25.86(Pt/s) Travel time through pipe = 0.15 rain. 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 Time of concentration (TC) = 14.77 min. •F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -f-n. + + -(. Process from Point/Station 132.000 to Point/Station 133.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 162.39(Ft.) Downstream point/station elevation = 148.05(Pt.) Pipe length = 100.93(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 109.124(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 109.124(CPS) Nomal flow depth in pipe = 16.58 (In.) Flow top width inside pipe = 35.89(In.) Critical depth could not be calculated. Pipe flow velocity = 34.31(Pt/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 14.82 min. + ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++-^-^ Process from Point/Station 133.000 to Point/Station 133.000 **** CONFLUENCE OP MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 45.540(Ac.) Runoff from this stream = 109.124(CFS) Time of concentration = 14.82 min. Rainfall intensity = 3.399(In/Hr) Program is now starting with Main Stream No. 2 +-F+++++++++++++++++++++++++++++++++++++++•f++++-^-(--^-^-n-++-|--I--H+-h+-n.++-(. 4-++++ Process from Point/Station 1601.000 to Point/Station 1602.000 **** USER DEFINED PLOW INPORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Rainfall intensity (I) = 2.511 for a 100.0 year storm User specified values are as follows: TC = 23.70 min. Rain intensity = 2.51(In/Hr) Total area = 21.79(Ac.) Total runoff = 36.50(CPS) -F +++ + ++++-F++++-l-++++++++++-^-^+-^-^+-^ +++-^-^+^-^--(•-t•-^+-|--^•f+-^+++-^-(. ++++++++++++++++ Process from Point/Station 1602.000 to Point/Station 133.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 149.45(Pt.) Downstream point/station elevation = 148.05 (Ft.) Pipe length = 119.67(Pt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.500 (CFS) O'Day Consultants Inc. E-maH; 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 Given pipe size = 30.00(In.) Calculated individual pipe flow = 36.500(CPS) Normal flow depth in pipe = 20.72(In.) Flow top width inside pipe = 27.73(In.) Critical Depth = 24.59(In.) Pipe flow velocity = 10.09(Pt/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 23.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 133.000 to Point/Station 133.000 **** CONFLUENCE OP MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 21.790(Ac.) Runoff from this stream = 36.500(CPS) Time of concentration = 23.90 min. Rainfall intensity = 2.498(In/Hr) Suraraary of stream data: Stream Plow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 109.124 14.82 3.399 2 36.500 23.90 2.498 Qmax(1) = 1.000 * 1.000 * 109.124) + 1.000 * 0.620 * 36.500) + = 131.757 Qraax (2) = 0.735 * 1.000 * 109.124) + 1.000 * 1.000 * 36.500) + = 116.677 Total of 2 main streams to confluence: Flow rates before confluence point: 109.124 36.500 Maximum flow rates at confluence using above data: 131.757 116.677 Area of streams before confluence: 45.540 21.790 Results of confluence: Total flow rate = 131.757(CPS) Time of concentration = 14.819 min. Effective stream area after confluence = 67.330(Ac.) + + + + + + + -F + + + -F + + + + -F + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + -)• + + + ++ + -)--I-+ + + -!--(--f-!--(--n--)- + + + -(- Process from Point/Station 133.OOO to Point/Station 134.000. **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 148.05(Pt.) Downstream point/station elevation = 142.09 (Ft.) Pipe length = 177.37(Ft.) Manning's N = 0.013 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 No. of pipes = 1 Required pipe flow = 131.757(CPS) Given pipe size = 36.00(In.) NOTE: Nomal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 9.052(Pt.) at the headworks or inlet of the pipe(s) Pipe friction loss = 6.919(Pt.) Minor friction loss = 8.093(Pt.) K-factor = 1.50 Pipe flow velocity = 18.64(Ft/s) Travel time through pipe = 0.16 rain. Time of concentration (TC) = 14.98 min. + + + + + + + -l- + + + + -t-H. + + + + + + + + + + + + + + + + + + + + + + + + 4.^.^.^.^. + ^.^^^^^^^^^^^_^^^^^^^^^^^^_^ Process from Point/Station 134.000 to Point/Station 134 oOO **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nomal stream number 1 ' Stream flow area = 67.330(Ac.) Runoff from this stream = 131.757(CFS) Time of concentration = 14.98 min. Rainfall intensity = 3.376(In/Hr) Process from Point/Station 901.000 to Point/Station 902 000 **** 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 [COMMERCIAL area type ] Initial subarea flow distance = 100.00(Ft.) Highest elevation = 193.96(Pt.) Lowest elevation = 188.35(Pt.) Elevation difference = 5.61(Pt.) 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* (1/3)] TC = [1.8*(l.l-0.8500)*(100.00*.5)/( 5.61*(l/3)]= 2.53 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.582(CPS) Total initial stream area = 0.100(Ac.) + + -F + + + + + + + + + .f-H.f + -f + + + + + + + + + + + + + + + + + + + + 4.4. + ^.^.^.^^^^^^^^^^^^^^^^^^^^^^^^^^^ Process from Point/Station 902.000 to Point/Station 903 000 **** STREET PLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** Top of street segment elevation = 188.350(Ft.) ' End of street segment elevation = 153.990(Ft.) Length of street segment = 490.690(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000 (Pt.) Distance from crown to crossfall grade break = 39.500(Ft.) O'Day Consultants Inc. E-mail; oday@odayconsuttants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carisbad, Catifornia 92008-6603 Tel: 760.931.7700 Fax; 760.931.8680 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 frora curb to property line = 10.000(Pt.) Slope frora curb to property line (v/hz) = 0.020 Gutter width = 1.500(Pt.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N frora grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.300(CPS) Depth of flow = 0.259(Ft.), Average velocity = 4.818(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.123(Pt.) Flow velocity = 4.82(Ft/s) Travel time = 1.70 min. TC = 6.70 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 [COMMERCIAL area type ] Rainfall intensity = 5.673(In/Hr) for a 100.0 year stom Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 2.845(CPS) for 0.590(Ac.) Total runoff = 3.427(CFS) Total area = 0.69(Ac.) Street flow at end of street = 3.427(CFS) Half street flow at end of street = 3.427(CFS) Depth of flow = 0.286(Ft.), Average velocity = 5.215(Pt/s) Flow width (from curb towards crown)= 7.448 (Ft.) Process from Point/Station 903.000 to Point/Station 134 ooO **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 144.10 (Pt.) Downstream point/station elevation = 143.40 (Ft.) Pipe length = 70.25(Pt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.427(CPS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.427(CPS) Normal flow depth in pipe = 7.08(In.) Flow top width inside pipe = 17.58(In.) Critical Depth = 8.47(In.) Pipe flow velocity = 5.31(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 6.92 min. + -F + + + + + + + + + + + .f + .f4. + -K + + + + + + + + + + + + + + + + + + + + + + 4.4.4.4.^^.^^^^^^^^^^^^^^^^^^^^^^^ Process from Point/Station 134.000 to Point/Station 134 ooO **** CONFLUENCE OP MINOR STREAMS **** Along Main Stream number: 1 in nomal stream number 2 Stream flow area = 0.690(Ac.) Runoff from this stream = 3.427(CFS) O'Day Consultants Inc. E-maH: oclay@odayconsultants.com 2710 Lol<er Avenue West, Suite 100 Website: www.odayconsuitants.com Carisbad, Caiifomla 92008-6603 Tel; 760.931.7700 Fax: 760,931.8680 Time of concentration = 6.92 min. Rainfall intensity = 5.556(In/Hr) + ••••<•-F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -F-(- + + + + + + + + + + + + + + + + + + + -H + + .f + + + + + + + + Process from Point/Station 1001.000 to Point/Station 1002.000 **** 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 [COMMERCIAL area type ] Initial svibarea flow distance = 100.00 (Ft.) Highest elevation = 193.96(Ft.) Lowest elevation = 188.35(Ft.) Elevation difference = 5.61(Pt.) Tirae of concentration calculated by the urban areas overland flow method (App X-C) = 2.53 rain. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*(100.00*.5)/( 5.61*(l/3)]= 2.53 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year stom Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.582(CPS) Total initial streara area = 0.100(Ac.) +++•••+++++++++++++++++++++-F+++++++++++ + ++++++++-^-++-^+.^++-^ + + ^.+++++^.++++++ Process from Point/Station 1002.000 to Point/Station 1003.000 **** STREET FLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** Top of street segment elevation = 188.350(Ft.) End of street segment elevation = 153.990(Ft.) Length of street segment = 490.690 (Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 39.500(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 [1] 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 = 0.013 0 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 = 2.300(CFS) Depth of flow = 0.259(Ft.), Average velocity = 4.818(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.123(Pt.) Flow velocity = 4.82(Ft/s) Travel time = 1.70 min. TC = 6.70 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 O'Day Consuttants Inc. E-mail: oclay@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Rainfall intensity = 5.673 (In/Hr) for a 100.0 year stom Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0 850 Subarea runoff = 2.845(CFS) for 0.590(Ac.) Total runoff = 3.427(CFS) Total area = 0.69(Ac.) Street flow at end of street = 3.427(CFS) Half street flow at end of street = 3.427(CFS) Depth of flow = 0.286(Ft.), Average velocity = 5.215(Pt/s) Flow width (from curb towards crown)= 7.448(Ft.) Process from Point/Station 1003.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 134.000 Upstream point/station elevation = 144.03(Pt.) Downstream point/station elevation = 143.22(Pt.) Pipe length = 16.25(Pt.) Manning's N'= 0.012 No. of pipes = 1 Required pipe flow = 3.427(CPS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.427(CPS) Nomal flow depth in pipe = 4.65 (In.) Flow top width inside pipe = 15.76(In.) Critical Depth = 8.47(In.) Pipe flow velocity = 9.47(Pt/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 6.73 min. Process from Point/Station 134.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 134.000 Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.690(Ac.) Rvinoff from this stream = 3.427 (CFS) Time of concentration = 6.73 min. Rainfall intensity = 5.658(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(l) Qmax(2) 131 .757 14 . 98 3 376 3 .427 6 . 92 5 556 3 .427 6 .73 5 658 1 .000 * 1 .000 * 131 .757) + 0 .608 * 1 .000 * 3 .427) +. 0 .597 * 1 000 * 3 .427) + = 1 000 * 0 462 * 131 757) + 1 000 * 1 000 * 3 427) -F 0 982 * 1 000 * 3 427) + 135.885 67.653 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail: oday@odayconsultants,com Website: www,odayconsuttants,com Tel: 760.931,7700 Fax: 760.931.8680 Qmax(3) = 1.000 * 0.449 * 131.757) + 1.000 * 0.972 * 3.427) + 1.000 * 1.000 * 3.427) + = 65.930 Total of 3 streams to confluence: Flow rates before confluence point: 131.757 3.427 3.427 Maximum flow rates at confluence using above data: 135.885 67.653 65.930 Area of streams before confluence: 67.330 0.690 0.690 Results of confluence: Total flow rate = 135.885(CPS) Time of concentration = 14.977 min. Effective stream area after confluence = 68.710(Ac.) + + + + + + + + + + + + + + + + -|. + + + + + + + + + + + + + + + + + + + 4.4. + + + + + + + + 4. + + 4.4^^^^^^^^^^^^_l__^^_l^^^_^ Process frora Point/Station 134.000 to Point/Station 134.000 **** 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 = 14.98 min. Rainfall intensity = 3.376(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 0.557(CPS) for 0.300(Ac.) Total runoff = 136.442 (CPS) Total area = 69.01(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4.4.4. + 4.^^^^^^^^^^^_^_l__l_^_l^^^^_l^ Process from Point/Station 134.000 to Point/Station 134.000 **** 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 FAMILY area type ] Time of concentration = 14.98 min. Rainfall intensity = 3.376(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 0.223(CPS) for 0.120(AC.) Total runoff = 136.665(CPS) Total area = 69.13(Ac.) + + + + + + + + + + + + -(. + + + + -H. + + + + + + + + + + + + + + + + + + + + + + + + + + + + ^44 + ^^^^^^^^^^^^^^^^^^^ Process from Point/Station 134.000 to Point/Station 134.000 **** SUBAREA PLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: wvirw,odayconsultants,oom Carisbad, California 92008-6603 Tei; 760,931.7700 Fax; 760,931.8680 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Time of concentration = 14.98 min. Rainfall intensity = 3.376(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 0.390(CPS) for 0.210(Ac.) Total runoff = 137.055(CPS) Total area = 69.34(Ac.) +•F+++++++++ ++++++++^-++++++ + +++++++++-^+++-^-^--^-(.-|--|-^ ++++++-f.-^+^.++++++ ++++++^. Process from Point/Station 134.000 to Point/Station 136.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 142.09(Ft.) Downstream point/station elevation = 124.69(Pt.) Pipe length = 2 82.65(Pt.) Maiming's N = 0.013 No. of pipes = 1 Required pipe flow = 137.055(CPS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 137.055(CPS) Nomal flow depth in pipe = 24. 98 (In.) Flow top width inside pipe = 33.18(In.) Critical depth could not be calculated. Pipe flow velocity = 26.17(Ft/s) Travel time through pipe = 0.18 min. Time of concentrat ion (TC) = 15.16 min. ++-F++++++++++++++++++++++++++++++++++++++++++++-n-+++-n.++-e.(.+++-i.++++++++ Process from Point/Station 136.000 to Point/Station 138.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 124.69(Ft.) Downstream point/station elevation = 110.84 (Ft.) Pipe length = 195.81(Pt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 137.055(CPS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 137.055(CFS) Nomal flow depth in pipe = 23. 77 (In.) Flow top width inside pipe = 34.10(In.) Critical depth could not be calculated. Pipe flow velocity = 27.70(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 15.27 min. •'• + + + + + + + + + -F + + + + + + + + + + + + -F + + + + + + + + + + + + + + + + + + -(--H + + + + -(.+ + + -|. + + + + + + + + + + + + + + + + + Process from Point/Station 138.000 to Point/Station 140.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 110.84(Ft.) Downstream point/station elevation = 90.15 (Pt.) Pipe length = 214.10(Pt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 137.055(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 137.055(CPS) Normal flow depth in pipe = 21.38 (In.) Flow top width inside pipe = 35.36(In.) O'Day Consultants Inc. E-mail; oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: www.odayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760.931.7700 Fax; 760.931.8680 Critical depth could not be calculated. Pipe flow velocity = 31.35(Ft/s) Travel time through pipe = o.ll min. Time of concentration (TC) = 15.39 min. Process from Point/Station 140.000 to Point/Station 140 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream nuinber 1 Stream flow area = 69.340(Ac.) Runoff from this streara = 137.055(CFS) Time of concentration = 15.39 min. Rainfall intensity = 3.317(In/Hr) Process frora Point/Station 1101.000 to Point/Station 1102.000 **** 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 = I.OOO [COMMERCIAL area type ' ] Initial subarea flow distance = 100.00(Pt.) Highest elevation = 154.41 (pt.) Lowest elevation = 147.41(pt.) Elevation difference = 7.00(Pt.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 2 35 min TC = [1.8*(l.l-c)*distance*.5)/(% slope* (1/3)] TC = [1.8* (1.1-0.8500)* (100.00*.5)/( 7.00*(l/3)]= 2.35 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year stom Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.582(CPS) Total initial stream area = 0.100(Ac.) Point/Station 1102.000 to Point/Station 1103.000 **** STREET FLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** Top of Street segment elevation = 147.4io(Ft.) End of street segment elevation-= 105 .410 (Ft.') Length of street segment = 594.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 35.000(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 = 10.000(Ft.) Slope from curb to property line (v/hz) = O.020' Gutter width = 1.500(Ft.) O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website; www.odayconsultants.com Cartsbad, Califomia 92008-6603 Te): 760.931.7700 Fax; 760.931.8680 Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N frora gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at raidpoint of street = 2.649(CFS) Depth of flow = 0.268(Ft.), Average velocity = 4.970(Pt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.562(Pt.) Plow velocity = 4.97(Pt/s) Travel time = 1.99 min. TC = 6.99 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [COMMERCIAL area type ] Rainfall intensity = 5.518(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 3.330(CPS) for 0.710(Ac.) Total runoff = 3.912(CPS) Total area = 0.81 (Ac.) Street flow at end of street = 3.912(CFS) Half street flow at end of street = 3.912(CFS) Depth of flow = 0.295(Ft.), Average velocity = 5.383(Pt/s) Flow width (from curb towards crown)= 7.901(Ft.) + + + + + -F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -(. + -H.)--|.-H. + + + + + + -H + + + + + + + + Process from Point/Station 1103.000 to Point/Station 140.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 95.50(Ft.) Downstream point/station elevation = 91.90(Ft.) Pipe length = 70.25(Pt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.912(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.912(CFS) Nomal flow depth in pipe = 4. 94 (In.) Plow top width inside pipe = 16.06(In.) Critical Depth = 9.07(In.) Pipe flow velocity = 9.94(Ft/s) Travel time through pipe = 0.12 min. Time of concentrat ion (TC) = 7.11 min. + + + + + -F + -)- + + -l- + + + + + -f-|--H + + -f-|.-H-|. + -f-H-H + + + -f + + + + + + + + + + + + + + + + + + + 4. + + 4. + + 4.4.44.^^4.^^^ Process from Point/Station 140.000 to Point/Station 140.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream nuinber: 1 in normal stream number 2 Stream flow area = 0.810(Ac.) Runoff from this stream = 3.912(CFS) Time of concentration = .7.11 min. Rainfall intensity = 5.459(In/Hr) ++ + +++++ + -F+++++++-^•+++ + ++++++-^•^-».++-(--t.-f+++++-i-++.).++-).+ Process from Point/Station 1201.000 to Point/Station 1202.000 O'Day Consuttants Inc. E-mail: oday@odayconsuttants.com 2710 Loker Avenue West, Suite 100 Website: www,odayconsultants,com Cartsbad, Califomia 92008-6603 Tel: 760,931,7700 Fax: 760,931.8680 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 [COMMERCIAL area type ] Initial subarea flow distance = 100.00(Ft.) Highest elevation = 154.41(Ft.) Lowest elevation = 147.41(Ft.) Elevation difference = 7.00(Pt.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2.35 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TO = [1.8*(l.l-0.8500)*(100.00*.5)/( 7.00*(l/3)]= 2.35 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 = 0.850 Subarea runoff = 0.582(CPS) Total initial streara area = 0.100(Ac.) + + + + + + + + + + + + + + + -f-t.-H.H + .t. + + + + + + + + + + + + + + + + + + + + + + + + 4. + ^^^^^^^^^^^^^^^_^_^_^^^^^^ Process from Point/Station 1202.000 to Point/Station 1203.000 **** STREET FLOW TRAVEL TIME + SUBAREA PLOW ADDITION **** Top of street segment elevation = 147.410(Pt.) End of street segment elevation = 105.410(Ft.) Length of street segment = 594.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 35.000 (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 [1] 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 = 2.649(CPS) Depth of flow = 0.268(Ft.), Average velocity = 4.970(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.562(Ft.) Flow velocity = 4.97(Ft/s) Travel time = 1.99 min. TC = 6.99 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 [COMMERCIAL area type ] Rainfall intensity = 5.518(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 3.330(CFS) for 0.710(Ac.) O'Day Consuttants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Website: VKWw,odayconsultants.com Carisbad, Califomia 92008-6603 Tel; 760.931,7700 Fax: 760,931,8680 Total runoff = 3.912(CPS) Total area = 0.81(Ac.) Street flow at end of street = 3.912(CPS) Half street flow at end of street = 3.912(CPS) Depth of flow = 0.295(Ft.), Average velocity = 5.383(Pt/s) Flow width (from curb towards crown)= 7.901 (Ft.) •F + + + + + + + + + + -F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -l- + + + + + + + + + + + + + + + + + -<.-(. + + + + Process from Point/Station 1203.000 to Point/Station 140.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 94.15(Pt.) Downstreara point/station elevation = 91.90 (Ft.) Pipe length = 15.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.912(CPS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.912(CFS) Nomal flow depth in pipe = 3.79 (In.) Flow top width inside pipe = 14.67(In.) Critical Depth = 9.07(In.) Pipe flow velocity = 14.47(Pt/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.01 min. + + + + + + + ++ + + -F + + + + + + + -F + + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -»•+ + + + + + Process from Point/Station 140.000 to Point/Station 140.000 **** CONFLUENCE OP MINOR STREAMS **** Along Main Stream number: 1 in nomal streara nutnber 3 Stream flow area = 0.810(Ac.) Runoff from this stream = 3.912(CFS) Time of concentration = 7.01 rain. Rainfall intensity = 5.509(In/Hr) Summary of stream data: Stream No. Plow rate (CPS) TC (min) Rainfall Intensity (In/Hr) 1 137 .055 15 .39 3 .317 2 3 912 7 .11 5.459 3 3 912 7 .01 5.509 Qmax(1) = 1 000 * 1 000 * 137 .055) + 0 608 * 1 000 * 3 .912) + 0 602 * 1 000 * 3 .912) + = Qmax(2) = 1 000 * 0 462 * 137 .055) + 1 000 * 1 000 * 3 .912) + 0 991 * 1 000 * 3 .912) + = Qmax(3) = 1 000 * 0 456 * 137 .055) + 1 000 * 0 986 * 3 . 912) + 1 000 * 1 000 * 3 .912) + = 141.788 71.110 70.198 Total of 3 streams to confluence; O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Caristiad, Califomia 92008-6603 E-mail: oday@odayconsultants.com Website: vini«w.odayconsultan1s,com Tel: 760,931.7700 Fax: 760.931.8680 Flow rates before confluence point: 137.055 3.912 3.912 Maximum flow rates at confluence using above data: 141.788 71.110 70.198 Area of streams before confluence: 69.340 0.810 0.810 Results of confluence: Total flow rate = 141.788(CFS) Tirae of concentration = 15.389 min. Effective stream area after confluence = 70.960(Ac.) -••-F+++++++++++++++++++++++++++++++++++++++++++++.H-+++++-H+++++++++++++++ Process from Point/Station 140.000 to Point/Station 142.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 90.15(Pt.) Downstream point/station elevation = 69.40(Ft.) Pipe length = 181.54(Pt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 141.788(CPS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 141.788(CPS) Nomal flow depth in pipe = 20. 70 (In.) Plow top width inside pipe = 35.59(In.) Critical depth could not be calculated. Pipe flow velocity = 33.71(Pt/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 15.48 min. End of computations, total study area = 70.96 (Ac.) O'Day Consultants Inc. E-mail: oday@odayconsu)tants.com 2710 Loker Avenue West, Suite 100 WebSite: www.odayconsultants.com Carisbad, California 92008-6603 Tel: 760,931.7700 Fax: 760,931.8680 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 11/17/01 COLLEGE BLVD HYDROLOGY STUDY SYSTEM 100 - PART B NOVEMBER 15, 2001 J.N. 98-1020 BY:CSO FILE:C0LBD3 ********* Hydrology Study Control Information ********** O'Day Consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year is 100.Q 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 146.000 to Point/Station **** INITIAL AREA EVALUATION **** 148.000 ,000 ,000 95.00(Ft.) Decimal fraction soil group A = 0, Decimal fraction soil group B = 0. Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Initial subarea flow distance = Highest elevation = 73.20(Ft.) Lowest elevation = 72.30(Ft.) Elevation difference = 0.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.47 min TC = [1.8*(l.l-C)*distance^.5)/(% slope'^ (1/3) ] TC = [1.8*(1.1-0.8500)*{ 95.00".5)/( 0.95^^(1/3)]= 4.47 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 = 0 850 Subarea runoff = 0.466(CFS) Total initial stream area = 0.080(Ac.) ++++++ +++-l-t"t-t-F++++++++++++++ ++++-|-+-t..l.-|.+++H Process from Point/Station 148.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** ++++++++++++++++ 154.000 O'Day Consuttants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mail: oday@odayconsultants.com Website: www.odayconsu)tants.com Te); 760.931.7700 Fax: 760.931.8680 68.30(Ft.) 67.66(Ft.) N = 0.013 0.466(CFS) Upstream point/station elevation = Downstream point/station elevation = Pipe length = 48.27(Ft.) Manning's No. of pipes = 1 Required pipe flow = Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.466(CFS Normal flow depth in pipe = 2.41(In.) Flow top width inside pipe = 12.27(In.) Critical depth could not be calculated. Pipe flow velocity = 3.30(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 5.24 min. Process from Point/Station 154.000 to Point/Station 154 oOO **** CONFLUENCE OF MAIN STREAMS **** The following data' inside Main Streara is listed: In Main Stream number: 1 Stream flow area = 0.080(Ac.) Runoff from this stream = 0.466(CFS) Time of concentration = 5.24 min. Rainfall intensity = 6.643(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 150.000 to Point/Station **** INITIAL AREA EVALUATION **** 152.000 Decimal fraction Decimal fraction Decimal fraction Decimal fraction [COMMERCIAL area Initial subarea soil group A soil group B soil group C soil group D type flow distance 0.000 0.000 0.000 1.000 ] = 100.00(Ft.) min. Highest elevation = 104.99(Ft.) Lowest elevation = 97.57(Ft.) Elevation difference = 7.42(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2.31 TC = [1.8*(l.l-C)*distance'^.5)/(% slope'^ (1/3) ] TC = [1.8*(l.l-0.8500)*{100.00'^.5)/( 7.42-^(1/3)] = Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850 for a 100.0 year Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 0.582(CFS) Total initial stream area = 0.100(Ac.) 2.31 storm is C = 0.850 F+++++++++++++++H Process from Point/Station 152.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 154.000 Top of street segment elevation 97.570(Ft, O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, California 92008-6603 E-mai): oday@odayconsultants.com Website: www.odayconsultants.com Tel; 760.931.7700 Fax: 760.931.8680 2.678(CFS) 4.000(Ft/s) End of street segment elevation = 73.250(Ft.) Length of street segment = 596.400(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 35.000(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 = 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 = Depth of flow = 0.287(Ft.), Average velocity = streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.531(Ft.) Flow velocity = 4.00(Ft/s) Travel time = 2.4 9 min. TC = 7.4 9 rain. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Rainfall intensity = 5.281(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 3.232(CFS) for 0.720(Ac.) Total runoff = 3.814(CFS) Total area = Street flow at end of street = 3.814(CFS) Half street flow at end of street = 3.814(CFS) Depth of flow = 0.313(Ft.), Average velocity = 4.315(Ft/s) Flow width (from curb towards crown)= 8.839(Ft.) 0.82(Ac.) Process frora Point/Station 154.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** I-++ 154.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.820(Ac.) Runoff from this stream = 3.814(CFS) Time of concentration = 7.4 9 min. Rainfall intensity = 5.281(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(11 0.466 3.814 1.000 * 5.24 7.49 1.000 * 6.643 5.281 0.466) + 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 Qmax(2) = 1.000 * 0.7 95 * 1.000 * 0.701 * 1.000 * 1.000 * 3.814) + = 0.466) + 3.814) + = 3.138 4.184 Total of 2 main streams to confluence: Flow rates before confluence point: 0.466 3.814 Maximura flow rates at confluence using above data: 3.138 4.184 Area of streams before confluence: 0.080 0.820 Results of confluence: Total flow rate = 4.184(CFS) Time of concentration = 7.485 min. Effective stream area after confluence = 0.900(Ac. +++++++++++H Process from Point/Station 154.000 to Point/Station 156.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 67.66(Ft.) Downstream point/station elevation = 66.80(Ft.) Pipe length = 96.73(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.184(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.184(CFS) Normal flow depth in pipe = 8.17(In.) Flow top width inside pipe = 17.92(In.) Critical Depth = 9.41(In.) Pipe flow velocity = 5.37(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 7.7 9 min. -F+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-H.++++++ Process frora Point/Station 156.000 to Point/Station 156.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nomal stream number 1 Stream flow area = 0.900(Ac.) Runoff from this stream = 4.184(CFS) Time of concentration = 7.7 9 min. Rainfall intensity = 5.148(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 160.000 to Point/Station 162.000 **** 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 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Califomia 92008-6603 E-mai): oday@oclayconsultants,com Website: www,odayconsuttants,com Tel: 760.931.7700 Fax: 760.931.8680 [COMMERCIAL area type ] Initial subarea flow distance = 100.00(Ft.) Highest elevation = 104.99(Ft.) Lowest elevation = 97.57(Ft.) Elevation difference = 7.42(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2.31 rain. TC = [1.8* (l.l-C)*distance".5)/(% slope'^ (1/3) ] TC = [1.8*(l.l-0.8500)*(100.00'^.5)/( 7.42-^(1/3)]= 2.31 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 = 0.850 Subarea runoff = 0.582(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 162.000 to Point/Station 1^.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ^ Top of street segment elevation = 97.570(Ft.) End of street segment elevation = 73.250(Ft.) Length of street segment = 596.400(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 35.000(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 = 10.000(Ft.) Slope frora curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) 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 = 2.911(CFS) Depth of flow = 0.293(Ft.), Average velocity = 4.071(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.828(Ft.) Flow velocity = 4.07(Ft/s) Travel time = 2.44 min. TC = 7.44 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 [COMMERCIAL area type ] Rainfall intensity = 5.300(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 Subarea runoff = 3.604(CFS) for 0.800(Ac.) Total runoff = 4.187(CFS) Total area = 0.90(Ac.) Street flow at end of street = 4.187(CFS) Half street flow at end of street = 4.187(CFS) Depth of flow = 0.321(Ft.), Average velocity = 4.405(Ft/s) Flow width (from curb towards crown)= 9.208 (Ft.) O'Day Consuttants Inc. E-mail: oday@oclayconsul1ants.com 2710 Loker Avenue West, Suite 100 Website: wvirw,odayconsultants,com Carisbad, Califomia 92008-6603 Tel: 760,931.7700 Fax: 760.931.8680 +++++++++++++++++++H Process from Point/Station 156.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 156.000 Along Main Stream number: 1 in normal stream nuinber 2 Stream flow area = 0.900(Ac.) Runoff from this stream = 4.187(CFS) Time of concentration = 7.44 min. Rainfall intensity = 5.300(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) = 4.184 4.187 1.000 * 0.971 * 1.000 * 1.000 * 7.79 7.44 1.000 * 1.000 * 0.956 * 1.000 * 5.148 5.300 4.184) + 4.187) + 4.184) + 4.187) + 8.251 8.186 Total of 2 streams to confluence: Flow rates before confluence point: 4.184 4.187 Maximum flow rates at confluence using above data: 8.251 8.186 Area of streams before confluence: 0.900 0.900 Results of confluence: Total flow rate = 8.251(CFS) Time of concentration = 7.785 min. Effective stream area after confluence = 1.800(Ac.) Process from Point/Station 156.000 to Point/Station 158.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.80(Ft.) Downstream point/station elevation = 66.00(Ft.) Pipe length = 70.94(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.251(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.251(CFS) Normal flow depth in pipe = 11.52(In.) Flow top width inside pipe = 17.28(In.) Critical Depth = 13.35(In.) Pipe flow velocity = 6.91(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 7.96 min. +++++++++H I-+++ +++H h++++-F+-F+ +++++ O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carisbad, Caiifomla 92008-6603 E-mail; oday@odayconsultants.com Website: www.odayconsultants.com Tel: 760.931.7700 Fax: 760.931.8680 Process from Point/Station 158.000 to Point/Station 159.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.00(Ft.) Downstream point/station elevation = 63.00(Ft.) Pipe length = 22.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.251(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.251(CFS) Normal flow depth in pipe = 5.64(In.) Flow top width inside pipe = 16.70(In.) Critical Depth = 13.35(In.) Pipe flow velocity = 17.44(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.98 min. End of computations, total study area = 1.80 (Ac.) O'Day Consultants Inc. E-mail: oday@odayconsultants.com 2710 Loker Avenue West, Suite 100 Wetjsite; vyrww.odayconsultants.com Carisbad, Califomia 92008-6603 Tel: 760.931.7700 Fax: 760.931.8680