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Home My WebLink About3166; PALOMAR AIRPORT ROAD; HYDROLOGY STUDY; 1990-08-21P&D Technologies I 1 - PALOMAR AIRPORT ROAD I cDROLOGY STUDY I P.N.1020400 I I For. 1 . • THE CITY OF CARLSBAD. 2975 Los Palmas Drive Carlsbad, California 92009 I I By I - P&D TECHNOLOGIES, • 401 West "A St., Suite 2500 San Diego, California 92101 1 (619) 232-4466 I I i August 21, 1990 I I 4) •, I TABLE OF CONTENTS I S Page 1 10 INTRODUCTION 1 11 Purpose 1 1 .1 .2 Watershed Description 1 20 METHODOLOGY 2 1 30 RESULTS 2 40 CONCLUSION 2 50 REFERENCES 4 I APPENDICES APPENDIX I Methodology Approach Letter. I APPENDIX II Design Charts APPENDIX III: 10-Year Peak Discharge Calculations Under. I • Developed Conditions Using The Computerized Rationale Method I APPENDIX IV 50-Year Peak Discharge Calculations Under • Developed Conditions Using The Computerized Rationale Method. APPENDIX IV: 100-Year Peak Discharge Calculations Under I Developed Conditions Using The Càmputerized, Rationale Method. EXHIBITS I EXHIBIT 1 Vicinity Map Map Pockets EXHIBITS 2A-21) Hydrology Maps Map Pockets I I. S. I I I 1.0 INTRODUCTION I - P&D Technologies was retained by the City of Carlsbad to produce a Final Design for full- width Street improvements of Palomar Airport Road The ultimate final build-out design width of the project will be 126-feet-from' right-of-way to right-of-way. It should be noted I that at this time the project will be graded tothe entire 126 foot width, however, it will only be paved for 78 feet In addition, the report should be reviewed in conjunction with the I Palomar Airport Road Improvement Plans which depicts the above "TYPICAL SECTION".. on Sheet 1 In anticipation of the ultimate build-out width all of the drainage improvements I will be designed to reflect final development conditions to match at catch points The limits I of this project extend from Acacia Drive/Avenida De Las Rosas on the east to El Camino Real on the west Please refer to the Vicinity Map, Exhibit 1 The approximate total length of this project is 2.9 miles I P&D Technologies has also been retained by the City of Carlsbad to prepare additional Street Improvement Plans for El Camino Real and an additional section of Palomar Airport Road under a separate contract The hydrology for the adjacent areas will be addressed in a separate study. 11 PURPOSE - The purpose of this study is to detail the hydrologic analysis and complete culverfsizing I requirements for this Street improvement project in orderto insure adequate storm drain design capacity. 1 1.2 WATERSHED DESCRIPTION I The existing alignment and proposed widening of Palomar Airport Road follows a small I ridge line. As a result, the drainage basins formed 1y the existing roadway are small. Please refer to the Hydrology Exhibits 2A through 2D There are a total of six (6) separate 1 1 I I LIMITS OF.THISS1UDY I I . - UI - I - - ... . - w uj a I / IL cc us w 40 MARCOS uj BLVD I 0 . 4" '4 RpORl • ? - I • .- .1 - 4_ 'I * ( . I I . / I ) I EXHIB IT A I • .-: VICINITY MAP . NO SCALE . . I I I - , I.. - I I. I .. . 1 I RN. 10204.00 DATE: 8/13/90 I. 4• 1 1 P&DTechnolàgies I . • . - 401 West W Sieet Suite 2500 S 4 San Diego, CA 92101 61932-4-466 1 * I - . • drainage areas which intersect the road. These are illustrated on the Hydrology Exhibits and are numbered from east to west, respectively 20 METHODOLOGY Per. the City of Carlsbad requirements, all the hydrology computations as well as the preliminary hydraulic design are in accordance with both the City Standard Design Criteria and the County of San Diego Design and Procedures Manual (Please see Section 5.0' REFERENCES for a complete listing) Our method of approach which was outlined in a letter to Pat Entezari, dated May 3, 1990, has not changed sigmficantly. The letter is included as Appendix I The following minor revisions should be noted 1 Item 1 has been deleted per a Letter of Transmittal from Pat Entezari, dated 5/97/90 and, 2 Item 10, the .3 different storm event calculations will be completed for only the adjusted 6-hour storm 30 RESULTS The computerized results of the previously described Rationale Method for the 10, 50 and 100-year storm events are included in Appendices III through IV, respectively. These results were then utilized in the Improvement Plan Design 40 CONCLUSION This report represents a 60 percent completion of the total project design The results of the hydrologic analysis were used as the basis for the preliminary hydraulic design. The items which have been completed include the hydrology for both the on- and off-site areas for the 10, 50 and 100 year storm events. 2 I Hydraulic design elements which have been accomplished thus far include: the mapping of 1 existing culverts, the location and preliminary sizing of curb inlets, as well as the location of new culvert crossings and their preliminary sizing I In conclusion, the Street improvements to Palomar Airport Road will not adversely effect I any adjacent property owners Further, it is anticipated that the new proposed curb inlets will greatly improve the safety of this roadway by mitigating surface water, flooding and I I I I I I I 4 I I I I I H I 1 3 I I e&o Technologies P&inning U'i VI 'A' Siu :. Eig,reensq SJC 2OO 1(.1fSflO(1abO S:,, i D'qo, C1 '2 10, C. 19 • 2:u'• .1466 C c.Of101I 'cc L.ndScap' An Asl dxvI 10 () ()' / A(clntectu' May 3, 1990 (snfl.tI%y 10204 00 I t,.r. Pat Entezari, P E, Project Manager City of Carlsbad Municipal Projects I 2075 Las Palmas Drive Carlsbad, CA 92009 I Re Palomar Airport Road Hydrology Dear Pat I ' I would like to first take this opportunity to thank you for meeting with Robert Butteweg, Roger. Hocking and myself on. Wednesday, May 2, 1990. lam the' Project Hydrologist assigned to the Palomar Airport Road job; assuch, I am I looking forward to coordinating with you throughout the duration ,and up through the successful completion of your project I . The purpose of this letter is to summarize our meeting and understanding o f the hydrological aspects of, this project. . The following list is summary of anticipated methodology: 1. All drainage design and requirements will be in accordance with the latest City of Carlsbad Master Drainage Plan, 1 2 The hydrologic analysis will be conducted per the County of San Diego Hydrology Manual dated. January, 1985; . . . . I 3. Hydrologic Design wilt be completed in accordance with the City of Carlsbad Standard Drainage, Design Criteria (pages 32-37) dated June, 1987; 1 4 The SCS's Soil Survey of San Diego Area, California dated December, 1973, will be used to determine the soil groups, 1 . . 5. As outlined in the Hydrology Manual for watersheds less' than 0.5 square miles the Rational Formula will be employed, I 6. A Hydrology and Hydraulics' Report complete with input parameters, assumptions, calculations, and references will be assembled and I submitted to the City foruinal approval; 7. As currently envisioned,:' the 'calculations will be done using the corresponding computer program, and the computer generated printouts I will be included in the final'report; Mr. Pat Entezari, May 3, 1.990 Page . .. S. Per our mectilib, the calculations will be conducted assuming full post- developmcnt.conditions as depicted on the current General Plan 'Map for the City of Carlsbad dated April, 1987; 9 For watersheds that are designated to remain natural open space (Os), ten minutes will be added to the, computed 'time of concentration in accordance with Appendix X-A of the County of San Diego Hydrology t.tanual, 10. The 10, 50 and 100-year, 6 and 24-hour storms will be calculated for this study, and finally, 11 Numerous site visits have been conducted from which it has been determined that the majority of' the site follows a ridge line. As,such, drainage basins will be very small contributing only nuisance water with the exception of 2-3 areas located at the extreme east end of the project 'alignment. Based upon this' information and the fact that the project 'bisects numerous .isopluvials and small drainage basins, it is being proposed that, an average isopluvial value be calculated for the 'nuisanc' water areas only Please refer to the attached isopluvial maps and intensity-duration Design Charts for the various frequency and duration storm events. The following table details the proposed values for the nuisance areas to be-used for each respective storm frequency.' Table I PROPOSED AVERAGE PRECIPITATION VALUES FOR NUISANCE WATER AREAS ONLY Storm Frequency 6-Hour 24-Hour P (Years) , ' (Inches) ' , (Inches) (Percent) 10 190 325 058 50 ' , . ' ' 2.63 , 4.65 ' 0.57 100 3.00 5.20 0.58 Finally, per our telephone conversation May 31 1990, it is out understanding that Curb and gutter will not be used along the north and south sides of the roadway except at the 'extreme east and west ends of the project in transition areas; Curb only (without gutter) will be used for' the' 18 foot raised median, and ' 0 H Mr. Pat [ii tczari 'I May 3, 1990 Page 1 C Hydraulic structures will be designed for ultimate roadway width buildout of 126 feet, even though this design phase of the roadway will not be that wide. Ultimate roadway width grading and I drainage will be completed for this phase of the project and the drainage facilities will be extended to the ultimate width final I catch point slopes as requested Should any of the above referenced items not be acceptable to the City, please contact, us within ten (10) days of reciept of this letter, as we are currently . I progressing in this direction In addition, please feel free to call us at any time should you have any questions or require additional information U Sincerely, P&D TECHNOLOGIES I Lisa T.M. Vomero I Senior Hydrologist LVbe I I I I I I I I I 0 0 N- 0 LA LA — — — rT fflaug UPITATION"'' '20.1IS'OPLUVIILS F 10-YE!R 24-HOUR 4 - - - PRECIPITATION RJtETHS_OF A ICU It Jkch 60 40 SAGE SAN CL MENTE 301 _ _ 70 15' 450 r30 -25 330 JI7/ /7/ 4ØMON \rELiAn P _2ct jo k 't c - 25 J.__ s. / LJ7\'V . . 4 ....f__) - Prep. red by U.S. DEPARTMEP T OF COMMERCE JAI, it ...A 0 NATIONAL OCEANIC AND OcP,IFRIC.ADMINISTRATION _ SPECIAL STUDIES BRACIt, OFFICE OF YDROLOGY, NATIONAL WEATHER SERVICE. e 25 . , 301 _ 1180 451 30' is' 117° 45' 30' 15' 116 0 Revised 1/85. APPENDIX XI-F - - - - —. 4, ISOPLtJ\IIALS OF 50-YEAR 64OUR nr r TrT!$V' 0?"* " AM L' id'i u•ia L '+5' U.S. DEPARTMEr NATIONAl. OCEANIC AND AT SPECIAL STUDIES BRANCH,OFFICE OF II 30'_ it:' II' 1 51 1 1 70 45, 301 1 51 1110 Revised 1/85 APPENDIX X p 74 1: . ...:•' :.... - ..- •._-.......S.,. 330 - - - - - - - - - - .- - - - - - R of 0 ff FLOOD CONTROL 5 EA "20..' I SOPLUVI ALS OF 50-YEAR 24-HOU R PRECIPITATION 114 EFiTHS OF 'MI INCH bu CA XNAN SA Il I. I. NCf - - SAN CI MENFE '"' \ 80 15 1 45 30 3S c ANSI 60 330 - _____ 'p 01L MA 60 ) Jo Prepowd by U.S. DEPARTMENrOFCOIMERCE . J S NATIONAL OCEANIC AND AT. OPIIERIC ADMINISTRATION d if 546 39. SPECIAL STUDIES DRANCII, OFFICE OF II r)IOLOOY. NATIONAL WEATHER SERVICE SAI .. 301 j.. ... f 5 ' +0 116° t;51 30' 15' 1170 L15 30' 15' 116° Revised .1/85 APPENDIX XI-G O 7 4O 7 1=1111 mail . . ___I_ - - - - - - - - - - - - - - - - - —PRE 11gl-M, "T992TE'Aff uull FLOOD 'CONTROL '20...' ISOPLUVIALS OF 100-YEAR 6-HOUR P1ECI 7117tTO I.i ENT {S 0 A IC TQ[Til 5D 50 IL 20 1 12 30 r 04 .30 30 4 15 1 :__ _ __ 2! .0 3 5 Escoh 3-0 330 OJ2-7 S//a- I - )EL MARS 451 1. L ICAJON •14 UILW ... - Pre pa, :dby •.20 NZ I_Th /)1 / R .. • \\. U.S. DEPARTMENOF COMMERCE.. . . • / ••' . \ JACW. _- NATIONAL OCEANIC AND AT OSPIIERIC ADMINISTRATION \ ) -1 ''•'..Q '( 4 . ., SPECIAL STUDIES BRANCH, OFFICE OF II 'UROLOGY, NATIONAL WEATHER SERVICE SA • -110 0 • - - 301 _ . 20 • 35 0 118 • 45' 30' 15' 117° 45' 30' • 15' 1160 • Revised 1/85 APPENDIX XI-E QZoOO l il l y Ji iI7•1 • ______________ - - - - - - - -- - -- - - - "DEPARTflENT0F5ANITATZON FLOOD CONTROL . . . I '2O-'ISOPLUVIILS W 100 -YEAR 244I0UR PflECIPITATIO11 UI TENTHS OF AN INCH 35 120 4 55 AG 14A B X1 80 C112lull :j SMJ 301 115 I I SAN CL MENTE ell 15 IT. 40 7 40 330 2 451 flo 8 80 II _ NATO DLPARfMLN r OF COMMERCE OIiiCXIC ADTRATION 50- 0454 CIAL STUDIES BRANCII OFFICE OF DOLOGY, NArtoAL WEATHER SERVICE SA 5,60 "-' J/ O L U-80 ,OvJ 10 hf0 1,5' 30' Ic' 1)7° ',!' I V,° Revised 1/85 APPENDIX XI-11 M - - - . . ............. r -jr 'irirrrriuiIii.i ..0 I'M. • .1.1:4.1 LkLl ii rr;rhn Equation: I 7,44 P6 D -.645 I Intensity (In./Hr.) L 'I Illiji ; . P6 6 Hr. Precipitation (In.), 2 uration CMin,) 4 _______ spill ___ 1IH't' 1fflfi4: U1' J t1ftLiflI IIIILIJ I " IiiMMIWIfflhUI Directions for Application: From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10, 50 And 100 yr. maps included in the Design and Procedure Manual), Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not zirplicable to Desert) Plot 6 hr. precipitation on the rlg.t side of the chart. Draw a line through the point parallel to the plotted lines. This line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency /2 yr. 1) p in p 6 /c) ., 24 p24 Adjusted *P 6= _________________ tc = mm. I _in/hr. *Not Applicable to Desert Region I I I I I I 1111111! !1I!II!IlHhIlII 11111 !Jj_jllllltllllljlllilllll I 1I I I I I 11111111! I IIJIIIl 10 15 20 30 40 50 1 2 . 3 4 5 6 Minutes Hours Diiritf on APPENDIX XI IV-A-14 cviscd 1/85 C 0 U • (U a:: to c - o_ o 4-) 1' 5-. C) >\ (U C) 0 Gi CO Cr 0- LL- Ci -- -E '-4 54 0 .-4 ) ..... cd IV,• 4-.) :'O .-4 C • I.-' p. .4 - CD > a) • 4-' 5-4 C - )o .-4 p.. 0 -4 II C 4.3 FNr 4-' - • r- C i CD ii if a u '0 Cl Cd - , min- (U 5- 0 04- - 0 - C v 0 4-' 4- C 0 (U >,LO £) 4-' > U) 5- L) (U . - _C Cu (_) U) 4) - tO (U 43 C) (3) C. C) - C S- C C C) 0 '+- --- (1) I!) r.. 5- S- C - (0 4-3 ..- D C..) (I) 4-' (1) C). to EC) 0. 4-4-0 - 1- 4-' (U (XI • -0 4-' -' (U C) -9-- E -- — — - -' CJ 4-' ' (U C .- I - (U.- • .o C C. 0 ) 0 C • C). -I-' t'1 • U) >-, C .- 40C C 'I) (U 4) 5-. C) 0 (U CA C C). (U -o C) (U .'- - C (U (U - (1) C) 4-' (U 4-2 4..) .4.J (UC • .. 4- 4-' .- (1) - -C to '0 .0-31 (U 4-' C 5- C). 4-' 4-' 4-' - C (U C 5- •, - D r 0) U 00 5-. C 0 U 0. C). C - 4- 4-3 '0(I) (U C C) 0. 4-' 0) Ci -C • 4-' Q 0. 4-' 4) ) 5- 5- -- 5-. 5-. • 4 U) 0. .- cz ,o CL. 3: 0. 0.4-i 0) U) C CL :3 5-. S (UC .-0 S.. 0 U) C) C U) • - (U C ' O U E C)..- C .- 5- 4- 5-. C -.— 0)4-' to to - to tO C 5.- .0 U r- C 40 5- E 4-) 0) C) .-U -4-' -,- . U) tO CI) (U (U r- 0 C S- 0) to 0) U) CJ (II 4-' • 0 E .0 U) =3 -- =3 4-) Cl 43 4- 3: 43 U) 0 0 0) C U) to C) C) CO - CI) 4.) 5- ..0 (U (U 0 C C 0 - 4- 5-.- .0 ..0 ; C.) U Cm - CD <4' -I--i 4- Cl- 0 C) 0. I— 4-' 0) • 5-- •• — V CD .— — ) —.. —. (1) 6-Hour Precipitation (inches) -S ctc tn C> C) -- t t--() c.ççi .-. 45 Kafti jTi 11 '1rIiT1TmuI J Fl ijruiftmi,,ii,wi1rr. • (1 .Lk i• u n;rhn Equation: I • 7.44 P6 D' -.645 I I Intensity (In./Hr.) .li[{ih;i P6 6 Hr. Precipitation (In.) !.: k ;d !I Hj.f:..D = uration (Mm.) Directions for Application: From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed In the County Hydrology Manual (10, 5() And 100 yr. maps included in the Design and Procedure Manual). Adjust 6 hr. precipitation (if necessary) so 1.1 ..! '''fl ' ill ' r:---4• .H-..h--j ..t that It Is within the range of 45% to 65% of the 24 hr. precipitation (Not rrlicable to De e 2 ° chart. precipi tation on the rlg't s i de of the I i ii I 4) Draw a line through the point parallel to the II II ti . plotted lines. I t 5) This line is theintensity-duration curve for L r1 6.0 rt the location being analyzed. 4..: . .c ftJ± i;111' liii IIIII IHhIili1'rU Ut IflJ ;Tf i rq Application Form a) Selected Frequency 7C' yr 3.0 j4 24 6 14l __ M-2- I± JBM 17 tIL1rr Ill ii rn 11. 111111111-11,U]JI itj j uJfljujIijutiVuI—l—h i J 1 fffJ iii i•J 1jllI 10 15 20 30 40 50 1 2 . 3 4 5 6 Minutes Durrit on Hours APPENDIX XI IV-A-14 Revised 1/S'S 0 2) Adjusted *P WOOMMOM COMMUSUM WOUNNEEN so, *Not I! i I I ui.Iiuuu.iluuuuiiuilrn IIIIII San Diego County Rational Hydrology Program CivilCADD/Civ1lDESIGN Engineering Software, (C) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 8/20/90 ------------------------------------------------------------------------ PALOMAR AIRPORT ROAD HYDROLOGY AREA 1; Q 10 ACT. #: L 200,4 FILENAME: 1PAL10 USER: LTMV DATE: 8/20/90 ********* Hydrology Study Control Information **1c ----------------------------------------------------------- Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1.900 24 hour-precipitation(inches) = 3.250 Adjusted 6 hour precipitation (inches) = 1.900 P6/P24 = 58.5% San Diego hydrology manual 'C'- values used Runoff coefficients by rational method ************** I N P U T D A T A L I S T I N G ************ I Element Capacity Space Remaining ='340 Element Points and Process used between Points Number Upstream Downstream 1 102.000 101.000 2 .102.000 101.000 3 110.000 110.000 4 110.000 -109.000 5 109.000 101.000 6 109.000 - 101.000 7 123.000 122.000 8 122.000 - 121.000 9 121.000 - I2Q.000 10 121.000 120.000 11 124.000 120.000 12 124.00.0 120.000 13 120.000 - 105.000 14 120.000 105.000 15 104.000 105.000 16 104.000 105.000 17 105.000 - 101.000. 18- 105.000 101.000 19 101,000 . 100.000 20 - 101.000 100.000 21 133.000 132.000: 22 - 132.000 - 131.000 23 131.000 -- 130.000 24 - 131.000 - 130.000 25 135.000 - 130.000 26 135.00.0 130.000 27 - 130.000 . 100.000 28 - - 130.000 100.000 End of listing............ Process Initial Area Main Stream Confluence User Defined Info. Pipeflow Time(user inp) Pipeflow Time(user inp). Main Stream Confluence Initial Area - Street Flow + Subarea Street Flow ,+ Subarea ConfluenOe Initial Area Confluence - Pipeflow Time(user inp) Confluence -- Initial Area - Confluence Improved Channel Time Main Stream Confluence Pipeflow Time(user inp) Main Stream Confluence Initial Area . Street Flow + Subarea Street Flow + Subarea Confluence User Defined Info. Confluence Pipeflow Time(user inp) Main Stream Confluence ++++++++++++++++++++++++±+++++.+++++++++.+++++++++ + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 102.000 to Point/Station 101.000 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 =5000.00(Ft.) Highest elevation = 705. 0O(Ft.) Lowest elevation = 414.00(Ft.) Elevation difference =•. 291.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 38.92 mm. TC = [1.8*(1.1-C)*distance'.5)/(% slope '(1/3)] TC = {1.8*(1.1-0.5500)*(5000.00'.5)/( 5.82"(1/3)]= 38.92 Rainfall intensity (I) 1.333 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCI A ) i s C 0 . 5 5 0 Subarea runoff = 117.044(CFS) Total initial stream area 159.700 (Ac.) I I Process from Point/Station 102.000 to Point/Station 101.000 ****.CONFLUENCE OF MAIM STREAMS I .The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 159.700(Ac.) ' Runoff from this stream =. 117.044(CFS) Time of concentration = 38.92 mm. Rainfall intensity 1.333(In/Hr) Program is now starting with Main Stream No. 2 I I I I I I I I I I I I I I Process from Point/Station 110.000 to Point/Station 109.000 i U . PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 440 00(Ft ) Downstream point/station elevation = . 416.80(Ft.) Pipe lencth = .58.00(Ft.) Manning's N = 0.013 I No— of pipes = 1 Required pipe flow = 14.200(CFS) Given pipe size = 18.00(In.) . Calculatedindividual pipe,flow = 14.200(CFS) I Normal flow depth in pipe = 5.65(In.) Flow top width inside pipe 16.71(In.) Critical Depth= 16.64(In•.)' .Pipe flow velocity = 29.90(Ft/s), 1 Travel time through pipe = 0.03 mm. . . Time of concentration (TC) = .. 5.53 mm.. I I I I I I I I I I I I +++++++++++.++++++++++++++++++++++++++++++++++±+++++++++++++++++++++++ Process from Point/Station 109.000 to-Point/Station 101.000 I **** PIPEFLOW TRAVEL TIME (User specified size) ** V Upstream point/station elevation = 416 50(Ft ) V Downstream point/station-elevation = 415.90'(Ft.) I Pipe lenth. = 30.00(Ft.) V Manning's N= 0.013 V No. of pipes =1 Required pipe flow = 14.200(CFS) V Given pipe size = 18 00(In ) I Calculated individual pipe flow = 14.200(CFS) V V V Normal flow depth in pipe = 14 09(In ) Flow top width inside pipe= 14.85(In.) V V Critical Depth = 16.64(In.) V V V I Pipe flow velocity = 9 57(Ft/s) Travel time through pipe= 0.05 mm. V Time of concentration (TC) = 5.58. nun I I I I I I I I I I I I I Process from Point/Station . 123.000 to Point/Station 122.000 I INITIAL AREA EVALUATION. **** User specified 'C' value of 0.900 given for subarea I Initial subarea flow distance = 293.00(Ft.) Highest elevation = 474.94(Ft.) . Lowest elevation = 449.58(Ft.) Elevation difference = 25.36(Ft.) .. U . . Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.00 mm. TC = (1..8*(1. 1-C) *distanceA. 5)/(% s1ope'(1/3) ). TC= [1.8*(1.1-0.9000)*(293.00'.5)/( 8.66(l/3).)= 3.00 U Rainfall intensity (I) = 6.958 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea "runoff 0 3.194(CF8) 0 Total initial stream area = 0 0.510(Ac.) I 1 10 0 0 I 0 0 I 00 'O 0 0.1 0• 0 •0, 0 I •0, 0 0 0 • 0 0 I I +++++++++±+++++++++++++++++++++++++.++++++++++++++.++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 121.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of. street segment elevation = 449.580(Ft..) End of street segment elevation = . 440.600(Ft.) Length of street segment = 200.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 53.000(Ft.) . . Distance from crown to crossfall grade break = I 51.500(Ft ) Slope from gutter to grade break (v/hz) = 0.083 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) = 0021 Gutter width = 1 500(Ft ) Gutter hike from'flowline = 1.500(In.) Manning's N in gutter = 0.6150 Manning's N from gutter to grade break = 0.0180 Manning'sN from grade break to crown = 0.0180 Estimated mean flow rate at midpoint, of street = 4.790(CFS) Depth of flow Average velocity = •4.552(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 9.905(Ft.) Flow velocity , 4.55(Ft/s) Travel time = 073 min.''TC.= 3.73 mm. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity= 6.044(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, •C = 0.900 Subarea runoff = 2.774(CFS) for 0.510 (Ac.) Total runoff = 5.968(CFS) Total area = , 1.02(Ac..) Street flow at end of street = 5.968(CFS) Half street flow at end of street = 5.968(CFS) , Depth of flow = 0,313 (Ft.) . . . Average velocity = 4.729(Ft/s) Flow width (from curb towards crown) = 10.912 (Ft.) I I I I I I I I Process from Point/Station 121.000 to Point/Station 120.000 ****STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 440.600(Ft.) End of. street: segment elevation=: 437.590(Ft.) Length of street segment = 198.000(Ft.) Height of curb above gutter flowline = 6.0(In.). Width of half street' (curb'to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter. to grade break (v/hz) = 0.083, Slope from grade break to crown (v/hz'). = 0.020 Street flow is on (1) side(s) of the street Dis,tance from curb to property line 10.000(Ft.). Slope from curb to property line (v/hz) = 0.021 Gutter width = 1.500(Ft.)' Gutter hike' from flowline = 1.500(In.)' Manning's N in gutter ' 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street .= . 7.109(CFS) Depth of flow = 0.390(Ft.) Average velocity = .3.155(Ft/s) Streetflôw hydraulics at midpoint of street travel: Halfstreet flow width = '14.772(Ft.) Flow velocity = ., 3.15(Ft/s). Travel 'time .= 1.05 mm. TC = 4.78 mm. Adding area flow to street . . User specified.'C' value of 0.900 given for subarea Rainfall intensity = 5.154(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, 'C = 0.900 Subarea ,runoff = . 1.809(CFS) for 0.390(Ac.) Total runoff = 7.777(CFS) Total area =. . 1.41(Ac.) Street flow at end of street = 7.777(CFS) Half street flow at end of 'street Depth of flow .= '0.402 (Ft.) . . . ,Average velocity = 3.213'(Ft/s) Flow width (from curb towards crown)= 15 327(Ft.) I I I I I +++++++++++++++++++.++++++++.++++.++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 120.000 I ****-CONFLUENCE OF MINOR STREAMS 1c Along Main Stream number: 3 in. normal stream number 1 Stream flow area = 1.410(Ac.) I I Runoff from this stream = 7.777(CFS) Time of concentration = 4.78 mm. Rainfall inténsity= 5.154(In/Hr) I H. I 1 H I I I .S . I I I I i I I. . H . Process from Point/Station 124.000 to Point/Station 120.000 I **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea Initial subarea flow distance = 377.00(Ft.) I Highest elevation = 449.84(Ft.) Lowest elevation = 437.59(Ft.) . Elevation difference = 12.25(Ft.) I Time of. concentration calculated by theurban . areas overland flow method (App X-C) = 3.54 mm. .TC = [1.8*(1. 1-C) *distanceA.5)/(% slope (1/3)] TC= [1.8*(.1.1_0.9500)*(377.00'.5)/( 3.25'(1/3)]= 3.54 Rainfall intensity (I) = . 6.256 for .a • 10.0 year storm I . Effective runoff coefficient used for area (Q=KCIA) is C =0.950 Subarea runoff = 2.793(CFS) -Total initial stream area =. . 0.470(4c.) I .•.•...••,•, I, . .. •••• I. , .. 0 . ,.. I . • ,•. I . .• . . •• 1 - : •, .. . . H I .:... • I 1 0 • I '. . I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station. 124.000 to Point/Station . 120.000 I **** CONFLUENCE. OF MINOR STREAMS **** = Along Main Stream number: 3 in normal stream number 2 I Stream flow area = 0.470(Ac.) Runoff from this stream = 2.793(CFS) Time of concentration''= 3.5.4 mm Rainfall intensity = 6.2.56(In/Hr) I . Summary of stream data: . . Stream Flow rate TC Rainfall Intensity I No. (CFS) .. (mm) . . . (In/Hr) 1 7.777 478 5.154 2 2.793 354 6256 I .Qmax(1) 1.000 * ', 1.000 * 7777) + 0.824 1.000 * 2.793) + = ' 10.078 I Qmax(2) = . ... , .. 1.000 * 0.741 * . 7.777) + 1.000 * .1 .000 * 2 793) + = 8.552 I Total of 2 streams to confluence: . Flow rates before confluence point: 7.777 2.793 . Maximum flOw rates at confluence using above data: I . 10.078 8.552 Area of streams before confluence': 1.410 . 0.470 . I Results of confluence: . . . . Total flow rate . 10.078(CFS) . Time of concentration-= . 4.780 mm. Effective stream area after confluence 1.880(Ac.) I I I I I I I I Process from Point/Station 120.000 to Point/Station 105.000 *** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 433.70 (Ft.) Downstream point/station elevation ..= 425.50(Ft.) Pipe 1enth = 41.00(Ft.) Manning's N = 0.013 No. of pipes ..= 1 Required pipe flow 10.078(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 10.078.(CFS) Normal flow depth inpie = 5.66(In.) Flow top width insidepipe = 16.71(In.) Critical Depth = 14.67(In.) Pipe flow velocity= 21.17(Ft/s) Travel time through pipe = 0.03 mm. .. Time of concentration (TC)..= 4.81 mint I'' 0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 I INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 I Decimal fraction soil group C = 0.000 Decimal fraction soil group D = l.00Q [SINGLE FAMILY area type . I Initial subarea flow distance = 1425..00(Ft.) Highest elevation = 590.00(Ft.) " 0 Lowest elevation = 425.00(Ft.) 0 Elevation difference =. 165.00(Ft.) I .Time of concentration calculated by. the urban areas overland flow method (App X-C) = 16.52 mm.' TC =, [1.8*(l.1_C)*distanceA.5)/(%,slopeA'(1/3)] TC= [1.8*(1.1_0.5500)*(1425.00A.5)/( 11.58"(1/3)]= 16.52 .I Rainfall intensity (I) = 2.316 fora 10.0 year storm' Effective runoff coefficient used for area (Q=KCIA) is C =.0.550 Subarea runoff = 12.916(CFS) Total initial stream area = 10.140 (Ac.) I . '•O"' 'I 0 , . ' 0'• , - I •- : .'. I '0 ' , '• • I I -. 0 •. I ' ,. 0 •,, 0 ' - ' I 0 0 0 0,• ' I :.. ' 0 ++++++++++++++++++++++++++++++++++++±+++.++++++++++++.+±+++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 10.140(Ac.)' Runoff from this stream =. . 12.916(CFS) Time of concentration = 16.52 mm. Rainfall intensity = 2 316(In/Hr) Summary of stream data:, Stream Flow rate ' TC . Rainfall Intensity No. -(CFS) (mm) (In/Hr) 1 10.078 .,4 .81 5.131 2 12.916 '16.52 2.316 Qmax(1) = •.. . 0 1.000.* '.1.000 * . 10.078) + 1.000-* 0.291 * 12.916) ± = 13.840 Qmax(2) = 0 0.451 * 1.000. * 10.078) + 1.000 * 1.000 * 12.916) + = 17.464 Total of 2 streams to confluence: Flow rates before confluence point: 10.078 12.916 Maximum flow rates' at confluence using above data: 13.840 . 17.464 Area of streams before confluence: 1.880 ' 10.140 0 Results of confluence: Total flow rate = 17.464(CFS) Time of concentration = 16.519 mm. ' Effective stream area after, confluence = 12.020 (Ac.) I H, Process from Point/Station 105.000 toPoint/Station , 101.000 I IMPROVED CHANNEL TRAVEL TIME Upstream point elevation .= 425.50(Ft.) Downstream point elevation = 414.00(Ft.) I Channel length thru subarea = 150.00(Ft.) Channel base width = 1.000(Ft.) , Slope or 'Z' 'of left channel bank'= 1.000 Slope or 'Z' of right channel bank 1.000. . I Manning's 'N' = 0.015 . Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea =- 17.464(CFS) Depth of flow = 0.695(Ft.). I Average velocity = 14.823(Ft/s) . Channel flow top width=, 2.390(Ft.) Flow Velocity = 14.82(Ft/s) Travel time 0.17 min.'. . I Time of concentration = 16.69 mm. Critical depth ,= : l.352(Ft..) I . I I I .,. . .,., . I I I:. ''• I , I . ...,. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from-Point/Station 105.000 to Point/Station 101.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Mainstream, number: 3 Stream flow area =.. 12.020(Ac.) Runoff from this stream = 17 464(CFS) c Time of concentration 16.69 mm. 0 Rainfall intensity.= 2.301(In/Hr) Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) . (In/Hr) 1 117.044 38.92 1.333 2 14.20.0 5.58 . 4.661 3 17.464 16.69 2.301 Qmax(1) = . 1.000 * 1.000 * 117.044) + 0.286 * 1.000 * 14.200) + 0.579 * 1.000 * 17.464) + = 131.218 Qmax(2) = :'c * 0.14.3 * 117.04.4) + .1.000 * 1.000 * 14.200) + 1.000 * 0.335* : 17.464) + = 36.840 Qinax(3) = 1.000 * 0.429 * 117.044) + 0.494 * 1.000 * 14.200) + 1.000 * 1.000 * 17.464) + = 74.661 Total of 3 main streams to confluence: Flow rates before confluence point: 117-.044. 14.200 17.464 . Maximum flow rates at confluence using above data: 131.218 36.840 . .. 74.661 Area of streams before ,confluence: 159.700 2.470 12.020 . Results of confluence Total flow rate = .131.218(CFS) Time of concentration = 38.918 min.. Effective stream area after confluence = 174 190(Ac ) I Process from Point/Station 101.000 to Point/Station 100.000 I **** PIPEFLOW TRAVEL TIME'. (User specified size) **** Upstream point/station elevation = 414.00(Ft.) I Downstream point/station elevation =., 400.70(Ft.) Pipe 1en9th =. 280.00(Ft.) Manning's N = 0.013 'No. of plpes= 1 Required pipe flow = 131.218(CFS.) Given pipe size ,= 54.00(In..) I Calculated individual 'pipe flow. = 131.218(CFS) Normal flow depth in pipe = 20 51(In ) Flow top width inside pipe = 52.42(In.) Critical Depth . 40.46(In.') . I .Pipe flow veloôity = 23.69(Ft/s) . Travel time, through pipe = 0.20 mm'. Time of concentration (TC) = 39.11 mm. , I I I I I I I I I I I I I I Process from Point/Station 133.000 to Point/Station 132.000 I ** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea Initial subarea flow distance = 305.00(Ft.) I Highest elevation = 468.52:(Ft.) . Lowest elevation = 449.58(Ft.) Elevation difference 18.94(Ft.) . .Time of concentration calculated by the urban I areas overland flow method (App X-C) = 2.57 mi. TC = (1.8*(1.1-C) *distanceA.5)/(% slope"(1/3)] TC= (1.8*(l.1_0.9500)*(305.00'.5)/( 6.21"(l/3)]= 2.57 Rainfall intensity (I) = 7.699 for a 10.0 year storm I Effective runoff coefficient used for area (Q=KCIA) isC = 0.950 Subarea runoff = 2.340(CFS) . ... I Total initial stream area = 0.320(Ac.) . .. I . :1 I 0 0•• .... 0 ... .. I ..., 0• 0 00 . . 0 1 .1 0 0 I . Li ++++++++++++++++++ .++++++++++++++++++++++++++++++++++±+++++++++++++++++ Process from Point/Station 132.000 to Point/Station 131.000 **** STREET FLOW TRAVEL TIME .+ SUBAREA FLOW ADDITION **** Top of street segment elevation = 449 580(Ft ) End of street segment elevation = 440.'600(Ft.) Length of street segment = 200.000(Ft.) Height of, curb above gutter flowline = 6..0(In.) Width of half street (curb. to crown) .= 53. 000 (Ft.) Distance from crown to crossfallgrade break = 51.500(Ft.). Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break tocrown (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) .= 0.021 Gutter width. = 1.5'00(Ft.) Gutter hike from fiowline '= 1500(In.) Manning's N in gutter = 0,0150 Manning's N from gutter to grade break = 0.0180 'Manning's N from grade break to crown = 0.0180. Estimated mean flow rate at midpoint of street = 3.4.01(CFS) Depth of flow— Average velocity = . 4.310(Ft/s) Streetf low hydraulics, at midpoint of street 'travel: Hàlfstreet flow width = 8.473 (Ft.) Flow velocity = 4.31(Ft/s) Travel time = 0.77 mm. . TC '3.34 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea. Rainfall intensity '= . 6..495(In/Hr) for a , 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950, Subarea runoff = 1.789(CFS) for . 0.290(Ac.) Total runoff =. 4.130(CFS) Total area = 0.61 (Ac.) Street flow at end of street =. 4.130"(CFS)' Half street flow at end of street = 4.130(CFS) Depth of flow = 0.280.(Ft.) ' Average velocity = . 4.442(Ft/s) Flow width (from curb towards crown)= 9 265(Ft ) I I I ' I I I LI I 11 Process from Point/Station 131.000 to Point/Station 130.000 **** STREET, FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 440.600(Ft.) End of street segment elevation = 437.590(Ft.) Length of street segment = 198.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street ("Curb to crown) '= 53,.000(Ft.) Distance from crown to crossfall grade break 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 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) = 0.021 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 5 112(CFS) Depth of flow = 0.353(Ft.) Average velocity . 2.956(Ft/s) Streetflow hydraulics at. midpoint of street 'travel: Halfstreet 'flow width = 12.877(Ft.) Flow velocity = 2.96(Ft/s) Travel time = 1.12 mm. TC 4.46 mm. Adding area flow to street. 'User specified 'C' value 'of 0.900 given for subarea Rainfall intensity = 5.393(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 9.900 Subarea runoff =, ' 1.407(CFS) for 0.290(Ac.) Total runOff = 5.537(CFS) 'Total area = 0.90(Ac..) Street flow at end of street = 5.537(CFS) ' Half street flow at end of street = 5.537(CFS) Depth of flow = 0.361(Ft.) Average velocity 3.002(Ft/s.) Flow width (from curb towards crown)= 13.317(Ft.) I ri U I I LI I Process from Point/Station 135.000 to Point/Station 130.000 USER DEFINED FLOW. INFORMATION AT A POINT **** User specified 'C' value of 0.950 given for subarea Rainfall intensity (I) = 4.029 for a 10.0 year storm. User specified values are as follows: I TC = 7.00 mm.. Rain intensity = 4.03 (In/Hr) Total area = 0 91(Ac ) Total runoff = 4 80(CFS) I I I I I I I I I I I I I I i ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station I 135.000.to Point/Station 130.000 **** CONFLUENCE OFMINOR STREAMS **** Along Main Stream number: •2 in normal stream number 2 Stream flow Area 0.910(Ac.) Runoff from this stream= 4.800(CFS) Time of concentration 7.00 mm. Rainfall intensity = . 4.029(In/Hr) 'Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 5 537 4.46 5.393 2 4.800 7.00 ' 4.029 Qmax(i). . 1.000* .1.000 * 5.537) + 1.000 * 0.636 *' 4.800) + = 8.592 Qmax(2) = • • 0.747 * . 1.000* • 5.537) + 1.000' * • 1.000 * 4.800) + =' 8.93.8 Total of 2'streams to confluence: • Flow rates before confluence point: 5.537 4.800 Maximum flow rates at confluence using above data: 8.592 8.938 Area of streams before confluence: • '0.900 0.910 Results of confluence: ' • • ' • ' Total flow rate = ' 8.938(CFS) . Time of concentration = 7.000 min.' Effective stream area after confluence = 1.810(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 100.000 • **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 433.40(Ft.) Downstream point/station elevation = 400.80(Ft.) I Pipe 1enth = 96.00(Ft.) Manning's N = 0.013 No. of pipes = I Required .pipe flow Given pipe size = 18-00 (In.) Calculated individual ipe flow = 8.938(CFS) I Normal flow depth in pipe = 4.65(In.) Flow top width inside pipe .15.75 (In ) Critical Depth = 13 88(In ) Pipe flow velocity = 24.72 (Ft/s) I Travel time through pipe = 0.06 nun.. Time of concentration (TC) = 7.06 nun I I i i I I I i. I I I ++++±+++++++++++++++++++++++++++++±+++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 100.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.810 (Ac.) Runoff from this stream = 8.938(CFS) Time of concentration = 7.0 min. Rainfall intensity .= 4.006(In/Hr) Summary of stream data Stream Flow rate .. TC . Rainfall Intensity No (CFS) (mm) (In/Hr) 1 131.218 39.11 .1 .328 2 8.938 7.06 4.006 Qmax(1) = . 1.000 * 1.000 * 131.218) + 0.332'* 1.000 * 8.938) + = . 134.182 Qmax(2) = . 1.000 * . 0.181 * 131.218) + 1.000 * 1.000 * . 8.938) +=, 32.638 Total of 2 main streams to confluence: Flow rates before confluence point: . 131.218 . 8.938 . Maximum flow rates at confluence using above data: 134.182 32.638 . Area of streams before confluence: 174.190 1.810. 'I I I I I I I Results of confluence: Total flow rate = 134.182(CFS) . Time of concentration . 39.115 mm. Effective stream area after confluence = End of computations, total. study area = 176. 000 (Ac ..) 176.00 (Ac.) I IT I H 1 I 1 1. I -. - -.. I I - _.& I. -I - - I_ r I. H- I - ..- I I ---H 1- H - I :- I I San Diego County Rational Hydrology Program, I CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County. Flood Control Division 1985 hydrology manual I - ------------------------------------------------------ Rational Hydrology Study. Date: 8/21/90 ---------------- PALOMAR AIRPORT ROAD HYDROLOGY ' AREA 2, Q1O ACT. #:L 200,4 FILE NAME: 2PAL10 USER LTMV DATE 8/20/90 ********* Hydrology Study Control Information ********** i Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1.900 1 24 hour precipitation(inches) = 3.250 Adjusted 6 hour precipitation (inches) = 1.900 P6/P24 = 58..5% San Diego hydrology manual 'C' values used I Runoff coefficients by rational method I N P U T D A T A L I S T I N G Element Capacity Space Remaining = 343 Element Points and Process used between Points I Number Upstream Downstream Process 1 299.000 280.000 Initial Area 2 299.000 280.000 . Main Stream Confluence I 3 . 298.000 282.000 Initial Area 4 298.000 282.000 Confluence I 6 287.000 286.000 286.000 285.000 Initial Area Street Flow + Subarea 7 285.000 284.000 Street Flow + Subafea 8 284.000 283.000 Street Flow + Subarea I 9 . 283.00.0 282.000 Pipeflow Time(user inp) 10 283.000 282.000 Confluence 11 282.000 280.000 Improved Channel Time 12 280.000 279.000 Pipeflow Time(user inp). I 13 279.000 278.000 Pipeflow Time(user inp) 14 278.000 200.000 Pipeflow Time(user inp) I 15 16 278.000 200.000 •. 275.000 - 274.000 Main Stream Confluence Initial Area 17 274.000 273.000 Street Flow + Subarea 18 273.000 272.000 Street Fiow+ Subarea I 19 272.000 271.000 Street Flow + Subarea 20 271.000 .270.000 Street Flow-+ Subarea 21 270.000 200.000 Pipeflow Time(user inp) • 22 270.000 200.000 Main Stream Confluence I End of listing - I Process from Point/Station 299000 to. Point/Station 280.000 INITIAL AREA EVALUATION **** User specified 'C' value of 0.550 given for subarea Initialsubarea flow distance = 1140.00(Ft.) Highest elevation = 578 00(Ft ) Lowest elevation = 448.00(Ft.) . . Elevation difference.' 130.00(Ft.) : .. Time of concentratiàn calculated by the urban: areas overland flow method (App X-C) = 14.85 mm. TC = (1.8*(l.l_C)*distanceA.5)/(% Slope "(l/3.)].' TC = [l.8*(l.1_0..5500)*(1140 .DOA .5)/.( 11.40'(1/3)]= 14.85 Rainfall intensity (I) = 2.481 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.550 Subarea runoff = 14.189(CFS) Total initial. stream. area .10.400(Ac.) +++++++++++++++++++.+++++++++++++++++++++++++++++++++++++-I-+++++++++++++ Process from Point/Station 298.000 to Point/Station '282.000 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 = 1380.00(Ft.) Highest elevation = 575'.00(Ft.) Lowest elevation = 448.00(Ft.) ' Elevation difference 127.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 17.55 mm. TC = [1.8*(l.1_C)*distance'.5)/(% s1ope'(1/3)] , TC= [1.8*(1.1_0.5500)*(1380.00A.5)/( 9.20"(1/3)]= .17.55 Rainfall intensity (.1) = 2.227 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.550 Subarea, runoff = 7.473(CFS) . . Total initial stream area = 6.100(Ac'.) + ++ +++ + +++++++++ +++++++++++++++++ +•+ ++++ ++++ +++++ +++++++++ ++++++++++++ + +++++++++++++++++-++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 287.000 to Point/Station 286.000 **** INITIAL AREA EVALUATION User specified 'C' value of 0.950 given for subarea Initial subarea flow distance Highest elevation = 508.00(Ft.) Lowest elevation = 506.78(Ft.) Elevation difference = 1 22(Ft ) Time of concentration calculated'by the urban areas overland flow. method (App X-C) = •. 5.06 mm. TC = (1 8*(l l_C)*dlstance" 5)/(% slope"(1/3)] TC= (1.8*(1.1_0.9500)*(230.00".5)/( 0.53"(l/3)] 5.06 Rainfall intensity (I) = 4.969 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff .= 2.360(cFS) . . Total initial stream area = 0 500(Ac ) Process from Point/Station 286.000 to Point/Station 285.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation— 506.780(Ft.) End of street segment elevation = 502.210(Ft.) Length of street segment = 250 000(Ft ) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft ) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 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) = 0.021 Gutter width = 1 500(Ft ) Gutter hike from flowline = 1 500(In ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break ,= 0.0180. Manning's N from grade break to crown 0.0180 Estimated mean flow rate at midpoint of street = 3 965(CFS) Depth of flow = 0317(Ft..) Average velocity = 3.039(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width =. 11.106(Ft.) Flow velocity = 3.04(Ft/s) Travel time = 1.37 mm. TC = 6.43 mm. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity= ,4.256(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C =,0.900 Subarea runoff = 2.605(CFS) for 0.680(Ac.) Total runoff = 4965(CFS) Total area = 1 18(Ac ) Street flow at end of street= 4.965(CFS) Half street flow at end of street = 4.965(CFS) Depth of flow = 0.340(Ft.) Average velocity = 3.167(Ft/s). Flow width (from curb towards crown-)=- 12.232(Ft.) Process from Point/Station 285.000 to Point/Station 284.000 **** STREET FLOW.TRAVEL TIME + SUBAREA FLOW 'ADDITION **** Top of street segment elevation = 502.210(Ft.) End of street segment elevation = 489.280(Ft.) ' Length of street segment = 430.000(Ft.)' Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to àràssfall 'grade break = 51.500(Ft.) Slope from gutter- to grade break (v/hz) = 0.083 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) = 0.021 Gutter width = . 1.500(Ft.)' ', Gutter hike 'from flowline= 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter. to grade break= 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 7.953(CFS) Depth of flow = 0.364.(Ft.) Average velocity = '. 4.239(Ft/s) Streetf low hydraulics at midpoint of street travel: Halfstreet.f low width = 13.434(Ft.) Flow velocity.= 4.24(Ft/s) ' Travel time = 1.69 mm. TC'= 8.12 mm. ' Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 1. 3.662(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area', Rational method,Q=KCIA, C = 0.900 Subarea runoff = ' ' 4.679(CFS) for 1.420(Ac.) Total runoff = 9.644(CFS) 'Total area = 2.60(Ac.) Street flow at end of street = 9.644(CFS) Half street flow at end of street.= ' 9.644(CFS) Depth of flow = 0.386(Ft.) Average velocity .= 4.405(Ft/s) Flow width (from curb towards crown)= 14.554(Ft.) I i .,. .• I Process. from Point/Station 284.000. to Point/Station 283.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 489.280(Ft.) I End of street segment elevation = .463.920(Ft.) Length of street segment 469.000(Ft.) . Height of curb above gutter flowline = . 6.0(In.) I Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break 51.500 (Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 I Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) from curb to property line (v/hz) = 0.021 I ,.Slope Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's'N -in gutter = 0.0150 . .. I Manning's N from gutter to grade break = 0.0189 Manning's N.-from grade -break to crown= 0.0180 Estimated mean flow rate at midpoint of street =. 11.573(CFS) of flow = 0.373 (Ft.) . I Depth Average velocity 5.777(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 13.900(Ft.) I Flow velocity 5.78 (Ft/s) Travel time = 1.35 mm. TC = 9.47 mm. Adding area flow to street . I . User -specified 'C' value of 0.900 given for subarea Rainfall intensity '= 3.315(In/Hr). for a 10.0year storm Runoff coefficient used for sub-area, Rational niethod,Q=KCIA, C = 0.900 Subarea runoff = 3.103(CFS) for 1.040(Ac.) I . Total runoff - 12.747(CFS) Total area = 3.64(Ac.) Street flow at end of street = 12.747(CFS) I Half street flow at end of street = 12.747(CFS) Depth of flow = 0.384(Ft.) . . Average velocity = 5.890(Ft/s) Flow width (from curb towards crown)= 14.468(Ft.) I .. ... . .. ..,.. . I ,..... ..... I . Process from Point/Station 283.000 to Point/Station 282.000 ****PIPEFLOW TRAVEL TIME (User specified size) *** Upstream point/station elevation .460.50(Ft.) Downstream point/station elevation = 460.30(Ft.) Pipe length •.= . li.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow . = 12.747(CFS) Given pipe size = 18..00(In.) . . Calculated individual pipe flow = 12.747(CFS) Normal flow depth in pipe = 13.36(In.) . Flow top width inside pipe Critical Depth = 1.6.10(In.) . . Pipe flow velocity = .9.07(Ft/s) Travel time through pipe = 0.02 mm. Time of concentration (TC) 9.49 mm. . I . 1 +++++++++++++++++.++++++++++++++++++++++++++++++++++++++.+++++++++++++ I : Process from Point/Station 283.000 to. Point/Station 282.000 CONFLUENCE OF MINOR STREAMS 1* . I.. Along Main Stream number: 2,1n normal stream number -2, Stream flow area .= 3.640(Ac.) Runoff from this stream = 12.747(CFS). . Time of concentration = 949 min. I Rainfall intensity = . 3.310(In/Hr) S Summary of stream data: I Stream. Flow rate TC .. Rainfall Intensity No. (CFS) . (mm) . (In/Hr) 1 7.473 . 17.55 . . . . 2.227 2 . . 12.747 9.49 . 0 3.310 Qmax(1) = .. . . . I . .1.000 * 1.000 * 0.673 * 1.000 * 12.747) Qmax(2) = . .. . I 1.000 * 0.541 * . 7.473) + 1.000 * 1.000 * 12.747) + = 16.790 Total of 2 streams to confluence: I Flow rates before confluence point: 7.473 12.747 0 Maximum flow rates at confluence using above data: I 16.049 16.790 Area of . . 0 streams before confluence: 6.100 . 3.640 I Results of confluence: 0 Total flow rate = 16.790(CFS) Time of concentration = 9.493 mm. Effective stream area after confluence = 0 ..9.740(Ac.) I .....' •. , 0 I I' 0 I 0 0 I I I .Process from Point/Station 282.000 to Point/Station 280.000 IMPROVED. CHANNEL TRAVEL TIME **** Upstream point elevation = 460 30(Ft ) I Downstream point elevation = 448 00(Ft ) Channel length . thru subarea = . . 80.00 (Ft.). Channel base width = 1 000(Ft ) I.. Slope or 'Z' of left channel bank— 0.000 Slope or,.'Z' of right channel bank= 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 1 000(Ft ) I Flow(q) thru subarea = 16.790(CFS) .. Depth of flow = 0.917(Ft.) . . . Average velocity = 18.309(Ft/s) . I . Channel flow top width = 1.000(.Ft.) Flow Velocity 18.31(Ft/s) Travel time = .0. 07 mm. I Time of concentration = 9.57 mm. I I Critical depth = 2.063(Ft.) I I I I I I I I 1 I I Process from Point/Station .. 280.000 to Point/Station 279.000 PIPEFLOW TRAVEL TIME (User specified size)-****' Upstream point/station elevation = 448.00(Ft.) Downstream point/station elevation .= 443 30(Ft ) Pipe length 42.00(Ft.) Manning's N = 0.013 No of pipes = 1 Required pipe flow = 16 790(CFS) Given pipe size= 24.00(In.') Calculated individual pipe flow = 16.790(CFS) Normal flow depth in pipe = 7.68(In.) Flow top width inside pipe= 22.39(In.)' Critical Depth = 17.72(In.) Pipe, flow velocity = 19.37(Ft/s). . Travel time through pipe .= .0.04 mm., Time of concentration (TC) = 9.60 mm.. ' I 1 H ' Process from Point/Station 279.000 to Point/Station 278.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 443 30(Ft ) Downstream point/station elevation = 421.50(Ft.)' Pipe length = 109 00(Ft ) Manning's N = 0.013 No of pipes = 1 Required pipe flow = 16 790(CFS) I Given pipe size = 24 00(In ) Calculated individual pipe flow = 16.790 (CFS) Normal flow depth in pipe = 6.62(In.) Flow top width inside pipe = 21 45(In ) I Critical Depth = 17.72 (In.) Pipe flow velocity = 23 85(Ft/s) Travel time through pipe = 0.08 mm. I Time of concentration (TC) = 9.68 nun I I I I I I I I I +++++++++++++++++++++++++++++++++++++++++++++++4-++++++++++++++++++++++ I Process from Point/Station 278.000 to Point/Station 200.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 421 50(Ft ) I Downstream point/station elevation = 412 .80(Ft.) Pipe length ...=- I Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.790(CFS) I Given pipe size = 24 00(In ) Calculated individual pipe flow = 16.790(CFS) Normal flow depth in pipe = 8 03(In ) I Flow top width inside pipe = 22 65(In ) Critical Depth= 17.72(In.) Pipe flow velocity= 18.23(Ft/s) Travel time through pipe = 0.08 mm. I Time of concentration (TC) = 9.76 min. I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 278.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: I In Main Stream number 1 Stream flow area = 9.740(Ac.) Runoff from this stream = 16 790(CFS) I Time of concentration = 9.76 mm. S Rainfall intensity = 3.251(In/Hr) Program is now starting with Main Stream No 2 I I I I I I I 4 I I I I I I I I I ++++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 275.000 to Point/Station 274.000 I **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea I Initial subarea flow distance = 561.00(Ft.) Highest elevation = 509.52(Ft.) Lowest elevation = 507 07(Ft.) Elevation difference = 2 45(Ft ) I Time of concentration calôulated by the urban areas overland flow method (App X-C) = 8.43 mm. I TC = (1 8*(l l_C)*distanceA 5)/(% slope"(1/3)) TC=.(l.8*(l.lO.9500):*(56l.00".5)/( 0.44"(I/3))=. 8.43 Rainfall intensity (I) = 3.574 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 I Subarea runoff = 2.954(CFS) Total initial stream area = 0.870(Ac.) I I I I I I I I I I I I Process from Point/Station 274.000 to Point/Station 273.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW. ADDITION **** Top of street segment elevation = 507 070(Ft ) End of street segment elevation = 505 360(Ft ) Length of street segment = 332 000(Ft ) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 53 000(Ft ) Distance from crown to crossfall grade break =. 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) =_0.020. Street flow i 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.,060 Gutter width = l.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N .in gutter = 0.0150 Mañning'sN from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0160 Estimated mean flow rate at midpoint of street = 3 854(CFS) Depth of flow= .0.411(Ft.) Average velocity =, 1.944(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow .width= 13.711(Ft.) Flow velocity = 1.94 (Ft/s) Travel time = 2.85 mini. TC = 11.28 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity '= 2.963(in/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational mnethod,Q=KCIA, C = 0.950 Subarea runoff = 1 492(CFS) for 0 530(Ac ) Total runoff = 4.446(CFS). Total area = l.40(Ac..) Street flow at end of street = 4.446(CFS) Half street flow at .end of street = 4.446(CFS) Depth of flow = 0.428(Ft.) : Average velocity = 2.001(Ft/s) S Flow width (from curb towards crown)= 14.556(Ft.) I ++++ ++++ + + + +++++++ +++++++++++++ +++++++++++ ++++ ++ ++++ +++±++............ I Process from Point/Station 273.000 to Point/Station 272.000 **** STREET FLOW TRAVEL TIME + SUBAREA. FLOW ADDITION **** Top of street segment elevation .= 505.360(Ft.) I End of street segment elevation = . 502.210(Ft.) Length of street segment = 250 000(Ft ) Height of áurb above gutter flowline =. 6.0(In.) I Width of half street (curb to crown). = 51.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz), 0.083 I 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) 0.060 I Gutter width 1.500(Ft.) Gutter hike from flowline = 2.000(in.) Manning's N in. gutter 0.0150' , I Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0160 Estimated mean flow rate at midpoint of street = 5 081(CFS) I Depth of flow = 0.392(Ft.) Average velocity . 2.939(Ft/s) S.treetfiow hydraulics at midpoint of street travel: Halfstreet flow width .= 12.752(Ft.) I . Flow velocity— 2.94 (Ft/s) ' Travel time = 1 42 mm T = 12.69 'min. Adding area flow to street ' I User specified 'C' value of 0.950. given for subarea Rainfall intensity ,. 2.745(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 'I 'Subarea' runoff ' 1.043(CFS) for 0.400(Ac.) Total runoff = 5.489(CFS) Total area = 1.80(Ac.) Street flow at end of street = 5 489(CFS) Half street flow at end of street = 5.489(CFS) I Depth of flow = 0 400(Ft ) Average velocity = . 2.984(Ft/s) Flow width (from curb towards crown)= 13.179(Ft.) . . . +++++++++++++++++++++++++++++++++++++++++++++++++.+.+++++.++++++++++++++ Process from Point/Station 272.000. to Point/Station 271.000 **** STREET FLOW TRAVEL TIME +. SUBAREA FLOW ADDITION **** Top of street segment elevation = 502 210(Ft ) End of street segment elevation = 489 280(Ft ) Length of street segment = 430.000(Ft.) Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51 500(Ft ) Slope from gutter ,to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0 020 Street flow is on[l] side(s). of the street Distance from curb to property. line. = 10.000(Ft..) Slope from curb to property line (v/hz) 0.060 Gutter width 1.500(Ft.) . . . Gutter hike from flowline =. 2.000(In.) . Manning's N in gutter= 0.0150 Manning's N from gutter to grade break . 0.0150 Manning's N from grade break to crown 0.0160.1 Estimated mean flow rate at midpoint of street = 6 770(CFS) Depth of flow = 0.376(Ft.) Average velocity = 4 413(Ft/s) Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 11.965(Ft.) . Flow velocity = 4 41(Ft/s) Travel time = 1.62 mm. . TC = 14.32 mm. Adding area flow to street . User specified 'C' value of. 0.950 given for subarea Rainfall intensity = 2.540(In/Hr) for.a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2.027(CFS.). for 0.840(Ac.) Total runoff = .7.516.(CFS) Total area = 2.64 (Ac.) Street flow at end of street = 7.516(CFS) Half street f16wat end of .street = . 7.516.(CFS) Depth of flow =. 0.387(Ft.) • . Average velocity = 4.502(Ft/s). . . . Flow width (from curb: towards crown)= 12.517(Ft.) H I I Process from Point/Station .271.000' to Point/Station 270.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 489 280(Ft ) End of street segment elevation Length of street segment = 595 000(Ft ) Height of curb above gutter flowline = 6 0(In ) Width of half. street (curb to crown.). = 53.000(Ft.) Distance from crown to crossfall grade break = 51 500(Ft ) Slope from gutter to grade break (v/hz) = 0.083 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) = 0.060 Gutter. width = 1.500(Ft.). Gutter hike from flowline = . 2.000(In..) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break tocrown = 0.0160 Estimated mean flow rate atmidpoint of street .= . 8.555(CFS) Depth of flow. 0.371(Ft.) . Average velocity = 5.792(Ft/s) . . Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.725(Ft.) . Flow velocity = 5.79(Ft/s) Travel time = 1.71 mm. . TC= 16.03 mm. Adding area flow to street . . . User specified 'C' value of 0.950'given for subarea Rainfall intensity = 2.361(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area,-Rational method,Q=KcIA, C = 0.950 Subarea- runoff = . 1.638(CFS) for 0.730(Ac.) . Total runoff = . 9.153(CFS) Total area = 3.37 (Ac.) Street flow at end of street = . 9.153(CFS) . Half street flow at end of street = 9.153(CFS) Depth of flow = 0.378(Ft..) . .,. . Average velocity = 5. 866(Ft/s) Flow .width (from curb towards crown)= 12.074(Ft,) I I Process from Point/Station 270.000 to Point/Station 200.000 I PIPEFLOW TRAVEL TIME (User specified size) ** Upstream point/station elevation = 449 00(Ft.) I Downstream point/station elevation = 412 80(Ft ) Pipe length _= 92 00(Ft ) Manning's N .-_ 0.013 No of pipes = 1 Required pipe flow = 9 153(CFS) I Given pipe size 18.00(In.) Calculated individual pipe flow = 9 153(CFS) Normal flow depth in pipe = 4 53(In ) I. Flow top width inside pipe .= :15.63(In.) Critical Depth = 14.05(In.) S Pipe flow velocity = 26.23,(Ft/s) 'S Travel time through pipe ,= 0 06 min. I Time of concentration (TC) = 16.09-min. I I I I I I I I I I I I. I. I Process from Point/Station 270.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS,**** I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.370(Ac.) . I Runoff from this'stream = . .9.153(CFS) Time of concentration = 16.09 mm. Rainfall 'intensity = 2.356(In/Hr) Summary of stream data: I Stream Flow rate TC . . Rainfall Intensity No. (CFS) (mm) . . ., (In/Hr) '1 . 16.790 9.76 . . 3.251 2 9.153 16.09 . . , " 2.356 I Qmax'(l) = . 1.000 * . 1. 000 *. 16.790.) +. 1.000' * 0.607 * 9.153) + = 22.344 I Qmax(2) = . . 0.725 * 1.000 * 16.790) + 1.000 * 1.000 * 9.153) + = 21.319 S I Total of 2 main streams to confluence:' Flow, rates before' confluence point: 16.790 . 9.153 ' S I Maximum flow rates at confluence using above data: 22.344 21.319 Area of streams before confluence: . 9'.740 3.37-0 Results of confluence: '. . ' ....... I Total flow rate = ' 22.344(CFS) S Time of concentration '= 9.763 mm. . Effective stream area after confluence S = 13.110.(Ac.) S I End of computations., total study area = 23.51 (Ac.) I SS • S• IS S .: .. S S • ' S I S , 5 5 S S I. I I I 1 I I I I I H ' * 1 H ' j *.. ' ' I * I San Diego County Rational Hydrology Program Civi1CADD/CivilDESIGN Engineering Software, (c).1990 Version 2-3 Rational method hydrology program based on San Diego County Flood Control Division 19815 hydrology; manual Rational Hydrology, Study ., Date: 8/15/90 PALOMAR AIRPORT ROAD HYDROLOGY AREA 3; Q10 ACT L 200,4 FILE NAME 3PAL10 USER LTMV DATE 8/15/90 --------------------------------------------------------------------- ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 10.01 Map data precipitation entered 6 hour, precipitation(inches) = 1.900., 24 hour precipitation(inches) = 3.250 , Adjusted 6 hour precipitation (inches) = 1.900 P6/P24 = 58.5% ' . . San Diego hydrology manual 'C' values used Runoff coefficients by rational method N P U T D A T A L I S T I N G ************ Element Capacity Space Remaining = 364 Element Points and Process.used between Points . Number 'Upstream Downstream Process I , 302.000 3.01.000 ' Initial Area 2 , 301.000 . . 300.000 .. PipeflowTime(user inp) End of listing - ±++++++++++++++++++++++++++++++++.++++++++++++++++++-4+++++++++++--++++ Process from Point/Station 302.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group 'C = 6.000 Decimal fraction soil group D = 1 000 [SINGLE FAMILY area type ] Initial subarea flow distance =1070.00(Ft.) Highest elevation = 575 00(Ft ) Lowest elevation = 512 50(Ft ) Elevation difference,= 62.50(Ft) Time of concentration calculated by the urban areas overland flow method (App X-C) = 17.98 mm. TC = [l.8*(l.l_C)*distanceA.5)/(% .slope'(l/3) - TC = [1.8*(1.-1-0.5500)*(.1070.00'.5)/( 5.84"-(.1/3)]= 17.98 Rainfall iñteñsity (I) = 2.193 for a -10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.550 Subarea runoff = 5.065(CFS) - Total initial stream area = 4.200(Ac.) I I I Process from Point/Station 301.000 to Point/Station. 300.000 PIPEFLOW TRAVEL TIME (User specified size) **** ' Upstream point/station elevation = 512 50(Ft ) Downstreampoint/station elevation =. 482.00(Ft.) Pipe length = 1070 00(Ft ) Manning's N = 0.013 No of pipes = 1 Required pipe flow = 5 065(CFS) I Given pipe size = 18 00(In Calculated individual pipe flow = 5.'06,5 (CFS) Normal flow depth in pipe ,= 6.59(In.). I Flow top width inside pipe = 17..'34 (In.) Critical Depth = 10 39(In Pipeflow velocity 8.66(Ft/s) 1 Travel time through pipe = 2.06 mm. Time of concentration (TC) = 20.04 nun End of computations,tdtal study area = 4.20 (Ac.) I II I I I I II I II I I. I I I I I I I I I I I I I I I I I I I San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study . Date: 8/16/90 PALOMAR AIRPORT ROAD HYDROLOGY AREA 4A1, Q 10 ACT # L 200,4 FILE NAME 4A1P10 USER: LTMV DATE: .8/16/90 ********* Hydrology Study Control Information Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1 900 24 hour precipitation(inches) = 3.250 Adjusted 6. hour precipitation (inches) .= 1.900 P6/P24 = 58.5% . . San Diego hydrology manual 'C'values used Runoff coefficients by rational method ********** I N P U T D A T A LI S T I N G ******** Element Capacity Space Remaining = 356 Element Points and Process used between Points Number Upstream Downstream Process 1 499.000 498.000 Initial Area 2 498.000 497.000 Street Flow + Subarea 3 497.000 496.000 Street Flow + Subarea 4 .... 49.6.000 495.000 Street Flow + Subarea 5- .495-000 494.000 H Street Flow + Subarea 6 494.000 . 493.000 Street Flow + Subarea End of listing ................. I I + ++ ++ ++++++ + + +++ ++++++++++++++++ +++ +++++++++ + ++++ + ++ + +++ +.++++++ +++++++ Process from Point/Station 499.000 to Point/Station 498.000 INITIAL AREA EVALUATION **** User, specified 'C' value of. 0.950 given for subarea I Initial subarea flow distance = 466.50(Ft..). Highest elevation.= 510.94 (Ft.). Lowest elevation = 507 85(Ft ) Elevation difference = 3 09(Ft I Time of concentration calculated by the urban . areas overland flow method (App X-C) =. 669 mm. TC = (1.8*(1.1_C)*distance'.5)/(% slope'(1/3)) . . . TC= {1.8*(1.1-0.95.00)*(4.66.50'.5)/( 0.6611(1/3)]= 6.69 I .Rainfall intensity (I) = . 4.149 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C -'0.950 Subarea runoff = . 4.887(CFS) Total initial stream area = 1 240(Ac ) I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 498.000 to Point/Station 497 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 507 850(Ft ) End of street segment elevation = 505 190(Ft ) Length of street segment = 284.000(Ft.) Height of curb above gutter flowline = 6..0(In.) Width ,of half. street (curb -'to crown) 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.). .Slope -from gutter to grade break (v/hz) = 0.083 '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.00O(Ft.) Slope from curb to property line'(v/hz) '= 0.021 Gutter width =' 1.500(Ft.) 'Gutter hike from flowline = I.500(In.) Manning'sN in gutter = 0.0150 ' Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate. at midpoint of street' = 6.425(CFS) Depth-of flow = 0.329(Ft.) Average vel'ocity, 2.225(Ft/s) - Streetfiow hydraulics at midpoint of street travel:' Halfstreet flow width =' 11.715(Ft.). Flow velocity = 2.22(Ft/s) Travel time = 2.13 mm. TC = ' 8.82 mm'. Adding area flow to street User specified 'C' value of 0.950 given for subarea' Rainfall intensity = 3.472(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2.573(CFS)' for 0.780(Ac..) Total runoff = 7.460(CFS) Total area = '2.02(Ac.) Street flow at end of street = 7.460(CFS), 'Half street flow at end of street = 3.730(CFS) ''Depth of flow = 0.3'45(Ft.) ' Average velocity = 2.288(Ft/s) Flow width (from curb towards crown)= 12 486(Ft ) Process from Point/Station 497.000 to Point/Station 496.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 505 190(Ft ) End of:street segment elevation = 498.870(Ft.) Length of street segment = . 302.500(Ft.) Height of curb above gutter flowline =. 6.0(In.) Width' of half street (curb to crown) = '53.000(Ft..) Distance from crown to crossfall grade break = 51'.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to'propert' line . 10.000(F.t.) Slope from curb to property line (v/hz) = .0.021 Gutter width 1.500(Ft.). . . Gutter hike from flowline = l.500(In.) Manning's' N in gutter = 0.0150 Manning's N from gutter to grade break = .0.0180 Manning's.N from grade 'break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 9 159(CFS) Depth of flow 0.325(Ft.). Average velocity = . 3.295(Ft/s) Streetflow hydraulics at midpoint of. street travel: Halfstrëet flow width = 11.483(Ft.) Flow velocity = . 3.29(Ft/s).' . . . Travel time = 1.53 min. TC = 10.35 mm. Adding area flow to street . User specified 'C' value of 0.950 given for subarea Rainfall intensity = 3,.1 ' 32(In/Hr) for a 10.0 year storm Runoffcoefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2.737(CF8) for 0.920 (Ac.) Total runoff = 10.197'(CFS) Total area = 2.94(Ac.) Street flow at end -of street = 10.197(CFS). Half street flow at end of street = 5.099(CFS) Depth of flow = 0 335(Ft ) Average velocity = . 3.361(Ft/s) Flow width (from curb towards crown)= 12.024(Ft.) Process from Point/Station 496.000 to Point/Station 495.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 498 870(Ft ) End of street segment elevation = 491 170(Ft ) Length of street segment .= 244.500(Ft.) Height of curb above gutter flowline = 6 0(In ) Width of half street. (curb to crown) =. 53.000.(Ft.) Distance from crown to crossfall grade break = 51 500(Ft ) Slope from guttertograde break (v/hz) = 0.083 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) = 0 021 Gutter width = 1.500(Ft) . Gutter hike from flowline = 1.500(In.) - Manning's N in, gutter = 0.0150 Manning's N from gutter to grade break = 0.0180. Manning's N from grade break to.crown = 0.0.180 Estimated mean flow rate at midpoint of street = 11 446(CFS) Depth of. flow = 0.326(Ft.) . Average velocity = 4.058(Ft/s). Streetf low hydraulics at midpoint of street travel: Halfstreet flOw width = 11.571(Ft.) . Flow velocity 4. 06(Ft/s) . Travel time 1.00 mm. . TC = _11.35 mm. Adding area, flow -to street User specified 'C'value of 0.950.given for subarea Rainfall intensity 2.950(In/Hr) for a 10.0 year storm Runoff coefficient used-for sub-area,-Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2 018(CFS) for 0 720(Ac Total runoff = 12.215(CFS) Total area = 3.66(Ac.) Street flOw at. end of street' = 12.215(CFS) Half street flow at end of street = 6.107(CFS) I .Depth of flow .= 0.333 (Ft.) . Average velocity = . 4.107(Ft/s) . . . Flow width (from curb towards crown)= 11..898(Ft.) I I Process from Point/Station . 495.000 to Point/Station 494.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 491.170(Ft.) End of street segment elevation = 480.900(Ft.) Length of street segment = . 250..000(Ft.) Height of curb above.gü•tter flowline 6.0(In.). Width of'half street (curb to crown) 53.000(Ft.) Distance from crown to crossfall grade break = 51 500(Ft ) Slope from gutter to grade break (v/hz) = '0.083 . Slope from, grade break to crown (v/hz) 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).= 0.021 Gutter. width = 1.500(Ft.) . Gutterhike from flowliné= 1.500(In.) Manning's N in gutter = .'0.0150 Manning's N from gutter to grade break— 0'.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 13.350'(CFS) Depth of flow = 0.329(Ft.) Average velocity =. 4.653(.Ft/s) . Streetflow hydraulics at midpoint of street travel: Halfstréet flow width = 11.676(Ft.) Flow velocity= , 4.65(Ft/s) . Travel time = 0.90 mm. TC = ' 12.25 mm. Adding area flow to street ' User specified 'C' value of 0.950 given for subarea Rainfall intensity ,=. 2.809(In/Hr) for'a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea.runoff = .. , 1.815(CFS). for 0.680(Ac.) Total runoff = 14.029(CFS) Total area = 4.34(Ac.) Street flow at end of street Half street flow at end of' street. =' . 7.015(CFS.) Depth of flow = 0 334(Ft ) Average velocity .= 4.696(Ft/s) Flow width (from curb towards crown)= il..927(Ft.) I. Process from Point/Station 494.000 to Point/Station 493.000 I **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 480.900(Ft.) End of street segment elevation= 469.190(Ft.) I Length of street segment =. 325O00(Ft.) Height of curb above gutter flowline = 6 0(In Width of half street (curb to crown) ,.=. 53 000(Ft I Distance from crown to crossfali grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) 0.083 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 propertyline (v/hz) = 0.021 Gutter width = . 1.500(Ft.) Gutter hike from flowline = 1.500(In.) I Manning's N in gutter = 0 0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade breakto crown = 0.0180 I Estimated mean flow rate at midpoint of street = 15.678(CFS) Depth of flow = 0.352(Ft.) Average velocity = 4.547(Ft/s) Streetflow hydraulics at midpoint of street travel: I Halfstreet flow width = 12.856(Ft.) Flow velocity = 4.55(Ft/s) Travel time = 1.19 min. TC = 13.44 min. Adding area flow to street ' User specified 'C' value of 0.950 given for subarea Rainfall intensity .= 2 646(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2.564(CFS) for 1.020(Ac.) I Total runoff = 16.593(CFS) Total area = 5.36(Ac.) Street flow at end of street = 16.593(CFS) Half street flow at end of street = 8.297(CFS) I Depthofflow= 0.358(Ft.) . Average velocity = 4.597(Ft/s) Flow width (from curb towards crown)= . 13.166(Ft.) . End of computations, total study area = 5.36 (Ac.) I I I I 1 I I San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (C) 1990 Version 2.3 I Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 8/15/90 I PALOMARAIRPORT ROAD HYDROLOGY AREA 4, Q 10 ACT #: L 200,4 FILE NAME: 4PAL10 . I USER LTMV DATE 8/15/90 ********* Hydrology Study Control Information 1r11***** Rational hydrology study storm event year is,.,10.0 I Map data precipitation entered 6 hour, precipitation(inches) = 1.900 24 hour precipitation(inches) 3.250 Adjusted 6 hour precipitation (inches) I' = 1.900 .P6/P24 = 58.5% San Diego hydrology manual 'C" values used I Runoff coefficients by rational method I ************ I N P U T D A T A L I S T I N G ************ Element Capacity Space Remaining = 355 'Element Points and Process used between Points Number Upstream Downstream Process 1 469.000 . .460.000 Initial Area . 2460.000 . . 440.000 Pipeflow Time(user inp) 3 460.000 ' 440.000 ' I Main Stream Confluence 4 442.000' 440.000 . Initial Area 5 442.000 : 440.000 . Main Stream Confluence .I 6 441.000 . . ' '440.0,00 Initial Area 7 441.000... . 440.00.0 Main Stream Confluence .8 . 440.000 . . , 420.000 Pipeflow Time(user inp) 440.000 . 420.000 Main Stream Confluence 10 421.000. , 420.000 ' I Initial Area 11 421.000 - . ' 420.000 Main Stream Confluence 12 422.000 , 420.000 Initial Area I 13' • . 422.000 • . 420.000 ,' Main Stream Confluence 14 420.000 . . 400.000 Pipeflow Time(user inp) End of listing............., . . . . I I I I . San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (C) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational-Hydrology-Study Date: 8/15/90 PALOMAR AIRPORT ROAD HYDROLOGY AREA 4; .Q 10 ACT #: L 200,4 FILENAME:4PAL10 USER: LTMV DATE: 8/15/90 ----------------------------------------------------------------------- ********* Hydrology,Study Control information ------------------------ Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation(inches) 1.900 24 hour precipitation(inches) = 3.250 Adjusted 6 hour precipitation -(inches) = 1.900 P6/P24 = 58.5% San Diego hydrology manual 'C' values used RunOff coefficients by rational method I I ++++++++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 469.000 to Point/Station 460.000 INITIAL AREA EVALUATION Decimal -fraction soil. group A = 0.000 I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000' Decimal fraction soil group D =1.000 I [SINGLE FAMILY area type ] Initial 'subarea flow distance = 440.00(Ft.) Highest elevation = 489 00(Ft ) I Lowest elevation = 450.00(Ft.) , Elevation difference =' 39.00(Ft.) Time of concentration calculated by the urban areas-overland-flow method (App X-C) = 10.03 mm. I TC = (1.8*(1.1-C)*distance".,5,)/(% slopeA(1/3)] TC = [1.8*,(1.1_0.5500)*(440.00".5)/(. 8.86A(1/3)]= 10.03 Rainfall intensity (I).. 3.194 for a 10.0 year storm I Effective, runoff coefficient used for area (Q=KCIA) is C = 0.550 Sübarearunoff= 12.280(CFS) 11 Total initial stream area = 6 990(Ac I I I I I I I I I I I I I Process from Point/Station 460 000 to Point/Station 440.000 **** PIPEFLOW TRAVEL TIME (User specified size) ** Upstream point/station elevation = 450 00(Ft 1 Downstream.point/station elevation = 447.80(Ft.) Pipe length = 63 00(Ft ) Manning's N = 0 013 No.,of pipes = 1 Required pipe flow = 12 280(CFS) I Given pipe size = 18 O0(In Calculated individual pipe flow = 12 280(CFS) Normal flow depth in pipe = 10 31(In I Flow top width inside.-pipe = 17.81(In.) Critical Depth .= 15 90(In ) Pipe flow velocity. 11.72 (Ft/s) Travel time through pipe 0.09 mm. = I Time of concentration (TC) = 10.'12 min. I I I 1 I I I I I I I I Process from Point/Station 442.000 to Point/Station 440.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea Initial subarea flow distance = 1140 00(Ft Highest elevation = 469 19(Ft Lowest elevation = 457 99(Ft ) Elevation difference = 11 20(Ft Time of concentration calculated by the urban areas overland flow method (App X-C) = 9.17 mm. TC [1.8*(l.1-C)*distance'.5)/(% slope'(l/3).] TC =[1.8*(l.l-0.9500)*.(1140.00A.5)/(, 0.98"(1/3)]= .9.17 Rainfall intensity (I) = 3.385 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff = 6.207(CFS) Total initial stream area - 1 930(Ac Process from Point/Station 441.000 to Point/Station 440.000 *.** INITIAL AREA EVALUATION **** Userspecified 'C' value of 0.950 given for subarea Initial subarea flow distance , = 849..00(Ft.) Highest elevation = 467.46(Ft.) Lowest. elevation = 457.99(Ft.) Elevation difference = " 9.47(Ft.)' . Time of concentration calculated by the -urban 'areas overland flow method (App X-C)- 7.59 .min. TC = [1.8*(1.1_C)*distance'-.5)/(% slope'(1/3)] ' TC= [1.8*(l.1_0.9500)*(849.00.5)/(1..12A(1/3)]= . 7•59 Rainfall intensi-ty(I) = 3.826 for a 10.0 year. storm Effective runoff coefficient used for area- (Q=KCIA) is C = 0.950 Subarea runoff = 4.761(CFS)' - Total initial streamarea = ' . 1.310(Ac.) I. . I I +++++++++++++ ... ++++±++±++++++++++±++++++++±++++++++++++++++++±++++++++ Process from Point/Station. 441.000 toPoint/Station 440.000 i **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.310(Ac.) Runoff from this stream = 4 761(CFS) Time of concentration = 7'59 nun I Rainfall intensity = 3 826(In/Hr) Summary of stream data:. 0 I Stream Flow rate TC Rainfall Intensity No (CFS) (nun) (In/Hr) 1 12.280 10.12 3.176 2 6.207 9.17 3.385 3 4.761 '-7.59. 3 826 I Qmax(1) = 1.000 * 1.000 * 12.280) 0 + . I 0.938 * 1.000 * 6.207) 0.830 * 1.000 * 4.761) + + = 22.056 Qmax(2) 1.000 * 0.906 I . 1.000 1.0001 * 6.207) + 0 885 * 1.000 * 4.761) + = 21.543 Qniax(3) 1.000 * 0.749 * .12.280) + .I 1.0000 * 0.827 * .6.207) + 1.0100 * 1.000 * 4.761) + = 19.097 I Total of 3 main streams to confluence Flow rates before confluence point: . 12.280 6.207 4.761 I . Maximum flow rates at confluence using above data: 0 22.056 . 21.5.43 19.097 0 Area of streams before confluence.: 0 6.990 1 930 1 310 Results of confluence: I Total flow rate = 22 056(CFS) Time of concentration = 10.124 nun I I I I Effective .-stream area after confluence = 10.230(Ac.) I I ++ ++ + ++ + + + + ++ + + +++++++++++++ +++++ + +++ + + + + + ++ + + + + +,+ + + ± + + + ± + ++ + + + + + + + + + + I Process from Point/Station 440.000 to Point/Station 420.000 PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation = 447.50(Ft.) Downstream point/station, elevation = 437.60(Ft) Pipe length 106.50(Ft.) Manning's N = 0.013 No of pipes = 1 Required pipe flow = 22 056(CFS) I Given pipe size = 18 00(In ) Calculated individual pipe flow = 22 056(CFS) Normal flow depth in pipe.=° 10.98(In..) I Flow top width inside pipe = 17.56(In.) Critical depth could not be calculated Pipe flow velocity = 19 54(Ft/s) Travel time through pipe 0,09 mm. Time of concentration (TC) = 10 21*min. I I I I I I I I I I I I ++++++++++++++++++++±++++++++++++.++++++++++++++.+++++++++++++++++++++++ I Process from Point/Station. 421.000 to Point/Station 420.000 **** INITIAL AREA EVALUATION. I User specified 'C' value of 0 950 given for subarea Initial subarea flow distance - 849 00(Ft Highest elevation 467.46(Ft.) Lowest elevation = 457.99(Ft.) I Elevation difference = 9.47 (Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.59 .min. I TC = ,[1.8*(1.1-C)*distance".S)/(% slopeA(1/3)] TC =[1.8*(1.1-0.9500)*(849.00".5)/( 1.12(1/3)]= 7.59 Rainfall intensity (I) = '3.826 for a 10.0 year storm I Effective runoff coefficient used for area (Q=KCIA) is ,C = 0.950 Subarea runoff 4.725•(CFS) Total initial stream area = 1 300(Ac I 1 I 1 I I 'I I I I I I I I I I ++++++++±++++++++++++++++++++++++++++++++++++++++++++++++++++++±++++++ I Process from Point/Station 421.000 to Point/Station 420.000 **** CONFLUENCE OF MAIN STREAMS,****, I The following data inside Main Stream is listed In Main Stream number: 2 Stream flow area = 1 300(Ac Runoff from this stream = 4 725(CFS) I Time of concentration = 7.59 nun Rainfall intensity = 3 826(In/Hr) Program is now starting with Main Stream No 3 I I I I I I I I I I I I I I I I +++++++++++±+++++4++++++++++++++++++++++++++++++++++++++++++++++++±+++ I Process from Point/Station 422.000 to Point/Station 420.000 **** INITIAL AREA EVALUATION *'** I User specified 'C' value of 0.950..given for subarea Initial subarea flow distance .,= 1140 00(Ft Highest elevation = 469 19(Ft Lowest elevation = 457.99(Ft.) I Elevation difference = 11.20(Ft.) Time of concentration calculated by the urban ãreas,overland flow method (App X-C) = 9.17 mm. I T.0 = [1.8*(1.1-C)*distance'.5)/(% s1ope(1/3)] TC = [1.8*(1.170.9500)*(1140.00".5)/( 0.98(1/3)]= 9.17 Rainfall intensity (I)_= 3.385 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) isC= 0.950 I Subarea runoff =, 5.339(CFS) Total initial stream area = 1 660(Ac I I I I I I I I I I I I - ++'++++++++++++++++++++++++±++++++++.+++++++++++++++.++++++++±+.+++++++++ Process from Point/Station 422.000 to Point/Station 420.000 ****, CONFLUENCE OF MAIN STREAMS **** 0 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1 660(Ac ) Runoff from this stream 5.339(CFS) Time of concentration = 9.17 min. Rainfall intensity = 3 385(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No (CFS) (nun) (In/Hr) 1 22.056 10 21 3 158 2 ' 4.725 7.59 ' • 3.826 3 5.339 '' 9.17: 3.385 Qmax(1) = 1.000 * 1.000 * 22.056) + 0.825 * 1.000 * 4.725) 0.933 * 1.000 * '5339) + = 30.935 Qmax(2) = • 1.00.0 * 0.743, * 22.056) + 1.000 *' •000 * 4.725) + 1.000 * 0.82-7 * 5 339) + = 25.520 Qmax(3) = • • , 1.000 *, 0.898*. 22.056,) + 0.885 * 1.000 •*'' 4.725) + 1.000 .* 1.000 * 5.339) + = 29.320 Total of 3. main streams to confluence: Flow rates before confluence point: 22.056 . 4.725 ' 5.339 • Maximum flow rates at confluence using above data 30.935 25.520 29.320 • • Area of streams before confluence: 10.230 1.300 1.660 Results of confluence: . • : Total flow rate ,= 30 935(CFS) Time of concentration ' 10-215 mm. Effective stream area after confluence = 13 190(Ac I I ++++++++++++++++++++++++++++++++++++++++++++±+++++++++++++++++++4-++++ I . Process from Point/Station '420.000 to Point/Station 400.000 **** PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation = 437.30(Ft.) Downstream'point/station elevation .= 404.90(Ft.) Pipe length = 120 00(Ft ) Manning's N = 0 013 'No. of pipes = 1 Required pipe flow, =, 30.935(CFS) I Given pipe size 18 O0(In ) Calculated individual pipe flow , = ''30.935(CFS) Normal flow depth in pipe = 9 70(In ) I Flow top width inside pipe = 17 94(In ) Critical depth could not be calculated Pipe flow velocity = 31.85(Ft/s) . I Travel time through pipe = 0.06 mm. Time of concentration (TC) = 10.28 mm. ' End of computations, total study area = 13,19 (Ac I 1 I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I San Diego County Rational Hydrology Program Civi1CADD/Civi1DESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 8/21/90 ------------------------------------------------------------------------ PALOMAR AIRPORT ROAD HYDROLOGY AREA 5A Q 10 ACT. #: L 200,4 FILE NANE:5AP10 USER LTMV DATE 8/21/90 ********* Hydrology Study Control Information ******** ----------------------------------------------------------------- Rational hydrology study storm event year is 10.0 Map data precipitation entered 6 hour, precipitation(inches) = 1.900- 24 hour precipitation(inches) =, 3.250 Adjusted '6 hour precipitation (inches) = 1.900 P6/P24 = 58.5%. S San Diego hydrology manual 'C' values used Runoff coefficients by rational method I N P U T D AT A L IS T I N G ********* Element Capacity Space Remaining = 354 Element Points and Process used between Points Number Upstream Downstream Process .1 559.000 558.000 Initial Area 2 558.000 557.000 Street Flow ± Subarea 3 557.000 556.00.0 Street Flow + Subarea 4 557.000 556.000 Main Stream Confluence' 5 551.000 552.000 Initial Area 6 552.000 553.000 Street Flow + Subarea 7 553.000 554.000 Street Flow + Subarea 8 554.000 556.000 Pipeflow Time(user inp) .9 554.000 556.000 Main Stream -Confluence 10 556.000 .555.000 PipeflowTime(userinp) End of listing I I I : Process from Point/Station 559.000 to Point/Station 558.000 INITIAL AREA EVALUATION User specified -'C.' value :I of 0.950 given: for subarea : Initial subarea flow distance = 522.00(Ft.) Highest elevation = 468 94(Ft Lowest elevation = 463 19(Ft ) I Elevation difference = 5 75(Ft ) Time of concentration calculated by the urban areas overland, flow method (App X-C) = 5.97 mm. I TC = [1 8*(l 1_C)*distance" 5)/(% slope''(1/3)J TC = [1.8*(l'.1_0.9500)*(522.00A..5)/( .1..16A(1/3)]= 5.97, Rainfall intensity '(I) = 4.464 for a 10.0 year storm Effective runoff coefficient used-for area (Q=KCIA) is C = 0.950 I Subarea runoff = 3 307(CFS) Total initial stream area = 0 780(Ac I I I I I I I I I I I I Process from Point/Station, 558.000 to Point/Station 557.000 **** 'STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 463 190(Ft End of street segment elevation = 453.720(Ft.) Length of street segment = .367.000(Ft.) Height of curb above gutter f.lbwline 6..0(In.) Width of half street (curb to crown) = 53 000(Ft Distance from crown to crossfall grade break '= 51.500 (Ft.) Slope from gutter' to grade break (v/hz) = 0.083 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) = . 0.060 Gutter width = ' 1.500(Ft..) . Gutter hike from flowline = 2.000(In.) ' Manning's N in gutter = 0.0150 . Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0160. Estimated mean flow rate at midpoint of street Depth of flow = 0.342(Ft.) Average velocity 3.842(Ft/s) H Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 10.279(Ft.) Flow veloàity = 3.84(Ft/s) Travel time = 1.59 min. TC = ' 7.57 mm. Adding area flow to. street User specified 'C' value of 0.950 given for subarea' Rainfall intensity = 3.833(In/Hr) for a , 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 1.966(CFS) for 0.540(Ac.) Total runoff = 5.274(CFS) Total area =. .1.32(Ac.) Street flow at end of street = ' 5.274(CFS). Half street flow at end of street ' 5.274(CFS) Depth of flow = 0.358(Ft.) Average velocity 3.959(Ft/s) Flow width (from curb towards crown)= 11.089(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++±+++++++++++++++++++++ Process from Poi.nt/Station 557.000. to Point/Station 556.000 ****.STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 453 720(Ft ) End of street segment elevation = 446.650(,P t.) Length of street segment = 315 000(Ft Height of curb above gutter .flowline '.=. 6..0 (In.).. Width of half street (curb to crown).. = 53.000(Ft.) Distance from crown to crossfall grade break = 51 500(Ft ) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break -to crbwn(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) = 0.060 Gutter width = 1.500'(Ft.) . . Gutter hike from flowline = 2 000(In Manning's 'N in gutter = 0.0150 Manning's N from gutter to grade break= 0.0150 Manning's N from grade break to' crown = 0.0160 Estimated mean flow rate at midpoint of street = 6.252(CFS) Depth of flow = 0.383(Ft.) . . .,. Average velocity =. 3..861(Ft/s) , Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 12 315(Ft ) Flow velocity = 3.86(Ft/s) . . Travel time = 1.36 mm. , TC = .' 8.92 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity '= 3,. 445(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.1550 Subarea runoff = 1.604(CFS) for 0.490(Ac.) Total runoff = 6.877(CFS) Total area = . S 1.81(Ac.) Street flow at end of street = . S 6.877(CFS) S. Half street flow at end of street = 6.877(CFS). . . Depth of flow = 0.393 (Ft.) .' . . . AVerage velocity = 3.934(Ft/s) Flow width (from.curb towards crown)=. 12.829(Ft.) I I ' Process from Point/Station 551.000 to Point/Station 552.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea I Initial subarea flow distance = 522.00(Ft.) Highest elevation = 468.94(Ft.) Lowest elevation = .463.19(Ft.) I Elevation difference Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.97 mm. TC = (1.8*(1.1_C).*distance'.5)/(% slope"(1/3)] I TC= [1.8*(l.1_0.9500)*(522.00A.5)/( 1.10A(1/3)]= 597 Rainfall intensity (I) = 4.464 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 I Subarea runoff = 3.732(CFS) Total initial stream area = 0.880(Ac.) 1 I I I .. I •:.. I ++++++++++++++++++++++++++++++++++++++ ±+++++++++++++++++++++++++++++++ Process from Point/Station. 552.000 to Point/Station 553.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 463.190(Ft.) End of street segment elevation = 453.720(Ft.) Length of street segment = 315 000(Ft ) Height of curb above gutter flowline = 6 0(In Width of half Street (curb to crown).. .= 53.000(Ft.) 0 Distance from crown to crossfall grade break ,.= 51 500(Ft Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope-from-curb to property line (v/hz) = 0.060. Gutter width . 1.500(Ft.) . 0 0 Gutter hike from flowline = 2 000(In Manning's N in gutter = 0.0150 . 0 Manning's. N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0160 Estimated mean flow rate at midpoint of street = 5.046(CFS) Depth of flow 0.347(Ft.) Average velocity = .4.182(Ft/s) 0 0 Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width .= 10.508(Ft.) 0 Flow velocity = 4 18(Ft/s) Travel time = 1 26 nun TC = 7.23 nun Adding area flow to street . 0 User specified 'C' value of 0.950 given for subarea Rainfall intensity= 0 3.947(In/Hr) for a 10.0. year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2.325(CFS) for 0.620(Ac..) 0 Total runoff = 6.056(CFS) Total area = 1.50(Ac.) Street flow at end of street = 0 6.056(CFS) Half street flow at end of street = 6..056.(CFS) Depth of flow= 0.365(Ft.) 0 0 Average velocity = 4.322(Ft/s). 0 Flow width (from curb towards crow.n)= 11.397(Ft.) I I I Li I I I I I Li 01 I Process from Point/Station 553.000 to Point/Station 554.000 I ****,STREET 'FLOW TRAVEL TIME + SUBAREA 'FLOW ADDITION r* Top of street segment elevation = 453.720(Ft.) I .End of street segment elevation = 446.650(Ft.) Length of street segment = 315 000(Ft Height of curb above gutter flowline = 6 0(In ) I Width of half street (curb to crown)..= 53 000(Ft Distance from crown to.ôrossfall' grade break = 51.500(Ft.) Slope from gutter to grade break '(v/hz) 0.083, Slope from grade break to crown (v/hz) =' 0.020 I 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) = 0.060 I Gutter width 1.500(Ft.) ' Gutter hike from flowline = 2.000'(In.) ,Manning's N in gutter 0.0150 I Manning's N 'from gutter to grade break = 0150 Manning's N from grade break to crown = 0.0160 Estimated mean flow rate at midpoint of.street= 7.267(CFS) Depth of flow= Average velocity 3.977'(Ft/s) ' Streetflow hydraulics-at midpoint of street travel: Halfstreet flow width, = 13.134(Ft.) Flow velocity =. ' 3.98(Ft/s) Travel time = 1.32 mm. TC'= 8.55 min. Adding area flow to street User specified 'C' value of 0.950 given for subarea I' Rainfall' intensity = 3.542(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = ' 2.019(CFS) for 0.600(Ac.) I ' Total runoff = ' 8.075(CFS) Total area = ,2.10(Ac.) Street 'flow at end of street.= 8.075(CFS) ' Half street flow at.end'of street 8.075(CFS) Depth of flow = ' 0.411(Ft.) . Average veloci'ty,= 4.061(Ft/s) Flow width (from curb towards crown)=. 13.733(Ft.) I I I I I I H I S I I Process from Point/Station 554.000 to Point/Station • 556.000 PIPEFLOWTRAVEL TIME (User specified size) **** Upstream point/station elevation = 438 00(Ft I Downstream point/station elevation = 437 20(Ft Pipe length = 106 50(Ft ) Manning's N = 0 013 No. of pipes= 1 Required pipe flow = 8..075(CFS) I Given pipe size = 18 00(In Calculated individual pipe flow = 8 075(CFS) Normal flow depth in pipe = 13 20(In ) I Flow top width inside pipe = 15.92(In.) Critical Depth = 13 20(In Pipe flow velocity = 5 82(Ft/s) Travel time through pipe = 0:30 mm I Time of concentration (TC) = 8 85 min. I I I I I I I I I I I I ............................................................... Process from Point/Station. 554.000 to-Point/Station 556.000 ****-CONFLUENCE OF MAINSTREAMS **** The following data inside Main Stream is listed In Main Stream number 2 I Stream flow area := 2..100 (Ac.) Runoff from this.stream =.. 8.075(CFS) I Time of concentration = 8.85 mm. Rainfall intensity = 3 463(In/Hr) Summary of stream data I Stream Flow rate TC Rainfall Intensity No (CFS) (nun) (In/Hr) I i 6.877 .8 .92 3.445 2 8.075 8.85 . 3.463 I .Qmax(l) = 1.000 * i.00O, 6.877) + . . 995*' 1.000 * 8.075) + = 14.911 Qmax(2) 1.000. '* . 0.992 * 6.877)' + . 1.000 .1.00.0 * 8.075) + 14.897 Total of 2 main streams to confluence I Flow rates before confluence point 6.877 ' 8.075 . Maximum flow rates at confluence using above data: I 14.911 14.897 . Area of streams 'before' confluence: 1.810 I Results of confluence I Total flow rate =' 14.911(CFS) Time of concentration = 8.925 mm.' Effective stream area after confluence = 3 910(Ac ) I I I I I I I Process from Point/Station 556.000 to Point/Station 555.000 I :PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station-elevation = 436 90(Ft I , Downstream point/stationelevation =413.40(Ft..) Pipe length = 71.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 14.911(CFS) I Given pipe size = 18 00(In vidual, ) Calculated indi pipe flow = 14.911(CFS) Normal flow depth in pipe = 6 09(In ) Flow top width inside pipe = '17.04 (,In ) I Critical Depth. 16.83(I.n.). Pipe flow velocity 28.33(Ft/s) Travel time through pipe '= 0.04 mm. I Time of concentration (TC) = 8.97 mm End of computations, total study area = • 3.91 (Ac.) I I I I I I I I I I I I San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on Sari Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 8/21/90 ------------------------------------------------------------------------ PALOMAR AIRPORT ROAD HYDROLOGY AREA 5; Q 10 . ACT #:':L 200,4 FILE NAME 5PAL10 USER: LTMV DATE: 8/21/90 ********* Hydrology Study Control Information ********** ------------------------------------------------ Rational hydrology study storm event year. is 10.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1.900 24 hour prècipitation(inches) = 3.250 Adjusted 6 hour precipitation (inches) = 1.900 P6/P24 = 58.5% . . San Diego hydrology manual 'C' values used Runoff coefficients by rational method ********* I N P U T D A T A L I S T1 N G *********** I Element Capacity Space Remaining = 352 Element Points and Process used between Points Number Upstream Downstream Process 1 599.000 598.000 Initial Area 2 598.000 590.000 Pipeflow Time(user inp) I 590.000 580.000 Pipeflow Time(user inp). 4 590.000 580.000., Main Stream Confluence 5 587.000 0 585.000 Initial Area 6 . 587.000 585.000 Confluence 7 I 586.000 585.000 Initial Area 8 .586.000 585.000 Confluence 9 585.000 580.000 Pipeflow Time(user inp) I 10 . 585.000 0 580.000 Main Stream Confluence 11 580.000 570.000 Pipeflow Time(user inp) 12 570.000 560.000 Pipeflow Time(user inp) I 13 . 570.000 560.000 Main Stream Confluence 14 564.000 563.000 Initial Area 15 563.000 562.000 Pipeflow Time(user inp) 16 562.000 0 560.000 Pipeflow Time(user inp) 17 I 561.000 560.000 Main Stream Confluence .18 560.000 500.000 Pipeflow Time(user inp) End of listing ............0 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process fràm Point/Station 599.000 to Point/Station 598.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea I Initial subarea flow distance = 904.00(Ft.) Highest elevation .= 447 65(Ft ) Lowest elevation ,= 437 63(Ft ) I Elevation difference = 10 02(Ft ) Time of concentration calculated by the urban areasoverland flow method (App X-C) 10.46 mm. I TC = (1.8*(1.1.-C)*distance'.5)/(% slope ''(1/3)] TC= [1.8*(l.1_0.9000)*(904.00A.5)/( l.11"(1/3)]= 10.46 Rainfall intensity (I) = 3,110 for 'a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 I Subarea runoff = 9 097(CFS) Total. initial stream area = 3.250(Ac.) I I I I I I I I I I I I I I +++++++++++++++±±+++++++++++++++++++++++++++++++++++++±+++++++++++++++ Process from Point/Station 598.000 to Point/Station 590.000 I ****pIpEFLow TRAVEL TIME (User specified size) Upstream point/station elevation 433.40(Ft.) I Downstream point/station elevation ,= 429.10(Ft.) Pipe length = 296 40(Ft ) Manning's N = 0.013 No of pipes = 1 Required pipe flow = 9 097(CFS) I Given pipe size = 18.00(In.) Calculated individual pipe flow = 9 097(CFS) -No - rmal flow depth inpipe =: ll.30(In.). I Flw top width inside pipe ,.= 17 40(In ) Critical Depth = 13.99(In.) Pipe flow velocity = 7 79(Ft/s) Travel time through pipe =. 0.63 mm. I Time of concentration (TC) = 11.09 min. I I I I I I I I I I I I I I Process from Point/Station 590.000 to-Point/Station 580.000 I **** PIPEFLOW TRAVEL TIME. (User specified size) **** Upstream point/station-elevation =' 428..60(Ft.) I Downstream point/station elevation = 427 60(Ft ) Pipe length 198.60(Ft.) S Manning's N = 0.013 - No of pipes = 1 Required pipe flow = 9 097(CFS) I Given pipe size = .24.00 (In ) Calculated individual pipe flow = 9 097(CFS) Normal flow depth in pipe -=' 12 94(In ) Flow top width inside pipe— 23 93(In I Critical Depth = 12 92(In ) Pipe flow velocity = 5 27(Ft/s) - Travel time through pipe = 0.63 mm. Time of concentration (TC) = 11 72 min. I I I I I I I i I 1 I I I I I . Process from Point/Station . 590.000 to Point/Station 580.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: I In Main Stream number: 1 . Stream flow area = 3.250(Ac.) . .: Runoff from this stream.* 9 097(CFS) I Time of concentration = 11 72 nun Rainfall intensity = 2 890(In/Hr) Program is now starting with Main Stream No 2 I I I I I I I 1 I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++•++±++++±++++++++++++++++ Process from Point/Station 587.000 to Point/Station 585.000 INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea I Initial subarea flow distance ..= 500.00(Ft.) Highest elevation .= 437 60(Ft ) Lowest elevation = 432 30(Ft ' Elevation difference = 5 30(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) =: 7.90 mm. TC = [1 8*(l l-C)*distance" 5)/(% slope '(l/3)] I . TC = [1.8*(1.1_0.9000)*(500.00A..5)/( l.06'(1/3)]= 7.90 Rainfall intensity (I) =. 3.729 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is '*C = 0.900 Subarea runoff = 7.651(CFS) I Total initial stream area = 2 280(Ac I I I I I I I I I I I ++++±++++++:++++++++++++++++++++++++++++4++++++++±+++±++++++++-+++++.+++ Process from Point/Station 586.000 to Point/Station 585.000 ****,INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea Initialsubarea flow distance =1065.00(Ft.) Highest elevation ,= 443 40(Ft ) Lowest elevation = 432 30(Ft Elevation difference = 11 10(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8 69 nun TC = [l.8*(l.l_C)*distance'5.)/(% slope- (1/3) TC = {1.8*(1.1_0.9500)*(1065.00".5)/( l.04"(1/3))= 8.69 Rainfall intensity (I) = .3.505 for a 10..0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff ,= 5.826(CFS) Total initial stream area= 1.750(Ac.) +++++±++++++++±+.+++++++++++++++.+++++++++++++++++++++++++++++++++++++ Process from Point/Station. 586.000 to Point/Station 585.000 **** 'CONFLUENCE OF MINOR 'STREAMS **** Along Main Stream number:.' 2 in normal stream number. 2 Stream flow area = l.,750 (Ac..) . Runoff from this stream = 5 826(CFS) Time of concentration = 8.69 min. Rainfall intensity = 3 505(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity. No (CFS) (mm) (In/Hr) 1 7 651 7.90 3.729 2 5.826 ' 8.69 . : ',. 3.505 Qmax'(l) 1.000 * .1.000 * 7.651) + .1.000 *. 0.908 *: 5.82.6) '+ = , 12.9.44 Qmax(.2) 0.940 * 1.0.0.0 * 7 651) + 1.000 * 1 000 * 5.826) + = 13 018 Total of 2 streams to confluence: , Flow rates before confluence point: ' 7.651 .5.82.6 Maximum flow rates at confluence using above data: 12.944 13.018', Area of, streams before confluence: . . 2.280 1.750 Results of confluence Total flow rate = 13.018(CFS) ' Time -of concentration— ' ' 8.691 mm. Effective stream area after confluence = 4'.030(Ac.) Process from Point/Station 585.000 to Point/Station 580.000 PIPEFLOW TRAVEL TIME (User specified size) *** Upstream point/station elevation.= 427.80(Ft.) Downstream point/station elevation 427.60(Ft.) Pipe length = 5.25(Ft.) Manning's.N = 0.013 No of pipes = 1—Required pipe flow = 13 018(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 13 018(CFS) Normal flow depth in pipe = 8 93(In ) Flow top width inside pipe = 2.3..20(1 n ) Critical Depth= 15.58(In.) 0 0 Pipe flow velocity Travel time through pipe = 0 01 mm Time of concentration (TC) = 8 70 nun +++++++f++++++++++++++++++++++++++++++++++±++±++4:+++++±+-±++++++++++++ Process from Point/Station 585 000 to Point/Station 580.000 ****CONFLUENCEOF MAIN STREAMS-**** The following.data inside Main Stream is -listed: In Main Stream number 2 Stream flow area -= 4 030(Ac ) Runoff from this stream = 13 018(CFS) Time of concentration = 8.70 nun Rainfall intensity = 3.503(In/Hr) Summary -of-stream data Stream Flow rate TC Rainfall Intensity No (CFS) (mm) (In/Hr) 1 9 097 11 72 2.890 2 13.018 8.70 3.503 Qmax(l) 1.000 * 1.000 * 9.097) + 0.825 * 1.000,* 13.018) + = 19.836 Qmax(2) = 1.000 * 0.742 * 9.097) + 1.000 * 1.00 * 13.018) + = 19.768 Total of 2 main streams to confluence Flow rates before confluence point: 9.:097 13.018 Maximum flow rates at confluence using above data 19.836 19.768 Area of streams before confluence: 3.250 4.03 0 Results of confluence Total flow rate 19..836(CFS) Time of concentration = 11.721 nun Effective stream area after confluence = 7 280(Ac ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 580.000 to Point/Station 570.000 ****. PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 427.10(Ft.) I ,. Downstream point/station elevation = 426.20(Ft.) Pipe length = 174.50(Ft.) Manning's N= 0.013 No. ofpipes = 1 Required pipe-flow = 19.836(CFS) U .Given.pipe size = 30.00(In.) Calculated individualpipe flow. = 19.836(CFS.) Normal flow depth in pipe = - 18.02(In.) Flow top width inside pipe = 29.38(In.) I Critical Depth.=. 18.12(Iñ.) Pipe flow-velocity = 6.44(Ft/s) - Travel time through pipe = 0.45 mm. Time of concentration (TC) = 12.17 mm. - U - :.•..--. . I I I : I - - -- .. .. •.: ,-•-• -.- . I.-•----H U •;___..._• _ I, S I Process from Point/Station 570.000 to Point/Station 560.000 I PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 425.90(Ft.) I Downstream-point/station elevation = 425..22(Ft.) Pipe length = 131 30(Ft ) Manning's N = 0.013 No of pipes = 1 Required pipe flow = 19 836(CFS) I Given pipe size = 30.00(In.) . Calculated individual pipe flow = 19 836(CFS) r Normal fiowdepth in pipe.= 18.00(In.) . . I.. Flow top width inside pipe Critical Depth 18.12(In.) . S Pipe flow velocity = 6 45(Ft/s) Travel time through pipe 0.34 mm. Time of concentration (TC) = 12 51 min. I I I I I I I I I I I I I I + + + + + ++++ ++ ++++++ + +++++±++ + +++ +++ +++ + ++ + + + + + + + + + ...................... I Process from Point/Station 570.000 to Point/Station 560.000 **** CONFLUENCE OF MAIN STREAMS -**** The following data inside Main Stream is listed: I In Main Stream number: '1 Stream flow area 7.280 (Ac.) ' Runoff 'from this stream = 19.836(CFS) I Time of concentration 12.51 mm. Rainfall' intensity = 2.770(In/Hr) Program is now starting with Main Stream No. 2 I •'• I H. I ' I . . . I I ' ' •'.',' ++±+++++++++++++++++++++++±++++++++++++++•+++++++++++++++++++++++++++++ Process from Point/Station 564.000 to Point/Station 563.000 INITIAL AREA EVALUATION **** User specified 'C' value. of 0.950 given for subarea Initial subarea flow distance = 1160.00(Ft.) Highest elevation = 447 40(Ft Lowest elevation .= 432 31(Ft ) Elevation difference = 15 09(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.42 nun TC =.[l..8*(l.l-C)*distance'.5')/(% s•lope"(i/3)] TC = [1.8*(1.170.9500)*(1160.00".5)/( l.30"(1/3)]= 8.42 Rainfall. intensity (I) = 3.576 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff = .,.. 5.605(CFS) Total initial stream Area -. 1 650(Ac - F 4 • - ±++..++++++++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 563.000 to Point/Station 52.000 **** PIPEFLOW, TRAVEL TIME (User specified size) 1c Upstream point/station elevation = 426.84(Ft.) . Downstream, point/station elevation = 426.28(Ft.) Pipe length = 5.62(Ft.) Manning's N = 0.013 No of pipes =,l Required pipe flow = 5 605(CFS) Given pipe size = 18 00(In ) Calculated individual pipe flow = 5 605(CFS) Normal flow depth in pipe = 5 01(In ) Flow top width inside pipe = 16.13(In.)' . . Critical Depth =' 10.95(In..). . Pipe flow velocity = 13 97(Ft/s) Travel, time through pipe. = . 0.01 mm. . Time of concentration (TC) = 8 43 mm I 'H I Process from Point/Station 562.000 to Point/Station 560.000 I ****. PIPEFLOW TRAVEL TIME (User.specified size) Upstream point/station elevation - 426 28(Ft I Downstream point/station elevation = 425.22(Ft.) Pipe length = 217.70(Ft.) Manning's N =0.013 No. of pipes =..1 Required pipe flow = 5.605(CFS) I Given pipe size = 24.00 (In Calculated individual pipe flow = 5 605(CFS) Normal flow depth in pipe = 9.88 (In.) Flow top width inside pipe = 23 62(In I Critical Depth = 10 03(In ) Pipe flow velocity = 4 60(Ft/s) Travel time through pipe '=' 0 79 min. I Time of concentration (TC.) 9.22 mm. I I I I I 1 I I I I I ++++++++++++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++ .Process from 'Point/Station 561.000 to-point/Station 560.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed In Main Stream number 2 Stream flow, area = 1.650(Ac.) Runoff from this stream = 5 605(CFS) Time of concentration = .9 .22 mm Rainfall intensity = 3 373(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No (CFS) (mm) (In/Hr) 1 19.836 12.51 2.770 2 5 605 9.22' 3 373 Qmax(1) = . ' 1.000 1.000 *'• ' 19.836) + 0.821 * 1.000 * 5.605) + = 24.439 Qinax(2) = . 1.000 * '0.737 * 19.836) + . 1.000 * 1.000 * 5.605) + = 20.221. Total of 2 mainstreams to 'confluence: Flow rates before confluence point: 19.836 5.605 Maximum flow rates at confluence using above data: 24.439 20.221 Area of streams before confluence: S 7 .280 1650 Results of confluence: S S Total flow rate = 24.439(CFS) Time of concentration =.. 12.512 mm. S S Effective stream area after confluence = 8.930(Ac.) I I ++++++++++++++±+±+++++++++++++±+++++++++++±++++++++++.+++++++++++++++++ Process from Point/Station 560.000to Point/Station 500.000 I PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 425 22(Ft ) I Downstream point/station elevation = 425.05(Ft.) Pipe length = 33 50(Ft ) Manning's N = 0.013 No. of pipes =1 Required pipe flow = 24.439(CFS) I Given pipe size = 36 00(In ) Calculated individual pipe flow = 24 439(CFS) Normal flow depth in pipe = 18 30(In I Flow top width inside pipe = 35 99(In Critical Depth = 19 13(In Pipe flow velocity = 6.77(Ft/s). Travel time through pipe = 0.08 mm. - I Time of concentration (TC) = 12 59 min. End of computations, total study area = 8.93 (Ac.)- I I I I I I I I I I I I San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program, based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date 8/16/90 PALOMAR AIRPORT ROAD HYDROLOGY AREA 61 Q 10 ACT # L 200,4 FILE NAME 6PAL10 USER LTMV DATE 8/16/90 ********* Hydrology Study Control Information .********** Rational hydrology study storm event year is 10.0 Map data precipitation entered 6 hour, precipitation(inches) = 1..900 24 hour precipitation(inches) = 3.250 Adjusted 6 hour precipitation (inches) = 1.^900 P.6/P24 = 58.5% . . . . . . . San Diego hydrology manual 'C' values used Runoff coefficients by rational method I NP U T ' D A T A L I S T I N G' Element Capacity Space Remaining = 360 Element Points, and Process usedbetween Points , Number Upstream Downstream Process 1 ' 699.000 695.000 , Initial Area 2 695.000 693.-000 Pipeflow Time(user inp) 3 693.000 , ' 690.000. . ' 'Pipefl.ow Time(user inp) 4 690 000 650.000 Pipeflow Time(user inp) 5 , .690.000 ' 650.000 . Main' Stream Confluence 6 . 655.000 '650.000' Initial Area 7 655.000' .650.000 Main Stream Confluence 8 65.0.000 600.000 ' , Pipeflow Time(userinp) End of listing +++++++++++++++++++++++++++++++++++.++++++++++++++++++++++++++.++++++++ Process from Point/Station 699.000 to Point/Station 695.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea Initial subarea flow distance = 1628.00(Ft.) Highest elevation 448.79(Ft..) Lowest elevation = 395.02(Ft.) Elevation difference— 53..77(Ft.) Time of concentration calculatedby the urban areas overland flow method (App X-C) = 7.32 mm. TC = [1.8*(1.°1-C)*distance".5)/(% slope. "(1/3)] TC= [1,8*(1.1_0.9500)*(1628.00'.5)/(. 3.3O(1/3))= 7.32 • Rainfall intensity (I)'=, 3.917 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C_= 0.950 Subarea runoff = 8.148(CFS) • •• • Total initial stream area = S 2.190(Ac.) I . ++++++++*-++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station. 69.5.000 to Point/Station 693.000 PIPEFLOW TRAVEL TIME .(User specified size) I Upstream point/station elevation = .. 392.77(Ft.). Downstream point/station elevation = 392.07(Ft.). I .Pipe len9th 70.'OO(Ft.) Manning's .N = 0.022 No. of pipes = 1 Required pipe flow = .. 8.148(CFS) Given pipe size= . 18.00(In.) ... . NOTE:. Normaiflow is pressure flow in user selected pipe size. I The approximate hydraulic grade line above the pipe invert is I.001(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.206(Ft.) . . I . Minor friction loss = 0.495(Ft.) K-factor Pipe flôw.velocity Travel time throughpipe = 0.25 mm. . Time of concentration (TC) = 7.57 mm. 1 . . I .. . I ..T . I . C H I I ... . ... I ...H., I .. ., ..,..... I .. . : I .,. I H.. I ,.. . , +++++++++++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++++. Process from Point/Station 693.000 to Point/Station '690.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 392. 07(Ft.) -Downstream point/station elevation = 390.05(Ft.) I Pipe lenth = 18.40(Ft.) Manning's N = 0.022 No. of pipes 1 Required pipe flow 8.148(CFS) Given pipe size .= 18.00(In.) S I Calculated individual'.pipe flow ..= 8.148(CFS) Normal flow depth in pie = 7.88(In.) Flow top width inside pipe= 17.86(In.) Critical Depth = 13.26(In.) S - I Pipe flow velocity = '10.96(Ft/s) ' Travel time through pipe = 0.03 mm. - Time of concentration (TC) = 7.60 mm. I . I .5 .• ". 5', . ••• 5•• , , .• '•.. • , - - I I ' . - ' • - •s 1 ,, - 5 .•. ••: •• j,•. , .• , --5 .5 I i ': . • 1 •5• •S 55 :':- S 1 S. i • - Process from Point/Station 690.000 toPoint/Station 650.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 389.70(Ft.) Downstream-point/station elevation = 380.10(Ft.) Pipe 1en9th 160.30(Ft.) Manning's N = 0.013 No. of pipes .= Required pipe flow = 8.148(CFS) Given pipe size 18.00(In.) Calculated individual pipe flow = 8 148(CFS) Normal flow depth in pipe = 6 96(In Flow top width inside pipe = 17.53(In.) Critical Depth = 13 26(In ) Pipe flow velocity = 12.91(Ft/s) Travel time through pipe = 0.21 mm Time of concentration (TC) = .7 .80 nun ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++±++++++++++ Process from Point/Station 690.000 to Point/Station 650.000 **** CONFLUENCE OF MAIN STREAMS'**,** The following data inside Main Stream is listed: In Main Stream number: 1 - Stream flow area= 2.190(Ac.) Runoff from this stream = 8.148(CFS) Time of concentration = 7.80 mm. Rainfall intensity = 3.757(In/Hr) Program is now starting with Main StreamNo.' 2 I Process from Point/Station 655.000 to Point/Station 650.000 I **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea Initial subarea flow distance = 1880 00(Ft I Highest elevation = 455.50(Ft.). Lowest elevation 387..39(Ft.) Elevation difference .= 68 ll(Ft ) Time of concentration calculated by the—urban - areas overland flow method (App X-C) = . 7.62 mm. T.C. =[l.8*(l..l_C)*distanceA.5)/(% Slope, A.(l/3)] TC = [1 8*(1 1-0 9500)*(1880 00" 5)/( 3.62^(1/3)]= 7.62 I Rainfall intensity (I) = 3 814 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff = 10 254(CFS) Total initial stream area = : 2.830(Ac.) I I I I I I I I I I I I I Process from Point/Station .655.000 to Point/Station 650.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.830(Ac.) Runoff from this stream = 10 254(CFS) Time of concentration = 7.62 min . Rainfall intensity -3..814 (In/Hr) Summary of stream data Stream Flow, rate TC Rainfall Intensity No (CFS) (min). (In/Hr) 1 8.148 7.80 3 757 2 . 10.254 7.62 . 3.814 . Qmax(l) . . 1.000 * 1 000 * 8.148.) + 0.985 * 1.000 * 10.254) + = 18.248 Qinax(2) . . 1.,000 * 0_577,* .8.148) + 0 . 1.000 * 1.000 10.254) + . 18.213 Total of 2 main, streams to confluence; 0 Flow rates before: confluence point.: . 8.148 10.254 . Maximum flow rates, at confluence using above data: .18.248 18.213 Area of streams before confluence: 2.190 . 2.830. 0 . Results of confluence: Total flow rate 18.248(CFS) Time of concentration = 7.803 mm. Effective-stream area after confluence = 0 5..020(Ac.) I Process from Point/Station 650 000 to Point/Station 600.000 PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation = 379 80(Ft Downstream point/station elevation = 376.90(Ft.) I Pipe 1en9th =. 48.00(Ft.) Manning's,N = 0.013 No. of pipes =,1 Required pipe flow = 18.248(CFS) Given pipe size = 18 00(In ) Calculated individual pipe flow = 18 248(CFS) I Normal flow depth in pipe = 11 17(In ) Flow top width inside pipe = 17 47(In ) Critical depth could not be calculated I Pipe flow velocity = 15.84(Ft/s) Travel time through pipe '= 0.05 nun Time of concentration (TC) = 7.85 nun End of computations, total study area = 5.02 (Ac..) I I I I I I I I I I I I I San Diego County Rational Hydrology Program .CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County, Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 8/20/90 PALOMAR AIRPORT ROAD HYDROLOGY AREA U CHECK OFF-SITE DESIGN FOR Q 50 FILENAME: PALHYD USER LTMV DATE 8/14/90 ********* Hydrology Study Control Information,********** Rational ------------------------------------------------------------------------ hydrology study storm event year is 50.0 Map data precipitation entered: 6. hour, precipitation(inches) = 2.630 24 hour precipitation(inches) =. 4.650 Adjusted 6 hour precipitation (inches) = 2.630 P6/P24 = 56.6% San Diego hydrology manual '.C' values used Runoff coefficients by rational method ************** I N P U T . D A T A -L I ST IN G Element Capacity Space Remaining = 340 Element Points and Process used between Points Number Upstream , Downstream - Process 1 ' 102.000 101.000 Initial Area 2 102.000 101.000. - Main Stream Confluence' 3 - 110.00,0 110.000 ..User Defined Info. 4 110.000 .109.000 . - Pipeflow Time(user inp) 5 109.000 - 101.000 , Pipeflow Time(user inp) 6 - . 109.000 -. . 101.000 Main Stream Confluence 7 123.000 ' ' 122.000 Initial Area - 8 - 122.000 121.000 - - Street Flow + Subarea 9 121.000 120.000 Street Flow + Subarea 10 121.000 ' 120.000 . Confluence 11 . 124.000 120.000 ' Initial Area 12 ' 124.000 . 120.000. Confluence 13 120.000 - ' 105.000 Pipeflow Time(user inp) 14 120.000: 105.000' ' Confluence 15 104.000, 105.000 ' Initial Area 16 104.000 .105.000 Confluence 17 105.000 101.000 . Improved Channel Time 18 . 105.000 - 101.000 Main Stream Confluence 19 101.000 5 - 100.000 ' Pipeflow Time(user inp) 20 , 101.000 - 100.000 - - Main Stream Confluence 21 133.0.00 '132.000 , Initial Area 22 132.000 131.000 Street Flow + Subarea 23 131.000 1301.000 Street Flow + Subarea 24 131.000 . - 130.000 Confluence 25 1,35.000 130.000 User Defined Info. 26 135.000 130.000 Confluence 27 130.000 100.000 Pipeflow Time(user inp) 28 130.000 . 100.000 Main Stream Confluence I I +++++±++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station. 102.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A.=, 0_000 I Decimal fraction soil group B = 0.000 Decimal fraction soil group.0 = 0.000 0 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] I Initial subarea flow distance = 5000.00(Ft.) Highest elevation = 705 00(Ft ) Lowest elevation = 414 00(Ft ) I Elevation difference .= 291 0O(Ft Time of concentration calculated by the urban areas overland flow method. (App X-C) = 38.92 mm. TC = [1.8*(1.1-.C)*distance'.5)j(% s1ope(1/3)] I TC [l.8*(1.l_0.5500)*(5O00.00,.5)/(. 5,82"(1/3)]= 38.92 Rainfall intensity (1) = 1.845 for a -`50.0 year storm Effective runoff coefficient -used for area (Q=KCIA) iSC = 0.550 Subarea runoff 162.014(CFS) Total initial stream area = 159 700(Ac I I I 1 I I I I I I I I I I Process from Point/Station 102.000 to Point/Station 101.000 **** OF MAIN O MAIN STREAMS The following data inside Main Stream is listed: I In Main Stream number: .1 : Stream flowarea = 159.700(Ac.) Runoff from this stream = 162 014(CFS) Time of concentration = 38.92 min. I Rainfall intensity = 1 845(In/Hr) Program is now starting with Main Stream No 2 I I I I I I I I I I I I I I I I ++++++++++++++++++±+++++++±+++++±+++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 I **** USER DEFINED FLOW INFORMATION AT.A POINT **** User specified, 'C' value of 0.900 given for subarea intensity (I) = 6.516, for a 50.0 year storm I .Rainfall User specified values are as o follws TC = 5.50 mm. Rain intensity.=. 6.52(In/Hr) Total area = 2 47(Ac ) Total runoff = 14 20(CFS) I I I I I I I 1 I I I I 1 I I I I Process from Point/Station 110.000 to Point/Station , 109.000 **** PIPEFLOW TRAVEL TIME (User specified size) -Upstream point/station elevation 440.00(Ft.) I Downstream point/station elevation = 416.80 (Ft.) Pipe 1en9th = 58.00(Ft.) Manning's N = 0.013 No. of pipes .= 1 Required pipe flow = 14.200(CFS) I •Given pipe size =- 18.00(In.-) Calculated individual pipe flow = 14.200(CFS) • • Normal -flow depth in pipe = 5.6.5(In.) • Flow top width inside pipe = 16.71(In.). • I Critical -Depth = 16.64(In.) Pipe flow velocity.= - 29.90(Ft/s) 'Travel time through pipe 0.03 mm. Time of concentration '(TC)= 5.53 mm. I --H I -: •, 0 I •. I __ _:• I -- I : .•-•- - • I --:.H •- I - I,' • , I - -H I I I Process from .Point/Station 109.000 to Point/Station 101.000 PIPEFLOW TRAVEL TIME (User specified size) **' Upstream point/station elevation 416.50(Ft.) I Downstream-point/station elevation = 415.90(Ft.) Pipe lenth .30.00(Ft.) Manning's N = 0.013 No. of pipes = 1' Required pipe flow '= 14.200(CFS) Given pipesize = 18OO(In.) . I .Calculated individual pipe flow . 14.200(CFS) Normal flow depth in pipe = 14.09(In.) Flow top width inside pipe= 14.85(In.) . I Critical Depth = 16.64(In.) . Pipe flow velocity'= 9.57(.Ft/s) Travel time through. pipe = 0.05 mm. Time of concentration (TC) = •, 5.58 mm. I . 1 . II S 5• • . S S. ' I 55 I I +++++++++++++++++++++++++++++++++++++++++++++±++++++++++±+++++.++++++++ I Process from Point/Station 123.000 toPoint/Station 122.000 * INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea I :Initial subarea flow distance = 293.00(Ft.) Highest elevation = 474..94(Ft.) Lowest elevation = 449 58(Ft ) I Elevation difference = 25 36(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.00 nun TC = [1 8*(l l_C)*distance" 5)/(% slope '(l/3)] I TC = [1 8*(l 1-0 9000)*(293 00" 5)/( 8.66 A (1/3)]= 3 00 Rainfall intensity (I) = 9.631 for a 50.0 year storm 'Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 4.421(CFS) Total initial stream area = 0 510(Ac I I I I I I I I I I I I Process from Point/Station 122.000 to Point/Station 121.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 449.58Q(Ft.) End' of street segment elevation = 440.600(Ft.) Length of street segment = 200.000(Ft.)' Height of curb above gutter ,flowline , 6.0(In.) Width' of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51 500(Ft Slope'from gutter-to gradebreak '(v/hz) = 0.083 Slope from grade break to crown (v/hz) ' = 0.020 H '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) = 0.021 Gutter width = 1.500(Ft.) Gutter hike from flowline= ' 1.500(In.) Manning's Nm. gutter = '0.0150 Manning's N fromgutter to grade break = 0.0180 Manning's N from grade break to crown'=. 0.0180 Estimated mean flow rate at midpoint of street = 6.631(CFS) Depth of flow = 0.323(Ft.) Average velocity =. '4'.819(Ft/s) ' ' Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.422(Ft.) Flow velocity = 4.82(Ft/s) Travel time = 0.69 min. TC = 3.69 mm. Adding area flow to street ' User specified 'C' value of 0.900 given for subarea Rainfall intensity = 8.425(In/Hr) for a 50.0 year storm Runoff coefficient used for :sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 3.867(CFS) for 0'. 510 (Ac.) Total runoff = ' 8.2'88(CFS) Total area = 1.02(Ac.) Street flow at end of street = ' 8.288(CFS) Half street flow at end of ,street = ' 8.288(CFS) ' Depth of flow= 0.346(Ft.)' " Average velocity = ..5.024(Ft/s) ' Flow width (from curb towards crown)= 12.564(Ft.) +++++++++++±+++++++++++++++++++±+++±++++++++++±+++++++++++++++++++++ Process from Point/Station 121 000 to Point/Station 120.000 **** STREET FLOW TRAVEL TIME +. SUBAREA FLOW ADDITION **** Top of street segment elevation = 440 600(Ft ) End of street segment elevation = 437 590(Ft Length of -street segment = 198.000(Ft.) Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = 53 000(Ft ) Distance from. crown to crossfall grade break = 51.500(Ft.) Slope from gutter togradebreak (v/hz) = 0.083 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) = 0.021 1 . Gutter width = 1.500(Ft.) Gutter hike from flowline 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to Igrade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 9.872(CFS) Depth of flow = 0.433(Ft.) Average velocity = 3.376(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 16 890(Ft Flow velocity =. 3.38(Ft/s) Travel time = 0.98 mm. TC = 4.67 mm. Adding area flow to street S User specified 'C' value of 0.900 given for subarea Rainfall intensity = 7..241(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C =0.900 Subarea runoff = 2.542(CFS) for 0.390 (Ac.) Total runoff = 10.829.(CFS) Total area 1.41(Ac.) Street flow at end of street = 10.829(CFS) Half street flowat end of street = 10.829(CFS) Depth of flow = 0.446(Ft.) • Average velocity = 3.443(Ft/s) Flow width (from curb towards crowñ)= 17.533(Ft.) V V V I Process from-Point/Station V. 124.000 to Point/Station 120.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea V V V I Initial subarea flow distance = 377.00(Ft.) V V Highest elevation = •449.84(Ft.) V V V Lowest elevation = 4V37.59(Ft.) Elevation difference= 12.25(Ft.) V V V Time of concentration calculated by the urban V areas overland flow method (App X-C) =; 3.54 mm. V 2 TC = [l.8*(l.1_C)*distance.5)/(%s1opeA(l/3)] V TC=[1.8*(l.l_O.9500)*(377.00A.5)/( 3..25A(1/3)]= 354 Rainfall intensity (I) = 8.659 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff = 3.866(CFS) V Total initial -stream area = V 0.470(Ac.)V V 1 .1 V V V V V I: V • V V V 1. V V • V V • V V VV V V V V V 1 V V V I .: •VV V I V V V I. VV V : I V V V V V I ••.'. ,. I I Process from Point/Station 124.000 to-Point/Station 120.000 **** CONFLUENCE OF MINOR STREAMS ** Along Main Stream number 3 in normal stream number 2 I Stream flow area = 0.470(Ac.) Runoff from this stream = 3 866(CFS) Time of concentration = 3.54 mm Rainfall intensity = 8 659(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity . No (CFS) (nun) (In/Hr) 1 10.829 4.67 7.241 I 2 3.866 3.54 . 8.659 Qmax(l) = . 1.000 * . 1.000 * 10.829) ~ 0.836 1.060 * 3.866) + = 14.062 I Qmax(2) 1-000 * 0.758 * 10.829) + 1.000 * 1.000'* 1.866) + = 12 073 I Total of 2 streams to confluence: Flow rates before confluence point: 10.829 3.866 I ._ Maximum flow rates at confluence using above data: 14.062 12.073 Area of streams before confluence: 1.410 0.470 I .Results of confluence:- Total flow rate = 14.062(CFS) Time of concentration = 4.670 min. Effective stream area after confluence = 1 880(Ac I I I I I I I , . . 1 I •. ,. H • .• Process from.Point/Station 120.000 to. Point/Station 105.000 I **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 433.70(Ft.) . 'Downstream point/station elevation 425. 50(Ft.) I Pipe 1en9th = 41.00(Ft.) Manning's N = 0.013 . No. of pipes =' 1 Required pipe flow = . 14.062(CFS) Given pipe size '= 18.00(In.) I ' • ' Calculated individual pipe f low = 14.062(CFS) Normal flow depth in, pipe = '' 6.75(In.) ' Flow top width insidepipe = 17.43(In.) ' I Critical Depth = . 16.59(In.) Pipe flow velocity = 23.22(Ft/s) ' Travel time through pipe =. 0.03 mm. Time of concentration (TC) 4.70 mm. I . ... I ' ,.••...' S • I • S ' I , S '' • S ' • I 55 , S 5 ' . S I S H ++ + + + ++.+++ ± +++±+++ ++++++ +++++ + + + + + + + + +++ + + + + + + +.+ + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 104.000 to Point/Station 105.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B =0.000 Decimal fraction soil group C = ''0.060 Decimal •fraction soil grdüp D = 1.000. G [SINLE FAMILY area type ] Initial subarea flow distance = 1425 00(Ft Highest elevation = 590.00.-(Ft.) Lowest elevation = 425.00(Ft.) Elevation difference = 165 00(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) 16.52 mm. TC = [1.8*(1.1_C)*djstanceA.5)/(% slope(1/3)) TC.= [1.8*(1.1_0.5500)*(1425.00A.5)/( 11.58(1/3))= 16.52 Rainfall intensity (I) = '3.206 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.550 Subarea 'runoff = 17.878(CFS) Total initial stream area = 10.140(Ac.) I 'I . :I Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS .**** Along Main Stream number: 3 in normal stream number 2 I Stream flow area = 10.140(Ac.) Runoff from this stream = 0 17.878(CFS) 0 Time of concentration = 16.52 mm. Rainfall intensity = 3.206(In/Hr) 0 I Summary of stream data: 0 Stream Flow rate. TC Rainfall Intensity 0 I . No.(CFS) ' (mm) . (In/Hr) • 1 • 14.062 .4.70 • • . 7.212 . 0 U 2 17.878 16.52 •0 •. 0 3.206 Qmax(l) = 0 • • 0 . 0 0 1.000 * 1.000 * • 14.062) + 1.000 * 0.285 * 17.878) + = • • 19.149 I Qmax(2) = 0 . 0.445 * 1.000 * 14.062) + 1.00000 * 1.000 * 17.878) + = • :24.129 I Total of :2 streams to 'confluence: 0 • • Flow rates before confluence point: 14.062 ' 17.878 0 I Maximum flow rates at confluence using above data: 19.149 • 24.129 • Area of streams before confluence: 0 1.880 10.140 0 I Results of confluence: • • • 0 Total flow rate = 24.129(CFS) 0 O Time of concentration =0 • 16.519 mm. Effective stream area after confluence = 12.020.(Ac.) I 0•• 0 • I. •'': 0 .1 • . 0 0 0 0 , • •0 I 0 0000 00 00 0 I H .. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 105.000 to Point/Station 101.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 425.50(Ft.) I Downstream point elevation= 414.00(Ft.) Channel length thru subarea = 150-00 (Ft.) Channel base width = 1.000(Ft.) I Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Manning's 'N' = 0.015 1 Maximum depth of channel = 1.000(Ft..) I F1ow(q)thru'subarea = '24.129(CFS) Depth of flow = 0.822(Ft.) Average 'velocity 16.I16(Ft/s). Channel flow top width = 2.644(Ft..) Flow Velocity.= 16..12(Ft/s) Travel time = 0.16 min Time of concentration— 16.67 mm. Critical depth = 1.594(Ft.) 1 I H H. 1 I I' I H I Process from Point/Station 105.000 to Point/Station 101.000 **,** CONFLUENCE OF MAIN STREAMS .*1c The following data inside Main Stream is listed In-Main -Stream number 3 Stream flow area = 12 020(Ac Runoff from this stream = 24 129(CFS) Time of concentration = 16.67 mm. Rainfall intensity = 3 186(In/Hr) Summary of stream data Stream Flow rate '1 TC . Rainfall Intensity. No. (CFS) (mm) . (In/Hr) 1 162.014 38 92 1.845 2 14 200 5.58 6.452 3 24.129 . 16.67 3.186 Qmax(1) 1.000 * 1.000* 162.014) + 0.286 * 1.000 .* 0.579 * 1.000 * 24.129) + = 180 041 Qmax(2) = 1.000*. 0.143 * 162.014) + 1.000* 1.000 * 14.200).+ 1.000 * 0.335.* 24.129) '+ =. 45.530 Qmax(3) = 1.000 * 0.428 * 162.014)+ 0.494 * 1.000 * 14.200) + 1.000* 1.000 * 2.4.12.9) + = 100.557 Total of 3 mainstreams to confluence: Flow rates before confluence point 162.014 . 14.200 . 24.129 Maximum flow rates at confluence using above data: 180.041 45.530 100.557 Area of streams before confluence: 159.700 . 2.470 12.020. Results of confluence: . . Total flow rate 180.041(CFS) . Time of concentration = 38.9.18 min.. Effective stream area after confluence = 174 190(Ac I, ++++++++++++++++++++++++++++++++ ++.++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 101.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation.= 414.00(Ft.) I Downstream point/station elevation = 400.70(Ft.) Pipe' 1en9th' = 280.00(Ft.) Manning's N =0.013 No.., of pipes =. 1. Required pipe flow = I80.041(CFS) I Given pipesize = . . 54.00(In.) Calculated individual pipe' flow = 180.041(CFS) Normal flow depth in' pie 24.42(In.) Flow top width inside pipe '= . 53.75(In.) I Critical Depth =. 46.62(In.) Pipe flow velocity = 25.78(Ft/s) Travel time through pipe = 0.18 mm. Time of concentration (TC) = 39.10 mm. I 1 , ••. '' • I . Process from Point/Station 101.000 to Point/Station '100.000 **** CONFLUENCE OF MAIN STREAMS The following data inside, Main Stream is listed: In Main Stream number- 'I Stream flow area = '. 174.190(Ac.) Runoff from this stream = 180.'041(CFS) Time of concentration = 39.10 min. Rainfall intensity = ' I.839(Iñ/Hr) 0 - Program is now starting with,Main Stream' No. 2 Process from Point/Station 133.000 to Point/Station 132.000 I INITIAL AREA. EVALUATION **** User specified 'C' value of 0.950 given for subarea I Initial subarea flow distance = 305.00(Ft.) Highesté1evation = 468.52(Ft.) Lowest elevation= 449.58(Ft.) Elevation difference =. 18.94(Ft) I Time of concentration calculated by. the urban areas overland, flow method (App X-C) = 2.57 mm. TC = [1.8*(1.l_C) *distance A.5)/(% slope "(1/3)] TC= [1.8*(1.1_0.9500)*(305.00A.5)/( 62l'(1/3)J= 2.5.7 1 Rainfall intensity.(I) 10.657 for a 50.0 year. storm Effective runoff coefficient used for area (Q=KCIA) j C = 0.950 Subarea runoff -,= 3.240(CFS) . 1 Total initial stream area = . 0.320(Ac.) ...: ,. 1 H . . I . . . I . . I. . . .H I ... .. I ., .. ,. I ,. . .. ,, +++++++++++++++++±+++++++++++++++++'+++++++++++'+++++++++++±++++++++++++ Process from Point/Station 132.000. to Point/Station 131.000 **** STREET FLOW TRAVEL TIME .+ SUBAREA FLOW ADDITION. **** Top of street segment elevation = 449 580(Ft ) End of street segment eievation= 440.600(Ft.) 'Length of street segment = . 200.000(Ft.) Height of curb above gutter 'flowline = 6.0(In.) .' Width of half street (curb to crown)' = 53.000(Ft.) Distance from crown to crossfa11 grade break = 51.500(Ft.). Slope from gutter to grade break (v/hz) = 0 083 Slope from grade break to crown (v/hz)': = .0.020 Street flow is on [1] side(s) of the street Distance from curb to propertr line = 10 000(Ft ) Slope from curb;to property,linë (v/hz) = . 0.021 Gutter width = 1 500(Ft Gutter hike from flowline = 1 500(In ) Manning's N in gutter = 0 0150 Manning's 'N from gutter to grade break = 0.0180 Manning's N from grade -break to crown =. 0.0180 Estimated mean flow rate at midpoint of street = 4 708(CFS) Depth of flow = 0.292(Ft..) Average velocity " 4'.539(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreét flow width = 9.828(Ft.) Flow velocity = 4.54(Ft/s) 'Travel time 0.73mm. TC = 3.30 'mm. 'Adding 'area flow to. street, User specified'C' value of 0.950 given for subarea Rainfall intensity = 9.059(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2.496(CFS) for 0.290(Ac..) Total runoff .=' . 5.736(CFS) Total area =. 0.61(Ac.) Street flow at end of street = ; 5.736(CFS) Half street flow at end of street = 5.736(CFS) Depth of flow = 0.309(Ft.) Average velocity = 4.695(Ft/s) ' Flow width (from curb towards crown)= 10.725(Ft.) I'. Process from Point/Station 131.000 to Point/Station 130.000 **** STREET FLOW TRAVEL TIME ± SUBAREA FLOW ADDITION **** Top of street segment elevation = 440 600(Ft End of street segment elevation = 437 590(Ft ) Length of street segment ,-, 198 000(Ft ) Height of curbabove gutter flowline 6..0(.In.) Width of half street (curb to crown) = 53 000(Ft Distance from crown to crossfall grade break 51 500(Ft Slope from gutter to grade break (v/hz) = 0.083 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) = 0.021 Gutter width. 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150. Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street 7.099(CFS) Depth of flow =. 0.390(Ft.) Average velocity 3.154(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14 763 (Ft ) Flow velocity = 3.15(Ft/s) . Travel time.= 1.05 mm. TC 4.35 mm. Adding area flow to street User specified 'C' value of 0.900 given for.subarea Rainfall intensity = 7.585(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KcIA, C = 0.900 Subarea runoff = 1.980(CFS) for 0..290(Ac.) Total runoff = . 7.715(CFS) Total area 0.90(Ac.) Street flow at end of street =.. 7.715(CFS) Half street flow at end of street = 7.715(CFS) Depth of flow = 0.401(Ft.) . Average velocity = . . 3.208(Ft/s) . . . Flow width (from curb towards crown)= 15 277(Ft I I ++++++++±+++++++++±++++++±++++++++++++++++++ ++++++++++++++++++++++++++ I Process from Point/Station. 135.000 to Point/Station 130.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 I Stream flow area = 0.910(Ac..) Runoff from this stream = 4.800(CFS) Time of concentration = 7 00 nun Rainfall intensity= ..5.578(In/Hr) I Summary of stream data Stream Flow rate TC Rainfall Intensity No (CFS) (mm) (In/Hr) 1 7.715 4.35 7 585 I 2 A. 800 7.00 5.578 Qmax(1) = 1.000 * 1.000' * 7 715) + 1.000 * 0.621 * 4.800) + = 10.695 1 Qmax(2) = 0.735 * : 1.000 * 7.715) + 1.000 * 1.009 ,* 4.800) + = 10'.473 I Total of 2 streams to confluence: Flow rates before confluence point: 7.715 4.800 I Maximum flow rates at conflUence. using above data: - 10.695 10.473 Area of streams before confluence: 0.900 0.910 I Results of confluence:- Total flow rate = 10 695(CFS) Time of concentration = 4.346 mm Effective stream area after confluence = 1.810 (Ac.) I H I I I I I I I I ++++++++++++++++±+++++++++++++++±++++++++++++++++++±++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 100.000 I **** PIPEFLOW TRAVEL TIME (User specified size) ** Upstream point/station elevation = 433 40(Ft ) I Downstream point/station elevation = 400.80(Ft.) Pipe 1en9th = 96.0'0(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 10.695(CFS) Given pipe size = 18 00(In ) I Calculated individual pipe flow = 10 695(CFS) Normal flow depth in pipe - 5 09(In ) Flow top width inside pipe = 16 21(In I Critical Depth = 15 06(In ) Pipe flow velocity =. 26.03(Ft/s). Travel time through pipe = 0.06 nun Time of concentration (TC) = 4.41 nun I I I I I I I I I I I I I +++++++++++++++++++++--+++++++++±+++.+++++++++++++++++++++++.++++++++++++ Process from Point/Station f 130.000 to Point/Station 100.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.810(Ac.) Runoff from this stream - 10 695(CFS) Time of concentration = 4.41 nun Rainfall intensity .= 7 517(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No (CPS) (nun) (In/Hr) 1 180.041 39.10 1.839 2 .10.695 4.41 7.517. Qmax(.l) = 1.000 . .1.000* . 180.041) + 0.24.5 * 1.000 * ,10.695)+ = 182.658 Qmax(2) = 1.000 * 0.113 * 180.041) + 1.000 * 1.000 * 10.695) + = 30.992 Total of 2 main streams to confluence: . . .. Flow rates before confluence point: 0 180.041 . 10.695 . 0 Maximum flow rates at confluence using above data: 182.658 30.992 0 Area of streams before confluence: . 174.190 1.8.10 .. . Results of confluence: Total flow rate.= 182.658(CFS). .. Time of concentration = 39.099 mm. Effective stream area after confluence = .176.000(Ac.) End of computations, total study area = 176.00 (Ac.) I I 1 .. H : T .: H , H H II I ,,: I I I. I - - - k 1 -• _4.. I . j-... - .-: I, H ,- H. San Diego County Rational Hydrology Program CivilCADD/CivilDESiGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program: based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date 8/20/90 PALOMAR AIRPORT ROAD HYDROLOGY AREA 2; FILE.-NAME:. PALHY2 CULVERT CROSSING -.EXISTING .. - USER LTMV 8/20/90 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 50.0 Map data precipitation entered: 6 hour, preciitation(inches) = 2.630 24 hour precipitation(inches) -=' 4.650 Adjusted 6 hour precipitation (inches) = 2.630 P6/P24 San Diego hydrology manual 'C' values used Runoff coefficients by rational method I N P U' T D A T A L I S T I N G ********* Element Capacity Space Remaining = 343 Element Points and Process used between Points Number Upstream Downstream Process 1 299.000 " 280.000 Initial Area 2 , 299.000 '• 280.000 Main Stream: Confluence 3 298.000 282.000 Initial'Area 4 298.000 282.000 Confluence. 5 , 287.00,0 286.000 Initial-Area- -6 286.000 :- 285.000 Street Flow + Subarea 7 285.000 ' 284.000 Street -Flow.+ Subarea 8 284.000 283 000 Street Flow + Subarea 9 283.000. 282.000 Pipeflow Time(user inp) 10 283.000 282.000 Confluence' ii 282.000 280.000 Improved Channel Time 12 280.000 279.000 Pipeflow Time(user inp) 13 279.000 ' 278.000 ' Pipeflow Time(user inp) 14 '278.000 ' ' - 200.000 Pipeflow Time(user inp) 15 278.000 '200.000. Main Stream Confluence 16 275.000' 274.000 ' Initial'Area 17 274.000 273.000 Street Flow + Subarea 18 273.000 ' 272.000 Street Flow + Subarea 19' - : 272.000 271.000 Street Flow ± Subarea 20 - ' 271.000 270.000 Street Flow Subarea ,+' 21 270.000 - 200.00.0 Pipeflow Time(user inp) 22 , 270.000 200.000 ' Main Stream Confluence End of listing...............- ' +++++++++++++++++++++++++++++++++++++++++++++±++++++++++++++++++++++++ Process from Point/Station. 299.000 to Point/Station 280.000 **** INITIAL AREA EVALUATION **** - User specified. 'C' value of 0.550 given for subarea Initial subarea flow distance 1140.00(Ft.) . .. Highest elevation = 578 00(Ft ) Lowest elevation - 448 00(Ft ) Elevation difference = 130 00(Ft ) Time of concentration calculated by the urban areas overlandflow method (App X-C) = . .14.85 mm. TC = (1 8*(l l_C)*distance" 5)/(% slope'(1/3)) TC = [1.8*(l.l_0.5500)*(1140.00A..5)/(11.40A(l/3)]. 14.85 Rainfall intensity (I) = '3.434 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.550 Subarea runoff = 19.640(CFS) - . .. Total initial stream area = 10 400(Ac +.++++ ±++ + ++++ ++ + ++,++++++++ ++++++++ Process from Point/Station 298.000 to Point/Station 282.000 **** 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 = 1380.00(Ft.) ... Highest elevation = 575 0O(Ft ) Lowest elevation = 448 O0(Ft ) Elevation difference= 127.00.(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 17.55 mm. TC = (1.8*(1.1_C)*distanceA.5)/(% slope A(l/3)). TC = [1.8*(1.1-0.5500)*(1380.00".5)/( 9.20(l/3)]= 17.55. Rainfall intensity (I).= 3.083 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is, C = 0.550 Subarea runoff = 10.344(CFS) . Total initial stream area= 6.100(Ac.) I I ++++++++++++++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 287.000 to Point/Station 286.000 INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea I Initial subarea flow distance = 230.00(Ft..) Highest elevation = 508.00(Ft.) Lowest elevation = 506.78(F.t.) Elevation difference = 1 22(Ft ) I Time of concentration calculated by theurbán . areas overland flow method (App. X-C) 5.06 mm. TC = (1 8*(1 l-C)*distance" 5)/(% slope /3)] TC = [1 8*(l 1-0 9500)*(230 00" .5)/(-'0.53^(1/3.)]=, 5.06 , I .Rainfall .intensity (I) 6.878 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff = 3.267(1tFS) Total initial stream area = 0 500(Ac ) I I I I I I I I I I I I I +++++++++++++++++++++ Process from Point/Station 286.000 to Point/Station 285.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top ofstreet segment elevati'on= 506.780(Ft.) End of street segment elevation = 502 210(Ft ) Length of street segment = 250.000(Ft.) Height of curb above, gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to gradebreak (v/hz) = 0.083 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) = 0.021 Gutter width = 1.500(Ft.) Gutter hikefrom flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's 'N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 5..488(CFS) Depth of'flow=. 0.350(Ft.). Average velocity.=. 3.228(Ft/s) Streetfiow hydraulics at midpoint of street travel,: Halfstreet flow width. = 12.763(Ft.) Flow velocity .= .3.23(Ft/s) Travel time = 1.29mm. ;TC = 6.35' mm. Adding area flow 'to street User specified 'C', value of 0.900 given for subarea Rainfall intensity. ,= . 5.94.0(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 3.635(CFS) for 0.680(Ac.) Total runoff = ' 6.902(CFS) Total area = . 1.18(Ac.) Street flow at end of street = 6.902(CFS) Half street flow at end of street = . 6.902(CFS) Depth of flow= 0.376(Ft'.)'.' .. Average velocity =. 3.376(Ft/s) Flow width (from curb towards crown)= 14.047 (ft.) I I , I I I I I I I 1.. I I I ++++++++++++++++++++++++++++ +++++++++++++++++ ++++++++++++++.++++++++++ Process from Point/Station 285.000 to Point/Station 284.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 502.210(Ft) End of street segment elevation = 489 280(Ft ) Length of street segment = 430 000(Ft ) Height of curb above gutter flówline. = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0 083 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) =, 0.021 Gutter width = 1.500(Ft..): Gutter hike from flowliné 1.500(in.) Manning's N in gutter = 0.0150 Manning's N. from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street=. 11.055(CFS) Depth of flow= 0.403(Ft.) Average velocity = 4.529(Ft/s) Streetf low hydraulics at midpoint of street travel: Halfstreet' flow width = 15.394(Ft.) Flow velocity = 4.53 (Ft/s) Travel time = 1.58 mm. TC = 7.93 mm. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 5.146(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 6.576(CFS) for 1.420(Ac.) Total runoff = 13.478(CFS) Total area = 2.60(Ac.) Street flow at end of street 13.478(CFS) • Half street flow at end of street = 13.478(CFS) Depth of flow = 0.429 (Ft.) Average velocity= 4.719(Ft/s) • • Flow width (from curb towards crown)= 16.688 (Ft.) I I I Process from-Point/Station 284.000 to Point/Station 283.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 489.280(Ft.) I End of street segment elevation = 463.920(Ft.) Length of street segment , 469.000(Ft.) Height of curb above gutter flowline , = 6.0(In.) I Width of half street (curb to crown) = 53.000 (Ft.) Distance from crown tocrossfall grade break = 51.500(Ft.) 'Slope from gutter to grade break' (v/hz) .0.083 'Slope' from grade break -to crown (v/hz) = 0.020 I Street flow is on (1] side(s)-of the street Distance from curbto property line = 'lO.00O(Ft.) Slope from curb to' property line (v/hz) = 0.021 Gutter width =' 1.500(Ft.) I Gutter hike from flowline = 1.500(In.) Manning's N in gutter =' 0.0150 Manning's N from gutter "to grade break = 0.0180 ' I Manning's N from grade break to crown =' 0.0180 Estimated mean flow rate at' midpoint of street = 16.174(CFS) Depth of flow = 0.414 (Ft.,) ' Average velocity = 6.183(Ft/s) I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = l5.952(Ft.) : Flow velocity Travel time = 1.26 nun. TC = ' 9.20 mm. I ' Adding area flow to street ' User specified 'C' value of 0.900 given for subarea Rainfall intensity = , 4.677(In/Hr) for a '50.0 year storm Runoff coefficient used, for sub-area, Rational method,Q=KCIA, C = 0.900 I ' Subarea .runoff =. 4.378(CFs) for 1.040(Ac.) Total runoff ;= , 17.856(CFS) Total area = 3.64(Ac.) Street flow at end of street = 17.856(CFS) I Half street flow at end of street 17.856('CFS) Depth of flow ' 0.427(Ft.) H Average velocity= 6..312(Ft/s) ' Flow width (from curb towards crown)= 16.607(Ft.) I :H •;, I I ++++++++++++++++++++++++++++++++++++++++++±+++++++++++++++++++++++++++. I Process from Point/Station 283.000 to Point/Station 282,000 PIPEFLOW TRAVEL TIME (User specified size). Upstream point/station elevation = 460 50(Ft ' Downstream point/station elevation = 460.30(Ft.) Pipe len9th = li.00(Ft.) Manning's N= 0.013 No. of pipes =1 Required pipe flow . 17.856(CFS) I Given pipe size = 18 00(In NOTE: Normal -flow is pressure flow in user selected pipe -size. The approximate hydraulic grade line above the pipe invert is 2.496(Ft.) at the headworks or inlet of the pipe(s) I Pipe friction loss - 0 318(Ft Minor friction loss = 2 378(Ft ) K-factor = 1.50 Pipe flow velocity = 10.10(Ft/s) . Travel time through pipe - 0,021 min. 1 Time of concentration (TC) = 9_21 min. I I 1 I I I I I I I I I ++++++++++++++±+++4+++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 283.. 000. to Point/Station 282.000 ' **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number 2 in normal stream number 2 Stream flow area = 3..640(Ac.) I Runoff., from this stream = 17.856.(CFS) Time of concentration = 9.21 nun Rainfall intensity = -4.672 (In/Hr) I Summary of stream data Stream Flow rate TC Rainfall Intensity No (CFS) (mm) (In/Hr) 1 10.344 17 55 3.083 ' 2 17.856 9.21 4 672 Qmax(1) = , 1.000 * 1.000 * 10.344) + 0.660 * 1.000 * 17.856) + = 22.128 I . Qmax(2) = . l.000'' 0.525 * 10.344)-f 1.000 * 1 000 * 17.856) + = 23.287 I Total of 2 streams to confluence: . Flow rates before confluence point: 10.344 17.856 - Maximum flow rates at confluence using above data 22.128, 23-287 Area of streams before-confluence: -6.100 3.640 I Results of confluence: .. . Total flow rate = 23.287(CFS) Time of doncentration, = 9.214 mm. - Effective stream area after confluence = 9 740(Ac I j I I I I I Process from Point/Station 282.000 to-Point/Station'. 280.000 IMPROVED CHANNEL TRAVEL TIME **** Upstream point, elevation Downstream point elevation= 448.00,(Ft.) Channel length thru subarea, = 80.00(Ft.) Channel base width = 1 000(Ft Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 1 000(Ft ) Flow(q) thru subarea = 23 287(CFS) Depth of flow = 1 141(Ft ) Average velocity, = 20 398(Ft/s) !Warning: Water is above left or right bank elevations Channel flow top width 1.000(Ft.) Flow Velocity =. .20.40(Ft/s) Travel time -= 0.07 mm. Time of concentration ,= 9.28-min. " Critical depth ERROR - Channel depth exceeds maximum allowable depth ' , I i Process from Point/Station 280.000 to Point/Station 279.000 I PIPEFLOW TRAVELTIME (Users specified size) **** Upstream point/station elevation =, 448.00(Ft.) I Downstream point/station elevation = 443.30(Ft.) Pipe 1en9th = 42.0,0(Ft.) Manning's N = 0.013 No. of pipes 7 ,1 Required pipe flow = 23.287(CFS) I Given pipe size = 24.00(In.) Calculated individual pipe flow = 23.287(CFS) Normal flow depth in pie= 9.14(in.) Flow top width inside pipe = 23.31(In.) Critical Depth = 2.0.57(In.) S S I Pipe flowvelocity = 21.21(Ft/s) Travel time through pipe = 0.03 mm. Time of concentration (TC) = 9.31 mm. I 5. .5 .5 I . I ,5 5 :. S5 • I .5 Process from Point/Station 279.000 to Point/Station 278.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 443.30(Ft.) Downstream point/station elevation .=- 421 50(Ft ) Pipe lenth. =. 109.00(Ft.) Manning's N 0.013 No of pipes = 1 Required pipe flow = 23 287(CFS) Given pipe size .-= 24 00(In ) Calculated individual pipe flow = 23 287(CFS) Normal flow depth in pie= 7.83(Iñ.) Flow top widthinside pipe = 22.50(In.)° Critical Depth = 20 57(In ) Pipe flow velocity = 26.15(Ft/s). Traveltime through pipe = 0.07 mm. Time of concentration (TC) = 9.,3-8 min. I I +++++++++++++++++++++++++++++++++++++ ++±++++++++++++++++++++++++++++++ Process from Point/Station 278.000 to Point/Station 200.000 I **** PIPEFLOW TRAVEL TIME (User specified. size) Upstream point/station elevation = 421 50(Ft ) I Downstream point/station elevation = 412 80(Ft ) Pipe 1en9th = 92 00(Ft ) Manning's N = 0.013, No of pipes = 1 Required pipe flow = 23 287(CFS) Given pipe size = 24 00(In ) I Calculated individual pipe flow = 23 287(CFS) Normal flow depth in pipe = 9 56(In ) Flow top width inside pipe = 23 50(In ) Critical Depth = 20 57(In ) I Pipe flow velocity = 19 94(Ft/s) Travel time through pipe= 0.08 mm.. Time of concentration (TC) = 9.46 min. I I I I I I I I I I I I I Process from Point/StatiOn 278.000 to Point/Station 200.000' **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area 9.740(Ac.) Runoff from this stream = 23.28.7(CFS) Time of concentration = '9.46 min. Rainfall intensity = ' 4.593(Iri/Hr) Program is now starting with Main Stream No. 2 I , H Process from.Point/Station 275.000 -to Point/Station 274.000 U ****,INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea .I initial subarea flow distance = 561.00(Ft.) Highest elevation = 509.52(Ft.) . Lowestelevation = 507.07(Ft.). Elevation difference I .Time of concentration calculated by the urban . areas overland flow method (App X-C), = 8.43mm. TC = [1.8*(l.1_C)*distance".5)/(% slope', (1/3) TC = [1.8*(1.10.9500)*(561.00A.5)/( 0.441(1/3)]= 8.43 I Rainfall intensity (I)= 4.948 for a 50.0 year storm Effective runoff coefficient used for area. (Q=KCIA) is C = 0.950 Subarea runoff 4.089(CFS). .. . Total initial stream area = . 0.870(Ac.) I. . :. I . . . . . I H I 0 0 0 I 0 I I 0 0 0 •0 , I 0 0• +++++++++++++++++±++++++++++±++++++.±f+++++++++++-4++++++++++++++++++++ Process from Point/Station 274.000 to Point/Station 273.000 ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 507 070(Ft ) End of street segment elevation = 505.360(Ft.) Length of street segment = 332 000(Ft Height of curb above gutter flowline = : 6.0 (In.) .Width of half street (curb to crown) = 53.000(Ft.) Distancefrorn crownto. crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz). = 0.083 Slope from grade break tocrown. (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) = 0.060 Gutter width= 1.500(Ft.) . . Gutter hike from fiowline = 2.000(In.) . Manning's N. in gutter = 0.0150 . Manning's N from gutter to grade break ,=. 0.0150 Manning's N from grade break to crown 0.0160 Estiinatedmean. flow rate at midpoint of street 5.335(CFS) Depth of flow = 0.451(Ft.) Average velocity .= 2.079 (Ft/s) Streetf low hydraulics at midpoint of street travel: Halfstreet flow width .= 15.695(Ft.) Flow velocity = 2.08 (Ft/s) • • Travel time = 2.66 mm. TC = 11.09 mm. Adding area flow to street • User.specified'C' value of 0.950 given for subarea Rainfall intensity = . 4.145(In/Hr) for a 50.0 year storm Runoff coefficientused for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2.087(CFS) for - O.530(Ac.) Total runoff = 6.176(CF$) Total area = 1.40(Ac.) Street flow at end of street =. . • 6.176(CFS) Half street flow at end of-street = . 6.176(CFS) Depth of flow = • 0.470(Ft.) .• Average velocity = 2.145(Ft/s) - F-low width (from curb towards crown)= 16.663(Ft.) Process from Point/Station 273.000 to Point/Station 272.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ***. Top of street segment elevation=' 505.360(Ft.), End of street segment elevation = 502 210(Ft ) Length of street segment = 250.000(Ft.) Height of curb above gutter flowline = 6 0(In Width of half Street: (curb to crown) 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) 0.083 Slope from grade break to crown (v/hz) = 0 020 Street flow is on [1] side(s) of the street Distance from curb toprOperty line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.060 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(in.). Manning's N in gutter = 0.0150. Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0160 Estimated mean flow rate at. midpoint of street = 7.059(CFS) Depth of flow = 0.430(Ft.) . Averagevelocity,= 3.140(Ft/s) Streetfiow hydraulics at midpoint, of street travel: Halfstreet flow width = 14.647(Ft.) Flow velocity = 3.14(Ft/s) S ' Travel time = 1.33 mm. Tç = 12.42 mm. Adding area flow to street ' User specified 'C' value of 0.950 given for subarea Rainfall intensity = 3.854(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA., C = 0.950 Subarea runoff 1.464(CFS) for 0.400(Ac.) Total runoff = 7.641(CFS). Total area= ' . 1.80(Ac.) Street flow at end of street =- S 7.641(CFS) , en Half street flow at d of street = 7.641(CFS) Depth of flow = 0.439 (Ft.) . S Average velocity = 3.192 (Ft/s) S Flow width (from curb towards crown)'= 15.136(Ft.) ++++++++++++++++++++++++++++++.++++±++++±++++++++++++++++++++++++++++++ Process from Point/Station 272.000 to Point/Station 271.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation ,= 502 210(Ft End of street segment elevation = 489.280(Ft.) Length of street segment, 430.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half-street (curb to crown) =' 53.000(Ft.) Distance from crown to crOssf-all grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) =, 0.083 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) = 0.060 Gutter width = i.500(Ft.) - - Gutter hike from flowline = 2.000(In.) V Manning's N in gutter- 0.0150 . V Manning's N from gutter to grade break = 0.0150 Manning's N from grade-break to crown = 0.0160 Estimated mean flow rate atVmidpoint of street = 9..424(CFS) Depth of -flow = 0.412(Ft.) Average-velocity= 4.708(Ft/s) Streetfiow hydraulics.at midpoint oVf street travel: Halfstreet flow width = 13.780(Ft.) V Flow velocity = 4.71(Ft/s) -- Travel time = 1.52 mm. TC = , 13.94 mm. - Adding area flow to street User specified 'C' value-of 0.950 given for subarea V Rainfall intensity = 3.577(In/Hr)- for a 50.0 year- storm Runoff coefficient used for sub-area, Rational method,Q=KcIA, C = 0.950 Subarea runoff- = 2.854(CFS) for 0.840(Ac.) - TOtal runoff =. 10..495(CFS) Total area = 2.64 (Ac.) Street flow at end-of street = 10 495(CFS) V Half street flow at end of 'street '= V 10..495(.CFS) V ' V Depth of flow V 0.425(Ft.) - V Average velocity = 4.813(Ft/s) - Flow width (from curb towards crown)= 14.V416(Ft.) I I H H I I Process from Point/Station 271.000 to Point/Station 270.000 **** STREET FLOW. TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 489 280(Ft End of street segment elevation = 457.920(Ft.) Length of street segment = 595.O.00(Ft.), Height. of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53 000(Ft Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz), = 0.083 Slope from grade break to crown (v/hz) = 0.'0.20 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..060 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning'sN from gutterto grade break = 0.0150 Manning's N from grade break to crown = .0 .0160 Estimated mean flow rate at midpoint of street = 11 946(CFS) Depth of flow = 0.407(Ft.) Average velocity = 6.179(Ft/s) Streetfiow hydraulics atmidpoint:of street travel: Halfstreet flow width - 13.530(Ft.) Flow velocity = 6.18(Ft/s) Travel time. = 1.60 mm. TC = 15.54 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity= 3.334(In/Hr) for a '50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, .0 = 0.950 Subarea runoff .= '2.312(CFS) for 0.730(Ac.) • Total runoff = 12.807(CFS) Total area = 3.37(Ac.) Street flow at end of street = 12.807(CFS) Half street flow at end of street 12.807(CFS) Depth of flow = 0.415(Ft.) Average velocity Flow width (from curb towards crown)= 13.932(Ft.) Process from Point/Station 270.000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (User specified size) *** Upstream point/station elevation = 449.00(Ft.) Downstream point/station-elevation = 412.80(Ft.) Pipe 1en9th = 92.00(Ft.) Manning's N = 0.013 No of pipes =.1 Required pipe flow = 12 807(CFS) Given pipe size = 18.00(In.) Calculated individual pipe :flow = 12.807(CFS) - Normal flow depth in pipe =' 5.38(In.) - Flow topwidth inside pipe.= -, 16.48(In.) Critical Depth = 16 13(In ) Pipe flow velocity = 28.88(Ft/s) Travel time through pipe =. -0.05 mm.- Time of concentration (TC) = 15,60 nun Process from Point/Station 270.000to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS ,**** The following data inside Main Stream is listed: In Main Stream number 2 Stream flowarea= 3.370(Ac.) Runoff from this stream .*= 12 807(CFS) Time of concentration = 15 60 nun Rainfall intensity = 3 327(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No (CFS) (nun) (In/Hr) 1 23 287 9.46 4.593 2: 12 .807 15.60 3.327 Qmax(i) = 1.000 * 1.0010 * 23.287) + 1.000 * 0.606 * :12.807) + 31.054 Qmax(2) 0.724 * 1.000 * 23.287) 4- 1 000 * 1 000 * 12.8 07) + 29.673 Total of 2 main streams to confluence: Flow rates before cOnfluence point: 23.287 12.807 Maximum flow rates at confluence using above data 31.054 29.673 Area of streams before confluence 9.740 3.370 Results of confluence Total flow rate = 31.054(CFS) Time of concentration = 9.459 mm.. Effective stream area after confluence = 13.110(Ac.) End of computations, total study area = 23 51 (Ac I I San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2 3 I Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual I Rational Hydrology Study Date 8/15/90 PALOMAR AIRPORT ROAD HYDROLOGY AREA 3, FILE NAME PALHY3 I PROPOSED NEW CULVERT -.1811 USER LTMV DATE 8/9/90 ********* Hydrology Study Control Information ********** I Rational hydrology study storm event year is 50.0 Map data precipitation entered 6 hour, precipitation(inches) = 2 630 I 24 hour precipitation(inches) = 4.650 Adjusted 6 hour precipitation (inches) = .2 .630 P6/P24= San Diego hydrology manual 'C' values used Runoff coefficients 'by rational method I ***** I N PUT DATA L S T I N G ********* Element Capacity Space Remaining = 364 Element Points and Process used between Points I 'Number Upstream Downstream Process 1 302.000 301.000 Initial Area 2 3-01.000 300.000 Pipeflow Time(user inp) I End of listing I I I I I I I I' H I. H. +++++++++•++++++++++++++++++•++++++++++++++++++++++++±±++++.++•++±++++++++ I Process from Point/Station 302.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D =1.000 I [SINGLE FAMILY area type. - ] Initial subarea flow distance .= 1070.00(Ft.) Highest elevation = 575.-00(Ft.) . . I Lowest elevation'. = 512.50(Ft.). - i Elevation difference Time of concentration calculated by the urban areas overland flow method (App X-C) = 17.98 min. .I TC = [1.8*(1.1_C)*distance";5)/(% slope"(1/3)) TC = [1..8*(1.1_0.5500)*(1070.00".5)/( 5.84'(1/3)J= 17.98 Rainfall intensity (I) = 3.035 for.a 50.0 year storm I Effective runoff coefficient used for. area (Q=KCIA) is C = 0.550 Subarea runoff = 7.011(CFS) Total initial stream area -• 4.200(Ac.) I I . I - I '- °- I - - - I I :-- I . I - I I ++++++±+++++++++++++.++±+++++++++ 4-+++++++++++++++++++++++++++++++++++±+ I Process from Point/Station . 301.000 to Point/Station 300.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 512.50(Ft.) I Downstream point/station elevation = 482.00(Ft.), Pipe length = 1070 00(Ft ) Manning's N = 0 013 No of pipes = 1 Required pipe flow '*- 7 011(CFS) I Given pipe size = .18.00(In..) S Calöulated individual pipe flow = 7..011(CFS) Normal flow depth.-in pipe= 7.86cm.) I Flow: top width inside pipe = ,17.86(In.) Critical Depth .= 12 30(In Pipe flow velocity = 9 45(Ft/s) Travel time through pipe = 1.89 mm I Time of concentration (TC) = 19.87. min., End of computations, total study area = 4.20 (Ac I I I I I I I I I I I I • I •H. I e * II I I I: 'H H I' i H I - I. H.' I I .- I ' c - - - - - - - I . -: -.-: -* - -'. I_-_ .-T - '-:; 'I - - - - -. -I - - San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3' Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study. Date: 8/16/90 PALOMAR AIRPORT ROAD HYDROLOGY AREA 4A1 STREET FLOW TO CURB INLET AND OFF-SITE CURB INLET HAS NO BY-PASS-FOR THE Q 50 USER LTMV DATE 8/14/90 ---------------------------------------- ********* Hydrology Study Control Information 11****** Rational hydrology study storm event year is .50 .0 Map data precipitation entered 6 hour, precipitation(inches) = 2.630 ' 24 hour precipitation(inches) = 4.650 Adjusted 6 hour precipitation (inches) = .2 .630 P6/P24= 56.6% San Diego hydrology manual 'C' values Used Runoff coefficients by rational method ************** I N PU T D AT A L I S T I N G ************ Element Capacity Space Remaining =356 Element Points and Process used between Points Number Upstream Downstream Process 1 .499.000 498.000 User. Defined Info. 2 498.000 497.000 Street Flow + Subarea 3 497.000 S 496.000 Street Flow .+ Subarea 4 496.000 495.000 Street Flow +Subarea 5 495.000 494.000 Street Flow + Subarea 6 . 494.000 493.000 Street Flow + Subarea End of listing S I. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 .Process from Point/Station 498.000 to Point/Station 497.000 **** STREET FLOW TRAVEL TIME + SUBAREA .FLOW ADDITION **** Top of street segment elevation = 507.850(Ft.) I End of street segment elevation = 505'.190(Ft.) Length of street segment = 284.000(Ft.)' Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = 53.000(Ft.) ' Distance from crown to crossfall grade break -'= 51 500(Ft ) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) '= 0.020. I Street flow is on' [2] side(s) of the street Distance from curb. to propert' line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.021 Gutter width = l.500(Ft.) I Gutter hike from flowline = 1 500(In ) 'Manriing's.N in gutter = 0.0150 Manning's N from gutter to grade break .= 0.0180 Manning's N from grade break to crown = 0.0180 I , Estimated mean flow rate at midpoint of street =8.182(CFS) Depth,of flow = 0.355(Ft.) ' Average velocity = ' 2.329(Ft/s)' . Stre'etflow hydraulics at midpoint of street travel: I Halfstreet flow width = 12'.982(Ft.) Flow velocity = 2.33(Ft/s) Travel time = , 2.03 mm. TC ' 9.03 mm.. I Adding area flow to street User specified 'C' 'value of 0.950 given for subarea Rainfall intensity = 4 732(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area,"Rationa]. method,Q=KCIA, C = 0.950 I , Subarea runoff =3.506('CFS). for 0.780(Ac.) Total runoff = . 9.706(CFS) Total'area = 2.00(Ac.) Street flow at end of street.= ' 9.706(CFS) Half street 'flow at end of street .= ' 4.853(CFS) 'I Depth of flow = , O.374(Ft.) Average velocity = 2.408(Ft/s) ' Flow width (from curb towards crown)= 13.943(Ft.) Process from Point/Station 497.000 to Point/Station 496.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION •**** Top of street segment elevation = 505.190(Ft.) End of street segment elevation= 498.870(Ft.) Length of street segment = 302 500(Ft ) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53 000(Ft ) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 ' 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 curbtoproperty line (v/hz).= 0.021 Gutter width = 1 500(Ft ) Gutter hike from flowline 1.500(In.) Manning's N in gutter = 0.0150 Manning's.N from gutter-to grade break = .0.0180 Manning's N from grade break to crown =. 0.0180 Estimated mean flow rate at midpoint of street = 11.939 (?FS) Depth of flow = 0.352 (Ft.) Average velocity =. 3.463(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 12.856(Ft.) • Flow velocity = 3.46(Ft/s) Travel time = 1.46 mm. TC =. 10.49 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity = 4 297(In/Hr) for a 50 0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = • 3.756(CFS). for . 0.920(Ac.) Total runoff = 13 462(CFS) Total area = 2 92(Ac ) Street flow at end of street '= 13..462(CFS) Half street flow at end of street 6.73.1(CFS) Depth of flow = 0.365(Ft.) . Average velocity 3.544(Ft/s) Flow width (from curb towards crown)" 13.520(Ft.) 1• .I Process from Point/Station 496.000 to Point/Station' 495000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 498 870(Ft ) .I End of street segment elevation= 4,21.170(Ft.)' Length of street segment = 244..500(Ft.). Height of curb. above gutter flowline = 6.0(In) Width of half I street (curb to crown) = 53 000(Ft ) Distance from crown to crOssfall grade break =. 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 ' Slope from grade break to crown (v/hz.) 0.020 I Street flow is on [2] side(s) of the street Distance from curb to propertr line = ,10.000(F.t.) Slope from curb to property line (v/hz)' '= 0.021 Gutter width' = I.500(Ft.) .l Gutterhike from flowline 1.500('In.) Manning's N in gutter = .0.0150 Manning's N. from gutter to grade break = 0.0180 Manning's N from.grade break to crown = 0.0180 I Estimated mean flow rate at midpoint of street = 15.122(CFS) Depth of fiow'= 0.356(Ft.) ' Average velocity =' 4.277(Ft/s) StreetfIow hydraulics at midpoint: of street travel: I Halfstreet flow width— 13.025(Ft.) Flow velocity = 4.28(Ft/s) , Travel time .= 095 min. TC = 11.44 mm. I .9 Adding area flow to street User specified 'C' value of 050 given for subarea Rainfall intensity = . 4.063(In/Hr) for a 50.0 year storm Runoff-coefficient used 'for sub-area, Rational method,Q=KCIA, C = 0.950 I Subarea runoff = 2.779(CFS) for 0.720 (Ac.) Total runoff = 16..241(CFS) Total area = . 3.64 (Ac.) Street flow'at end of street ='' 16.241(CFS) Half street flow at end of street= 8.120(CFS) I Depth of flow = 0.363(Ft..) . Average velocity = 4.3.37(Ft/s) ' Flow width (from curb towards crown)= 13.421(Ft.) I I ++++++++++++++++++++++++++++++±+++++++++++++++++++++ ++++++++++++++++++ I Process from Point/Station 495.000 to Point/Station 494.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 491..170(Ft.) I End of street segment elevation = .480.900(Ft.) Length of street segment. = 250.000(Ft.) Height of curb above gutter flow-line = 6 0(In ) Width of half street (curb to crown) = 53.000(Ft.) I Distance from crown to crossfall grade break =. 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 I 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 .021 Gutter width = 1 500(Ft ) I •Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180. Manning's N from grade break to crown = .0.0180 I Estimated mean flow rate at midpoint of street = 17.758(CFS) Depth of flow = 0.359(Ft.) Average -velocity 4.911(Ft/s) I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13 178(Ft ) Flow velocity = 4.91(Ft/s) Travel time = 0.85 mm. TC = 12.29 mm. I .Adding area flow to street . User specified 'C' value of 0.950 given for subarea Rainfall intensity = . 3.879(In/Hr) for a . 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 I Subarea runoff . 2.506(CFS) for . 0.680(Ac.) Total runoff = 18.747(CFS) Total area = 4.32 (Ac.) .Street flow at end of street - ,18.747(CFS) . I Half street flow at ena of street 9.373(CFS) Depth of flow = 0.365(Ft.) . Average velocity 4.963(Ft/s) Flow width (from curb towards crown)= 13.481(Ft.) . I I I I ............................................................1-+++.+++++ Process from Point/Station 494.000 to Point/Station .. 493.000 **** STREET FLOW TRaVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 480 900(Ft ) End of street segment elevation= 46.9.190'(Ft.) Length of street segment = 325.000(Ft.) Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = 53.00 * 0,(Ft ) Distanàe from crown to crossfall• grade break = :51.500(Ft.) Slope fromgutter to .grade::break (v/hz) = 0.083 Slope from gradebreak 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) = 0.021 Gutter width = 1.500(Ft.) . Gutter hike from flowline = 1.500(In.) Manning's N.ingutter=. 0.0150 Manning's N from gutter to grade. break = 0.0180 Manning's "N from grade break to crown = 0.. 0180 Estimated mean flow rate at midpoint of street = 2.0.960(CFS) Depth of flow =:. 0.385(Ft.) Average velocity = 4.815(Ft/s) Streetf low hydraulics at midpoint of street travel: Halfstreet flow width = 14.510(Ft.) Flow velocity = .4.81(Ft/s) . Travel time .= 1.13 mm. TC = 13.41 mm. Adding.area flow to street . .. User specified 'C' value of 0.950 given for subarea Rainfall intensity = . . 3.666(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C= 0.950 Subarea runoff .= 3.553(CFS) for 1.020(Ac.) Total runoff = 22.300(CFS) . Total area.= 5.34( Ac.) Street flow at end of street = 22.300(CFS) . Half street flow. at end of street = . 11.150(CFS) Depth of flow = 0.393(Ft.) . . Average velocity = 4.875(Ft/s) . Flow width (from curb towards crown)= 14.886(Ft.) End of computations, total study area = 5.34 (Ac.) I I I I I * I I I 1 I I p I I I I I I I I I San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 I Rational method hydrology program based on. San Diego County Flood Control Division 1985 hydrology manual I Rational Hydrology Study Date 8/16/90 PALOMAR AIRPORT. ROAD HYDROLOGY AREA 4; FILE NAME: PALHY4 I NEW 18" PROPOSED CULVERT USER-:_LTMV DATE 8/14/90 ********* Hydrology Study Control Information ********** I Rational hydrology study storm event year is '..50.0 Map data precipitation entered 6 hour, precipitation(inches) = 2.630 I 24 hour preOipitation(inches)= 4.650 Adjusted .6 hour precipitation (inches) .= 2.630 P6/P24 = 56.6% . .. San Diego hydrology inanual''C' values used I Runoff coefficients by rational method I *********** I N P U T D A T A L I S T I N G ******** Element Capacity Space Remaining = 355 Element Points and Process used between Points I Number Upstream Downstream Process 1 . 469.000. 460.000 Initial Area 2 460.000 440.000 Pipeflow Time(user inp) I 3 - 460.000 440.000 Main Stream Confluence 4 442.000 440.000 Initial Area I S 442.000 .440.0.00 6 441.000 440.000 Main Stream Confluence Initial Area 7 441.900 A40.000 Main Stream Confluence 8 440.000 420.000 Pipeflow Time(user inp) I 440.000 420.000 Main Stream Confluence . 10 421.000 . 420.000 Initial Area 11 421.000 . 420.000 Main Stream Confluence I ,12 422.000 . . .420.000 :13 - 422.000 . . 420.000 InitialArea Main Stream Confluence 14 420.000. 400.000 Pipeflow Time(user inp) End of listing............ I 1 I I I I I I Process from Point/Station .469.000 to Point/Station 460.000 **** 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 I Initial subarea flow distance 440.00(Ft.). Highest elevation = 489 00(Ft ) Lowest elevation = 450 00(Ft ) I Elevation difference = 39 00(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) =. 10.03 mm. TC = (1.8*(1.1_C)*distanceA.5)/(% slope"(1/3)] I TC= [1.8*(1.1_0.5500)*(440.00A.5)/( 8.86'(1/3))= 10.03 Rainfall intensity (I) = 4.421 for a 50.0 year storm Effective runoff coefficient used forarea (Q=KCIA) is C 0.550 Subarea runoff = 16.998(CFS) Total initial stream area = 6 990(Ac ) I I I I I I I I I I I +++++++++++++•+++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 460.000 to Point/Station 440.000 PIPEFLOW TRAVEL TIME (Uset specified size) **** Upstream point/station elevation = 450.00(Ft.) Downstream point/station elevation = 447.80(Ft.) Pipe length = 63.00(Ft.) Manning's N 0.013 No of pipes = 1 Required pipe flow = 161.,998 (CFS) Given pipe size =. 18.00(Iñ.) Calculated individualpipefiow. =• 16.99.8(CFS) Normal flow depth in pipe = 12 94(In ) Flow top width inside pipe = 16.19 (In.) Critical depth could not.-be calculated. Pipe flow velocity = 12.50(Ft/s) Travel time through pipe = 0 08 min. Time of concentration (TC) = 10 12 nun ++++++++++++++±+++++++++++++++.++++++++++++++'++++++++++++++++++++++++++ Process, from Point/Station. 442.000 to Point/Station 440.000 **** INITIAL AREA EVALUATION User specified 'C' value of 0.950-given for subarea Initial subarea flow distance = 1162 00(Ft ) Highest elevation .= 469.19 (Ft.) Lowest elevation = 457 99(Ft ) Elevation difference.-- 11 20(Ft ) Time of concentration.' calculated by, the urban areas overland flow method' (App .X-C) '9.32 mm. TC = (1 8*(l l-C)*dlstance".5)/(% slope "(l/3)] TC'= [1.8*(1.1_0.9500)*(1162.00'A.5)/( 0.96'(l/3)J= '9.32 Rainfall intensity (I) = , ' 4.638 for a' - 50.0 year.storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff = 8 504(CFS) Total initial stream area = 1 930(Ac ) I ++++++++++++++++++++++±+++++++++++++++±+++++++++++++++++++++++++++++++ I Process from Point/Station **** CONFLUENCE OF MAIN 442.000 to Point/Station 440.000 STREAMS **** The fo11owingdata inside Main Stream is listed: In Main Stream number: 2 ,I Stream flow area = 1.930(Ac..) Runoff from this stream = 8.504(CFS) Time of concentration = 9.32 mm. I Rainfall intensity 4.638(In/Hr) Program is now starting with Main Stream No. 3 1 H i I H. I . .. I . H I.• H I . I .. I .. ... I .. ... . H I . ,.. I 1 I . +++++++++±++++++++++++++++++++++++++++++4-+++++++++++++++++++++++++++++ I Process from Point/Station 441.000 to Point/Station 440.000 INITIAL AREA EVALUATION User specified 'C' value of 0.950 given for subarea I .Initial subarea flow distance. = 849.00(Ft.) Highest. elevation = 467.46(Ft.), Lowest elevation = . 457.99 (Ft.) . Elevation, difference = . 9.47(Ft.) I Time of concentration calculated by the urban Areas overland flowniethod (AppX-C) = . 7.59 mm. TC = (1.8*.(1.1-C)*distanceA.5)/(% ,slope'(1/3)) I .TC = (l.8*(l.l_O.9500)*(849.OoA.5)/( l.12A.(l/3)]= 759 Rainfall ,intensity (I) = 5.296 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) -is .0 = 0.950 Subarea runoff = • 6.591(CFS) . . . Total initial stream area = .1.310 (Ac.) I.. . .• .1 • , . , I . . •'., ' I . . • • .: I. , . . . .•,,,... I. . .. . I ,• ..,, .,. ,. ., I • . . I ..' I . I . :' I +++++++++++++++++++4++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 441.000 to. Point/Station 440.000 **** CONFLUENCE OF MAIN STREAMS *•*** The following data inside Main Stream is listed I In Main Stream number :.3 Stream flow area = . 1.310(Ac.) Runoff from this stream = 6 591(CFS) Time of concentration = 7.59 min. ' Rainfall intensity = 5.296(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity I No (CFS) (nun)4 1 16998 1012 4398 8.504 9.32 .' 4.638 3 6.591 . 7.59 5.296' .Qmax(1) = . I l 000 * 1.000 *"-16.998) + 0.948 * 1.000 * 8.504) ± '0.830 * 1.000 * 6.59-1) + = 30 535 Qmax(2) =. I i 000 * 0.921 * 16.998) + 1.000 *. 1.000 * 8.504) + 0.876 * 1.000 * -6.591) + = 29.929, I . Qinax(3)'= 1.000 * 0.750 * 16.998) + 1.000 * 0.814 * 8.504)+ 1 000 * 1.000 * 6.591) + = 26.258 Total of 3 main streams to confluence:4,, -, Flow rates before confluence point: 16.998 .8.504 6.591' I Maximum flow rates at confluence using above, data: 30.535 29.929 26.258 Area of streams before confluence: .I •. . 6.990 1.930' 1.310 Results of confluence I Total flow rate = 30.535(CFS) Time of concentration = 10.118 nun Effective stream area after,.confluence' = •10.230(Ac.) I ••' • I I * I . • t I Process from Point/station: '440.000 to Point/Station 420.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 447 50(Ft ) Downstream point/station elevation = 437.60(Ft.) Pipe lenth = 106.50 (Ft.) Manning's .N = 0.013 No. of pipes= 1 Required pipe flow 30.535(CFS) Givenpipe size = 18.00(In.) Calculated individual pipe flow 30.535(CFS) ' NormalS flow depth in pipe = 14.06(In.).. Flow top width inside pipe 14.88 (In .) Critical depth could not be calculated. ' Pipe flow velocity:= 20..63(Ft/s) Travel time through pipe = : '0.09mm. Time of concentration (TC) = 10.20 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++°+++ Process from Point/Station 42.1.000 to Point/Station 420.000 INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea Initial subarea flow distance' 849.00'(Ft.) ' Highest elevation=. 467.'46(Ft.) Lowest elevation = 457 99(Ft ) Elevation difference = 9 47(Ft ) Time of concentration calculated by the urban - areas overland flow method'(App X-C)- 7.59 mm. TC = (1,8*(1.1_C)*distanceA.5)/(% slope'(1/3).) Td '='[1.8*(1.1_0.'9500).*(849.00A.5)/( 1.12"(1/3))= 7.59 . Rainfall intensity (I) = -'5-.'296 for a 5o .o year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.950 Subarea runoff = 6.540(CFS) Total initial stream area = 1 300(Ac ) +++++++++++++++++++++++++±++++++++++++++++++++++++++++++.+++++++++++++ 'Process from Point/Station 422.000 to Point/Station 420.000 **** INITIAL AREA EVALUATION.**** ' '' • User specified 'C' value of 0.950 given for subarea Initial subarea flow distance = 1118 00(Ft ) Highest elevation.-= 469.19(Ft.) Lowest-elevation.- 457 99(Ft ) Elevation difference = 11 20(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) = 9.02 nun TC = [1.8*(1'. 1-C) *djstanceA.5)/(% slope '(1/3)] TC = [1.8*'(1.l-0.9500)*(1118.00fr'.5)/( l.00'(i/3)]'= 9.02 ' Rainfall intensity (I) = •' 4.735 for a 500 year storm Effective runoff coefficient used for area (Q=KCIA) is C.= 0.950 Subarea runoff = 7.467(CFS) ' • • • Total initial stream Area '= 1 660(Ac ) +++++++++++t++++++++.+++++++++++++.+++++.+++++++.+++++++++++++++++++++++ Process from Point/Station 1 422.000 to Point/Station 420.000 *** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed In Main Stream number 3 Stream flow area = 1.660(Ac.). Runoff from this stream = 7 467(CFS) Time of concentration = 9.02 mm Rainfall intensity = 4 735(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No. (CFS), (mm) (In/Hr) 1 30535 1020 4,374 2 6.540 759 5.296 3 7.467 9.02 4.735 Qmax(l) = 1.000 * 1.000 * 30.535) + 0.826 * 1.000 *. 6.540) + 0.924* 1.000 * 7.467) + = 42.834 Qmax(2) = 1.000 * 0.743 * 30.535) + 1.000 * 1.000..* 6.540) + 1.000 * .0.841 * 7.467.) + = 3.5.518 Qmax(3) = 1.000, * 0884 * 30.535) + 0.894 * 1.000 * 6.540) + '1'.000 * 1.000 * 7.467) + = 40.314 Total of 3 main streams to confluence Flow rates before confluence point: 30.535 6.540 7.467 Maximum flow rates at confluence using above data: 42.834 . 35.518 . 40.314 Area of streams before-confluence: 10.230 1.300 1.660 Results of confluence Total flow rate = - -42.834(CFS) Time of concentration = .10.. 204 mm. Effective stream area after confluence = 13 190(Ac ) I ++±+++++++++++++++++±+++++++++++++++4-+++++++++++++++++++++++++++±+++++ Process from Point/ Station 420.000 to Point/Station 400.000 I PIPEFLOW TRAVEL TIME (User specified size),**** Upstream point/station elevation = 437 30(Ft ) I Downstream point/station elevation 404..90(Ft.) Pipe len9th = I20.00(Ft.) Manning's N = 0.013 No.. of pipes= 1—Required pipe flow = 42.834(CFS) Given pipe size = 18 00(In ) I Calculated individual pipe flow = 42 834(CFS) Normal flow depth in pipe = 12 01 (in ) Flow top width inside pipe= 16.96(In.) Critical depth could not be calculated I Pipe flow velocity 34.20(Ft/s) Travel time through pipe= 0.06 mm. Time of concentration (TC) = 10.26 mm. End of computations, total study area 13.19 (Ac.) I I I I I I I I I I I I I San Diego County Rational Hydrology Program C1v1lCADD/Civi1DESIGN Engineering Software, (c) 1990 Version 2.3 I Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date:, 8/21/90 I PALOMAR AIRPORT ROAD HYDROLOGY . AREA 5A, NO BY-PASS FOR Q 50 ACT # L 200,4 FILE NAME PAL5A I USER LTMV DATE 8/16/90 ********* Hydrology Study Control Information ********** I Rational hydrology study storm event year is 50.0 -------------- Map data precipitation entered I 6 hour, precipitation(inches) = 2.630 24 hour precipitation(inches) = 4.650 Adjusted 6 hour precipitation (inches) = 2-630 P6/P24 = 56.6% I . San Diego hydrology manual 'C' values, used Runoff coefficients by rational method' N P U T D A T A L I S T I N G ************ Element Capacity Space 'Remaining = 354 Element Points and Process used between Points I Number Upstream Downstream Process 1 559.000 558.000 .Initial Area , .2 558.000 . 557.000 Street Flow + Subarea I 3 . 557.000 556.000 Street Flow + Subarea 4 . , 557.000 ' . 556.000 . . Main Stream Confluence 5 551.000 ' 552.000 Initial'Area .6 552.000 551.000 . ' Street Flow + Subarea , I 7 , 553.000 ' 554.000 Street Flow + Subarea 8 .. 554.000 '556.000 Pieflow.Time(user inp) ' 9 ' 554. 000 5,56.000 Main Stream Confluence I . 10 556.000 '555.000 Pipeflow Time(user inp) End of listing I I I I 1 I I. Process from Point/Station 559.000 to Point/Station 558.000 I INITIAL AREA EVALUATION'**** User specified 'C' value of 0.950 given for subarea I Initial subarea flow distance = 522.00(Ft.) Highest elevation = 468.94(Ft.) Lowest .elevation = 463.19(Ft.) Elevation difference = .- 5.75(Ft.) I Time of concentrationcalculated.by the urban areas overland flow method (App X-C) = 5.97 mm. T.0 = (1.8*(1. 1-C) *distanceA. 5)/(% slope "(l/3)]. TC='[l.8*(l.1_o-.9500)*(522.00A.5)/( 1.10A (1/3)]= 5.97 I Rainfall intensity (I):= 6.178 for a. 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is .0 = 0.950 Subarea runoff 4.578(.CFS) Total initial stream area= 0.780(Ac.) H- I -. I I I - ..- -- -, I Process from Point/Station 558.000 to Point/Station 557.000 I **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 463.190(Ft.) I End of street segment elevation 453.720(Ft.) Length of street segment = 367.000(Ft.) Height of curb above gutter flowline =. 6.0(In.) Width of half street (curb to crown) = 53 000(Ft ) I Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0 083 Slope from grade break to crown (v/hz). = 0.020 Street flow is on [1] side(s) of the street ,I Distance from curb.to property line = 10.000(Ft.) Slope from curb to property line (v/hz) =' 0.060 S Gutter width = 1.500(Ft.) I. Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0160 I Estimated mean flow rate at midpoint of street = 6.163(CFS) Depth of flow = 0.374 (Ft. ): Average velocity = 4.075(Ft/s) - Streetflow hydraulics at midpoint of street travel: I Halfstreet flow width = 11.874(Ft.) Flow velocity = 4.07(Ft/s) Travel time = 1.50 mm. TC = 7.47 mm. Adding area flow to street S I User specified 'C' value of 0.950 given for subarea Rainfall intensity = 5.347(In/Hr). for a 50.0 year storm Runoff coefficient used for sub-area,-Rational method,Q=KCIA, C = 0.950 I Subarea runoff = 2.743(CFS) for 0.540(Ac..) Total runoff = 7.321(CFS) Total area = 1.32 (Ac.) Street flow at end of street.= 7.321(CFS) Half street flow at end of street '- 7.321(CFS) I Depth of flow = 0.392(Ft.) Average vëlocity.= 4.212(Ft/s) Flow width (from curb towards crown)= 12 790(Ft ) I I I I I 1 I I H' I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 557.000 to Point/Station 556.000 I **** STREET FLOW 'TRAVEL TIME + SUBAREA FLOW ADDITION.**** Top of street segment elevation = 453 720(Ft ) I End of street segment elevation = 446 650(Ft ) Length of street segment = 315 000(Ft ) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53 000(Ft ) I Distance from crown' to'crossfáll grade break 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0..083 Slope from grade break to crown (v/hz) = 0 020 Street flow I 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) = 0.060 Gutter width = 1 500(Ft ) I : Gutter hike from flowl'ine 2.000(In.) ' Manning's N in gutter = 0.0150 Manning's.N from gutter to grade break = 0.0150 Manning's N from grade break to crown 0.0160 I Estimated mean flow rate at midpoint of street = 8 680(CFS) Depth of flow= 0.420(Ft.) Average velocity = 4.121(Ft/s) ' Streetfiow hydraulics at midpoint of street travel: I ' Halfstreet flow width = , 14.155(Ft.) Flow velocity = 4.12(Ft/s) ' Travel time =' 1.27 mm.' TC =, 8.75 .min'. I . Adding area flow to street User specified 'Cl value of 0.'950 given for subarea Rainfall intensity.-- 4.830(In/Hr) for a 50.0 year storm Runoff'coeffjcjent used for sub-area, Rational method,Q=KCIA, C = 0.950 I Subarea runoff= 2.249(CFS) for .0.49'0(Ac.) Total runoff = 9.570(CFS) Total area= 1.81(Ac.) Street flow at'endof street '= 9.570(CFS) Half street flow at end of street = ' 9.570(CFS) I Depth of flow' = 0.432 (Ft.) Average velocity= 4.205(Ft/s) Flow width (from curb towards crown)= 14.743(Ft.) I I I I I I I Process from Point/Station 557.000 to Point/Station 556.000 CONFLUENCE OF MAIN STREAMS **** Thefollowing 'data inside Main Stream is listed: In Main Stream number: 1 Stream flow areà= 1.810(Ac.) Runoff from this stream = 9 570(CFS) Time of concentration = 8.75-min. Rainfall intensity ,= 4 830(In/Hr) Program is now starting with Main Stream No 2 I I +++++++++++++++++++++++++++++++++++++++++++++++++++++±++++++++++++++++ Process from Point/Station 551.000 to Point/Station 552.000 I ****'INITIAL AREA EVALUATION User specified 'C' value of 0.950 given for subarea I Initial subarea flow distance = 522.00(Ft.).. Highest elevation = 468.94(Ft.) Lowest elevation -=, 463.19(Ft.) Elevation difference '= 5 75(Ft ) I .Time of concentration calculated by the, urban areas overland flow method (App X-C) = 5 97 mm TC = [1 8*(l 1-C)*distance" 5)/(% slope '(l/3)J TC = [1 8*(1 1-0 9500)*(522 00" 5)/( 1 l0A(1/3)]= 5 97 I Rainfall intensity (I).,= 6.178 for a '50,.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff = 5 165(CFS) Total initial stream area = 0 880(Ac ) I I I I I I I I II I I I +++++++++++++++++'++++++++++++++++++++++++++++++++++++++++++.+++++++++++ Process from Point/Station 552.000 to Point/Station 553.000 **** STREET FLOW TRAVEL TIME ,+ SUBAREA FLOW ADDITION **** I rop or street segment elevation = 463.190(Ft.;) End of street segment elevation = 453.720(Ft.) Length of street segment = 315.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street. (curb to crown) = 53.000(Ft.) 'Distance from crown to crossfall grade break. = 51.500(Ft.) Slope from gutter. to grade break. (v/hz) = 0.083 Slope from grade break to crown (v/hz) '= 0.020 Street flow is on [1] side(s) of the street Distance from curb topropertyline =. 10.000(Ft.) Slope from curb to property 'line (v/hz) = 0.060 Gutter width '= 1 500(Ft ) Gutter hike from flowline= 2.000(In.) Manning's N.in gutter,= 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0160 Estimated mean flow rate at midpoint of street = 6.985(CFS) Depth of flow = - 0.379(Ft.) Average velocity = 4.439(Ft/s-) - Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 12.128(Ft..) Flow velocity = 4.44(Ft/s). Travel time = 1.18 mm. ' TC = 7.16 mm. Adding area flow to street User specified ICI value Of 0.950 given for subarea. Rainfall intensity= 5.499(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area., Rational méthod,Q=KCIA, C= 0.950 Subarea runoff = ' 3.239(CFs) for ,0.620(Ac.) Total runoff = 8.404(CFS) Total area = 1.50(Ac.) Street flow at end of street = , 8.404(CFS) Half street flow at end of;street = 8.404(CFS) -Depth of flow, = 0.399 (Ft.) . . Average velocity = 4.602(Ft/s) Flow width (from curb towards crown)- 13.'130(Ft.) Li I 17 Process from Point/Station 553.000 to Point/Station 554.000 I **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 453 720(Ft ) End of street segment elevation = 446 650(Ft ) I Length of street segment 315. 000(Ft.) Height of curb above gutter flowline = 6 0(In ) Width -of-half street (curb to crown) = 53 000(Ft ) Distancefromcrown to crossfall grade break =, 51.500(Ft.) I Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 1.0.020 Street flow, is on [1] side(s) of the street Distance from curb to property, line = 10 000(Ft ) I Slope from curb to property line (v/hz) ='''O.060 Gutter width = 1 500(Ft ) Gutter hike from flowline = 2.000(In.) I .Manning's N in gutter.= 0.0150 Manning's Nfrom.gutter to grade break = 0.0150 - Manning's.N from grade break to crown = 0.0160 I Estimated mean flow rate at midpoint of street = 10 085(CFS) Depth of.flow= 0.438(Ft.) Average velocity = 4.251(Ft/s) . Streetflow hydraulics at midpoint of street travel: . Half street flow width = 15..066(Ft.) I . 'Flow velocity 4.25(Ft/s) . Travel time =. 1.24 min. TC = 8.39 mm. Adding area flow to-street - User specified. 'C' value of 0.950 given for-subarea I . Rainfall intensity =. 4.962(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = . 2.828(CFS) for . 0.600(Ac.) - Total runoff. = 11.232(CFS) Total area = 2.10(Ac.) Street flow at end of street = - 11.232(CFS) Half, street flow at end of street = - 11.232(CFS) Depth of flow = 0.452(Ft.) Average velocity = 4.348(Ft/s) . ., Flow width (from.. curb towards crown) = 15.751 (Ft.) I I I I I I I I Process from Point/Station 554 000 to Point/Station 556.000 I ****. PIPEFLOW TRAVEL. TIME (User. specifid size) Upstream point/station elevation = 438 00(Ft ) I Downstream point/station elevation = 437 20(Ft ) Pipe len9th =' 106.50(Ft.) Manning's N = 0.013 No of pipes = 1 Required pipe flow = 11 232(CFS) Given pipe size .= 18 00(In ) NOTE: Normal flow is .pressure flow in user selected pipe size. I The approximate hydraulic grade line above the pipe invert is 1 358(Ft ) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.217(Ft.) I Minor friction loss = 0 941(Ft ) K-factor = 1 50 P ipe flow velocity = 6 36(Ft/s) Travel time through pipe 0.28 min Time of concentration (TC) = 8.67 min. I F I I I I I I I I I I I +++±+++++++++++++++++++++•+++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 554.000 to Point/Station 556.000 I **** CONFLUENCE OF MAINSTREAMS **** The following data inside Main Stream is listed: I In Main Stream number: 2 Stream flow area = 2.100.(Ac.) Runoff from.this stream 11.232(CFS) Time of concentration = 8.67 mm. Rainfall intensity = 4.858(In/Hr) Summary of stream data: Stream Flow rate TC. Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 9.570 8.75 4.830 2 11.232 8.67 . 4858 Qmax(l) = 1.000 * 1.000 * 9.570) + I 0.994 * 1.000 * 11.232) + = 20.737 Qmax (2) = . 1.000 * 0.991 .* 9.570) + 1.000 * 1.000 * 11.232) + = 20.717 I Total of. 2 main streams to confluence: Flow rates before confluence point: 9.570: 11.232 I Maximum flow rates at confluence using above data: • 20.737 20.717 Area of streams before confluence: 1.810 2.100 Results of confluence: • • I Total flow rate = 20.737(CFS) Time of concentration= 8,.748 mm. Effective stream area after àoñfluence = 3.910(Ac.) I. 1 •:: •• I .. : •• . •• I •• • H . i •• I Process from Point/Station 556.000 to Point/Station 555.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 436 90(Ft ) Downstream-point/station elevation =• 413.40(Ft.) Pipe 1en9th = 71.00(Ft.) Manning's N = 0.013 No of pipes = 1 Required pipe flow = 20 737(CFS) Given pipe size = 18 00(In ) Calculated individual pipe flow = 20 737(CFS) Normal flow depth in pipe = 7 27(In ) Flow top width inside pipe = 17.66(In.) Critical depthcouldnot be calculated. Pipe flow velocity' =. 31.00(Ft/s) Travel time through pipe = 0.04 nun Time of concentration .(TC).= 8.79 mm. End of computations, total study area = 3-.91 (Ac.) San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (C) 1990 Version 2.3 Rational methOd hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 8/21/90 PALOMAR AIRPORT ROAD HYDROLOGY AREA 5; FILE NAME . PALHY5 . . TIE INTO EXISTING PLANS.. Q50 V USER LTMV DATE 8/21/90 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 50.0 Map data precipitation entered: . 6 hour, precipitation(inches) = 2.630 24hour precipitation(inches) = 4.650 Adjusted ,6 hour precipitation (inches) = .2.630 P6/P24 = 56.6% : San Diego hydrology manual 'C' values used Runoff coefficients by rational method ************** I N P U T D A. T A L 1 S T I N G *********** Element Capacity Space Remaining = 352 Element Points and Process used between Points Number Upstream Downstream V Process 1 599.000 598.000 Initial Area 2 598.000 590.000 . Pipeflow Time(user inp) 3 590.000 580.000 . Pipeflow Time(user inp) 4 590.000 580.000 Main Stream Confluence 5 587.000 585.000 . Initial Area 6 : .587.000 . 585.000 Confluence 7 586.000 V 585.000 Initial Area 8 586.000 585.000, Confluence 9 585.000 580.000'. Pipeflow Time(user inp) 10 585.000 580.000 Main Stream Confluence 11 580.000 . 570.000 Pipeflow Time(user inp) 12 , 570.000 .. 560.000 Pipeflow Time(user inp) 13 .570.000 V 560.000 Main Stream Confluence 14 564.000 '5'63 .000 Initial Area 15 563.000 562.000 Pipeflow Time(user inp) 16 562.000 560.000 . Pipeflow Time(user inp) 17 . 562.000 . 560.000 . Main Stream Confluence 18 .560.000 . 500.000 Pipeflow Time(user inp) End of listing............ I I Process from Point/Station 599.000 to Point/Station 598.000 INITIAL AREA EVALUATION **** I User specified 'C' value of 0.900 given for subarea Initial subarea flow distance =. 904.00(Ft.) Highest elevation = 447.65(Ft.). I . Lowest elevation = 437.63(Ft.) . Elevation difference = 10. 02 (Ft.) . . Time of concentration calculated by the. urban I . areas overland flow method (App X-C) = 10.46 mm. TC = (1.8*(1.1_C)*distance'.5)/(% slope '(l/3)j .TC= (1.8*(1.1-0.9000)*(904.00".5)/( 1.11A(1/3))= 10.46 Rainfall intensity (I) = 4.305 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 12.592(CFS) Total initial stream area = 3.250(Ac.) - I I * I . Process from Point/Station 598.000 to Point/Station 590.000 PIPEFLOW TRAVEL TIME' (User specified size) **** I Upstream point/station elevation = 433 40(Ft ) Downstream point/station elevation = 429 10(Ft ) Pipe length = 296 40(Ft ) Manning's N = 0.013 I No of pipes = 1 Required pipe flow . = 12 592(CFS) Given pipe size = 18 00(In ) Calculated individual pipe flow = 12.592(CFS) Normal flow depth in pipe = 14 67(In ) I Flow top width inside pipe = 13 98(In ) Critical Depth = 16 05(In ) Pipe flow velocity = , 8.16(Ft/,$) , I Travel time through pipe'.-- 0.61 min. Time of concentration (TC) = 11:.06 min. I I I I I 1 4 I I I I I I I I I I ' ++++++++++++++++++++++++++++++++++++±++++++++++++++++++++++++±++++++++ Process from Point/Station 590.000 to Point/Station 580.000 **** PIPEFLOW TRAVEL TIME (User specified size),**** I Upstream point/station elevation = 428 60(Ft ) Downstream point/station elevation = 427. 60(Ft.) Pipe length = 198 60(Ft ) Manning's N = 0.013 I No of pipes = 1 Required pipe flow = 12 592(CFS) e Givn pipe size = 24.00(In.) Calculated individual pipe flow = 12.592(CFS). I Normal flow depth in pipe =. 16.01(In.) Flow top width inside pipe 22.62(In.) Critical Depth ,= 15 32(In ) Pipe flow velocity'= 5.66(Ft/s) I Travel time through pipe = 0.59 nun Time c of concentration (TC) = 11.65 mm. I I I I I I I I I I I I Process from Point/Station 590.000 to Point/Station. 580.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed In Main Stream number: 1 Stream flow area = 3 250(Ac ) Runoff from this stream = 12 592(CFS) Time of concentration = 11 65 min. Rainfall intensity = 4 016(In/Hr) Program is now starting with Main Stream No 2 t I I I Process from Point/Station 587.000 toPoint/Station 585.000 **** INITIAL AREA EVALUATION **** I User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 500.60(Ft.) Highest elevation =:437.60(Ft.)- I Lowest elevation = 432 30(Ft ) Elevation difference *.= 5 30(Ft ) Time of concentration calculated by the urban I areas overland flow method (App X-C) = 7 90 nun TC = (,l.'8 * (1 1-C)_ *distance,*,'. 5)/(% slope "(l/3)) TC = [1 8*(l 1-0 9000)*(500 OOA 5)/( 1.06-(1/3)]= 7.90 ' Rainfall intensity (I) = 5.161 -for a 50.0 year storm ' Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 10.590(CFS) Total initial stream area = 2 280(Ac ) I 1 I I I I I I I I I I I i I Process from Point/Station 586.000 to Point/Station 585.000 INITIAL AREA EVALUATION **** I User specified 'C' value of 0 950 given for subarea Initial subarea flow distance,:'--' 1065 00(Ft ) Highest elevation = 443 40(Ft ) I Lowest elevation '= 432 30(Ft ) Elevation difference = 11 10(Ft ) Time of concentration calculated by the urban I areas overland flow method (App X-C) = 8.69 min. TC = [1..8*(1.1.C)*djstanceA.5)/(% slope "(l/3)] TC = (1 8*(1 1-0 9500)*(1065 0O' 5)/( 1.04 A (1/3)]= 8.69 Rainfall intensity.(I)' = 4.851 for a. 50.0 year storm I Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff = 8.06.5(CFS) . Total initial stream area = 1 750(Ac ) I 1 I I I I I I I I I +++++++++++++++++++++++++++++++++++++++++++++++±++++++++++++++++++++++ Process from Point/Station 586.000 to Point/Station 585.000 **** CONFLUENCE OF MINOR STREAMS **** I Along Main Stream number 2 in normal stream number 2 'Stream. flow area = l.750(Ac.) Runoff, from this stream = 8 065(CFS) Time of concentration = 8.69 mm Rainfall intensity = 4 851(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No. (cFS) (mm) (In/Hr) 1 10.590 790 5161 2 8.065 869 4 .851 Qmax(l) = ' 1.000 * 1.000 * 10.590) + 1.000 * 0.908 * 8.065) + = 17.917' Qmax(2) = 0.940 * 1.000 * 10.590) + 1.000 * 1.000* 8.065) + = 18.020 Total of 2 streams..-to confluence: Flow rates before confluence point: 10.590 8.065 Maximum flow rates at confluence using above data: 17.917 18.020 Area of streams before confluence: 2.280. Results of confluence: , Total flow rate = 18.020(CFS) ' Time of concentration = 8.691 mm. ' Effective stream area after confluence ..= 4.030(Ac.) ' I • S S S I I +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++. Process from Point/Station 1 585.000 to Point/Station 580.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station élevatiôn = 427.80(Ft.) Downstream point/station elevation = 427.60(Ft.) S Pipe length = 5.25.(Ft.). Manning's N = 0.013 I S No. of pipes = 1. Required pipe flow = 18.020(CFS) Given pipe size= 24.00(In.) Calculated individual pipe flow = 18.020(CFS) S I S Normal flow depth in pipe= 10.68(In.) Flow top width inside pipe = 23.85(In.) S S S Critical Depth = 18.36(In.) S Pipe. flow velocity = 13.34(Ft/s) I S Travel time through pipe 0.01 nun. Time of concentration (TC) = 8.70 min. S I .• 1 I S • S S I • S I. S S •: S I S H I 55 1 5 5 5 S S I 55 55 5 • 1 5 S S S Process from Point/Station 585.000 to Point/Station 580.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 . . Stream flow area = 4 030(Ac ) Runoff from this stream = 18 020(CFS) Time of concentration = .8 .70 min. Rainfall intensity = .4.849 (In/~Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No (CFS) (nun) (In/Hr) 1 12592 1165 4.016 2 18.020 8.70 4.849 .Qmax(l) = 1. 00.0 * 1.000 * 12.592) 0.828 * 1.000 * 18.020) + = 27.515 Qmax(2) = 1.000 * 0.747 * = 12.592) + 1.000 * 1.000 .*. .18.020) + = . 27.420 Total of 2 main streams to confluence: Flow rates before confluence point: 12.592 18.020 Maximum flow rates at confluence. using above data: 27.515 27.420 •• • Area of streams before confluence: • 3.250 • 4.030 • . Results of confluence:. • Total flow rate= • 27.515(CFS) Time of concentration = 11.649 min. Effective stream area after confluence = . 7.280(Ac.) • I Process from Point/Station 580 000 to Point/Station 570.000 **** PIPEFLOW TRAVEL TIME (User specified size) I Upstream-point/station elevation = 427 10(Ft ) Downstream point/station-elevation 426.20(Ft.) Pipe length 174.50(Ft.) Manning's N = 0.013 I No of pipes =-1- Required pipe flow = 27 515(CFS) Given pipe size = 30 00(In ) Calculated individual pipe flow = 27 515(CFS) Normal flow depth in pipe 22.97(In.), I Flow top width inside pipe = 25 42(In Critical Depth = 21 45(In ) Pipe flow velocity = 6 82(Ft/s) I Travel time through pipe = 0.43 mm Time of concentration (TC) = 12 08 nun I I I I I I I I I * I I I +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++ Process from Point/Station 570.000 to Point/Station 560.000 ** PIIEFLOW TRAVEL TIME (User specified size) *** Upstream point/station elevation = 425 90(Ft ) Downstream point/station elevation = 425 22(Ft ) Pipe length = 131 30(Ft ) Manning's N = 0.013 No of pipes = 1 Required pipe flow = 27 515(CFS) Given pipe size = 30.00(m.) Calculated individual pipe. flow = 27.515(CFS) Normal flow depth in pipe .= 22.92(In.) Flow top width inside pipe 25.47(In.) Critical Depth = 21.45(In.) : Pipe flow velocity := 6 83(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 12 40 nun I I Process from Point/Station 570.000 to Point/Station 560.000 **** CONFLUENCE OF MAINSTREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flaw' area = 7.280(Ac.) I Runoff from, this stream S 27.515(CFS) Time of concentration = 12.40 mm. Rainfall intensity = 3.858(In/Hr) S Program -is now -starting with Main Stream No. '2 S I Si I S S 1• S 5 5 , Ii• 5, 5 5. I 55 5 I 55 I I I Process from Point/Station 564.000 töPoint/Statjon 563.000 **** INITIAL AREA EVALUATION'**** H ' User specified 'C' value of 0.950 given for subarea Initial subarea flow distance = 1160 00(Ft ) Highest elevation = 447 40(Ft ) I Lowest elevation = 432 31(Ft ) Elevation difference = 15 09(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.42 min. I TC = [1 8*(l l-C)*distance" 5)/(% slope"(l/3)) TC= (1.8*(1.1_0.9500)*(1160.0OIA.5)/( 1.30'(1/3)]= 8.42 Rainfall intensity (I) = 4.950 for a 50.0 year storm Effective runoff cOefficient used for area (Q=KCIA) is C =0.950 I Subarea runoff =, 7.759(CFS) Total initial stream area = 1 650(Ac ) I 1 j I I 1 I I I I I I I I I Process from Point/Station 563 000 to Point/Station 562 000 **** PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation = 426 84(Ft ) Downstream point/station elevation = 426 28(Ft ) Pipe length = 5 62(Ft ) Manning's N ='6.013 ' No of pipes = 1 Required pipe flow = 7 759(CFS) Given pipe size = 18 00(In ) Calculated individual pipe flow = 7 759(CFS) Normal flow depth in pipe = 5.92(In.). I Flow top width inside pipe = 16 92(In ) Critical Depth = 12 95(In ) Pipe flow velocity = 15 31(Ft/s) I Travel time through pipe .= 0.01 mm Time of concentration (TC) = 8.'43'min. I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 562.000 to Point/Station 560.000 **** PIPEFLOW TRAVEL TIME (Userspecified size) Upstream point/station elevation = 426.28(Ft.) I Downstream point/station elevation Pipe length 217.70(Ft.) Manning's N,= 0.013 No. of pipes ='l Required pipe flow = 7.759(CFS) Given pipe size =.. 24.00(In.) Calculated individual pipe flow 7.759(CFS) • Normal flow-depth in pipe 11.88(In.) Flow top width inside pipe24.00(In.) Critical Depth - 11.89(In.) Pipe flow velocity 5.00(Ft/s) I Travel time through pipe =. 0.73 min. • • Time of. concentration (TC) = 6 min..- .9.1 I .. . • •• H ., i 1 . S I • S I 0, I S, • S . I , S. •• . 2 I S.: I I.•, S. .5 Process from Point/Station 562.000 to Point/Station 560.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed In Main Stream number 2 Stream flow area = 1 650(Ac ) Runoff from, this stream = ' 7.759(CFS). Time of concentration = 9 16 min. Rainfall intensity = 4 691(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No (CFS) (mm) (In/Hr) 1 27.515 12.40 ' 3.858 .2 ' 7.759 9.16 ' , . '. 469l Qmax(l) 1.000 * 1.000 *, 27.515) + 0.822 * ,j•000.* 7.759) + =. 33.896' Qrnax(2) =. 1.000 * 0.739 * 27.515) + , 1.000* 1.000 *• 7.759) + = 28.080 Total of 2 main streams to confluence Flow rates before confluence point: 27.515 7.759 Maximum flow rates àt confluence using above data: 33.896 28.080. Area of streams before confluence:' 7.280 , ' 1.650 ' Results of confluence: Total flow rate =. 33.896(CFS) Time of concentration .= 12.396 mm. Effective stream area after confluence = 8.930(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 560.000. to Point/Station 500.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 425.22(Ft.), Downstream point/station elevation = 425.05(Ft.) Pipe length = 33 50(Ft ) Manning's N = 0-.013 No of pipes = 1 Required pipe flow = 33 896(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 33 896(CFS) Normal flow depth in pipe"= 22.48(In.) Flow top width inside pipe = 34 87(In ) Critical Depth= 22.70(In.) Pipe flow velocity = 7.30(Ft/s) Travel time through pipe = 0.08 nun Time of concentration (TC) = 12.47 mm. End of computations, total study area = 8.93 (Ac.) San Diego County Rational Hydrology Program Civi1CADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational, method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date 8/16/90 PALOMAR AIRPORT ROAD HYDROLOGY AREA 6, Q 50 PROPOSED ADDITIONAL 18" S.D.;, FILE NAME PALHY6 USER LTMV, DATE 8/14/90 ********* Hydrology Study Control Information Rational hydrology study storm event year is 56.0' Nap data precipitation entered: 6 hour, precipitation(inches)= 2.630 24 hour precipitation(inches) = 4.650 Adjusted 6 hour precipitation (inches) = 2.630 P6/P24 = 56.6% San Diego hydrology manual 'C' values used Runoff coefficients by rational method **************I N P UT D-A TA LI S T I N G************ Element Capacity Space Remaining = 360 Element Points and Process used between Points Number Upstream Downstream Process - 1 699.000 695.000 Initial Area 2 695.000 693.000 Pipeflow Time(user inp) 3 693.000 690.000' Pipeflow Time(user inp) 4 690.000 650.000 Pipeflow Time(user inp) 5 690.000- 650.000 Main Stream Confluence 6 655.000 650.000 Initial Area 7 655.000 650.000 Main Stream Confluence 8 - 650.000 600.000 Pipeflow Time(user inp) End of listing........... I I ++±+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+ I Process from Point/Station .699.000 to Point/Station 695.000 ** INITIAL AREA EVALUATION **** User specified 'C' value of 0 950 given for subarea I Initial subarea flow distance = 1628.00'(Ft.). Highest elevation = 448.79(Ft.) Lowest elevation = 395 02(Ft ) Elevation difference = 53 77(Ft ) I Time of concentration calculated by the urban areas overland flow method (App X-C)- 7.32 mm. TC = [1 8*(l lC)*distanceA 5)/(% slope "(l/3)] TC = [1.8*(1.1_0.9500)*(1628.00A..5)./( .3.30"(1/3)]=' 7.32 I Rainfall intensity (I) = 5 421 for a 50;0 year storm Effective runoff coefficient used for area (Q=KCIA) is .0 = 0.950 Subarea runoff = 11 279(CFS) Total initial stream area = 2 190(Ac ) I I I p I I I I I I I I I . Process from Point/Station 695.000 to Point/Station 693.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 392.77 (Ft.) Downstream point/station elevation = 392.07(Ft.) Pipe len9th = 70.00(Ft.) Manning's N,=.0.022 No of pipes = 1,-.Required pipe flow = 11 279(CFS) Given pipe size = 18 00(In ) NOTE: Normal flow is pressure flow in user selected pipe size. :The approximate hydraulic grade line above the .pipe invert is 2.559(Ft.) at.the headworks orinlét of thepipe(s) Pipe friction loss = 2.311(Ft.) Minor friction loss = 0 949(Ft ) K-factor = 1-50 Pipe flow velocity = . 6.38(Ft/s) Travel time through pipe = 0.18 nun Time of concentration (TC) = 7.50 mm. 1 I Process from Point/Station 693.000 to Point/Station '690.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 392.07(Ft.) I ,Downstream point/station elevation = 390.05(Ft.) Pipe lenth = 18.40(Ft.) Manning's N = 0.022 No. of pipes .= 1 Required pipe flow = 11.279(CFS') Given'-pipe size = 18.00(In.) I 'Calculated individual pipe flow = '11.279( CFS) Normal flow depth in pipe = 9.52(In.) Flow top width inside pipe = 17.'97 (In.) 0 I .Critical Depth = 15.40(In.) Pipe ,flow flo velocity . 11.91(Ft/s)' . Travel time through pipe =' 0.03 mm. Time of concentration (TC). = 7.52 'mm. I I . I I , •0 '0 ' I • I I +++++++++++++++++++++++++++:f++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 690.000 to Point/Station 650.000 **** PIPEFLOW TRAVEL TIME (User specifiedsize) 1c Upstream point/station elevation = 389.70(Ft.) I . Do/nstream point/station elevation 380.10(Ft.) Pipe.1enth = . 160.30(Ft.) Manning's N= 0.013 No. of ipes= 1 Required pipe flowS. = . . ll.279(CFS) I Given pipe size = 18.00(In.) Calculated.jnd.ivjdual pipe flow = 11.279(CFS) Normal flow depth in pipe = 8.34(m) Flow top width inside pipe = 17.95(In.) I Critical Depth = 15.40(In.) . Pipe flow velocity .= 14.07(Ft/s)' . . Travel, time through pipe = 0.19 mm. . Time of concentration (TC) = .' . 7.71 mini. I I .. I ' I I .. I,. •. .: :' . I I I Process from Point/Station 690.000 to Point/Station. 650.000 I **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed In Main Stream number :.l ,-. I Stream flow area = 2 190(Ac ) Runoff from this stream = 11.279(CFS) Time of concentration = 7 71-min. I Rainfall intensity = 5 239(In/Hr) Program is now starting with Main Stream No 2 I I I I 'I I I I I I I I I I I I I Process from Point/Station 655.000 to Point/Station 650.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea I Initial subarea flow distance = 1880 00(Ft ) Highest elevation = 455 50(Ft ) Lowest elevation = 387 39(Ft ) Elevation difference = I 68.11(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-c) .7.62 mm. TC = (1.8*(1.1-.C)*djstánce.5)/(% slope',(1/3)) I . TC= (1.8*(1.1_0.9.500)*(1880.00A.5)/( 3.62'(1/3)]= .7.62 Rainfall intensity (I) = '5.2,79 for a _50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff = 14 194(CFS) Total initial stream area = 2 830(Ac ) I I I I I I I I I I I I I. .. I +++++++++++++++++++++++±+++++.+++.++.+++++++++++++++++++++++++++++.+++ U Process from-Point/Station 655.000 to Point/Station 650.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: U In Main Stream number: 2 Stream flow area = .'2.830(Ac.) Runoff from this streain'= 14.194(CFS) :I Time of.ôoncentration = 7.62 nun. Rainfall intensity ,= 0 5.279(In/Hr) Summary 'of stream data:, .: ,• . I Stream Flow rate TC •. Rainfall Intensity. No. (CFS) " (min) . •' (In/Hr) I i , 11.279 7.71 5.239 2, 14.194 . 7.62 5.279 Qmax(i) = 1.000 * 1.000 * .11.279) + I , 0.992 * i..000 * 14.194) + = 25.364 Qmax(2) = ; •. 1.000 * 0.988 * 11.279) + I . 1.000, * 1.000 * 14.194) + = 0 25.339 Total of 2 main streams to confluence: Flow rates before. confluence point: I 11.279 14.194 Maximum flow rates at 'confluence using above data.: 25.364 ' '25.339 . Area of streams before confluence: I ' ' 2.190 '2.830' 0 I Results of confluence:" . Total flow rate = 25.364(CFS) . . Time of concentration = 7.714 min. Effective stream area after confluence = 5.020(Ac.) I. ' 0 ' '• 0 ,, I . I 4 I ++++++++++++++++++++++++++++++++++++++++±++++++++.++++++++-I-++-I-+++++++++ Process from Point/Station 650.000 to Point/Station 600.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 379 80(Ft ) U Downstreampoint/station elevation = 376.90(Ft.) Pipe 1encth = . 48.00(Ft.) Manning's N = 0.013 No. of ipes= 1 Required .pipe flow =. .25.364(CFS).. Given, pipe size = 18.00(In'.) I Calculated individual pipe flow = 25 364(CFS) Normal flow depth in.pié = 14.'48(In.) . Flow top width inside pipe = 14 27(In ) I Critical depth could not be calculated Pipe flow velocity' = 16.66(Ft/s) . Travel time through pipe = 0 05 min. Time of concentration (VC) ''.= 7.76 min. End of computations, total study area = 5.02 (Ac.) I I I I I I I I I I I I. IV I San Diego County Ration41 Hydrology Program CivilCADD/CivilDES'IGN Engineering Software, (c) 1990 Version 2.3 I Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study . Date: 8/21/90 I PALOMAR AIRPORT ROAD HYDROLOGY AREA 1; Q.100 .. 'ACT. #:'L 200,4 FILENAME: 1PA100' I USER: LTMV DATE: 8/21/90 ********* Hydrology Study Control Information Rational ------------------------------------------------------------------------ hydrology, study storm event year is 100.0 I Map data precipitation entered: 6 hour, precipitation(inches). = 3.000 24 hour precipitation'(inches) = 5.200 I Adjusted '6 hour precipitation (inches.). = 3.000 P6/,P24 .= 57.7% . .. . San Diego Runoff coefficients hydrology manual 'C' values used by rational method ************** I NP U T 'D A T A L I S T I 'N G ************ I Element Capacity Space Remaining - 336 Element Points and Process used between Points - Number Upstream Downstream Process 1 102.000 101.000 . Initial Area I 2 .. 3 102.000 101.000 , 110.000 110.000 Main Stream Confluence User Defined Info. 4 110.000 ., 109.000 . Pipeflow Time(user inp) 5 109.000 101.000 Pipeflow Time(user inp) 6 109.000 101.000 Main Stream Confluence I 7 283.000 . 123.000 User Defined info- 8 123.000 122.000 Street Flow + Subarea 122.00.0 121.000 Street Flow 4-, Subarea I 10 121.000 ' 120.000 Street Flow + Subarea 11 121.000 120.000 Confluence I 12 13 124.000 120.000 124.000 .120.000. Initial Area 'Confluence 14 120.000 105.000 '• - Pipeflow Time(userinp) 15 120.000 . 105.00,0 Confluence 16 104.000 , 105.000 Initial Area I 17 .104.000 . 105.000. . Confluence 18 , 105.000 101.000 , Improved Channel Time 19 105.000 ' 101.000 , Main Stream Confluence I 20 .. 101.000 100.000 PipeflowTime(user inp) 21 101.000 100.000 . Main Stream Confluence 22 ' 270.000 133.000 User Defined Info. I 23 133.000 132.000 . - Street Flow ± Subarea- 24 132.000 131.000 Street Flow. + Subarea 25 131.000 '-' 130.000 , Street Flow+ Subarea 26 131.000 130.000 Confluence - I 27 , .135.000 . 130.000 User Defined Info. - -.28 135.000. . 130.000 Confluence I I ' Process from Point/Station 102.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0 000 I Decimal. fraction soil group B =0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 'D = 1.000 I (SINGLE FAMILY area type Initial subarea flow distance = 5000 00(Ft ) Highest elevation• = .705.00(Ft.) ; .. .. I Lowest elevation = 414 00(Ft ) Elevation difference = 291 00(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) = . . 3892 mm. I TC = .[l.8*(l.l_C')*dIstanceA.5)/(%. slope'(1/3)] TC= [1.8*(1.1-0.5500)*(5000.00''.5)/(. 5.82(1/3)]= 38.92 Rainfall intensity (I) = 2.104 for.a 100.0 year storm I Effective runoff coefficient used for area (Q=KCIA) is C = 0.550 Subarea runoff = 184 807(CFS) Total initial stream area = 159 700(Ac ) I I 1 I I I I I I I I . . . . . . . . . . . . . . . . . . . . . . . ..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Process from Point/Station 110 000 to Point/Station 110.000 USER DEFINED FLOW INFORMATION AT A POINT **** I **** User specified 'C' value of 0 900 given for subarea Rainfall intensity (I) = 7.433 for a 100 0 year storm I User specified values are as follows TC = 5 50 nun Rain intensity = 7 43(In/Hr) area= 2 47(Ac ) Total runoff = 14 20(CFS) I Total I 1. I I I I I I I I I a., I I +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++ Process from Point/Station 110.000 to Point/Station 109.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/stationelevation = 440.00(Ft.) Downstream point/station elevation = 416 80(Ft ) Pipe length =. 58.00(Ft.) :Mannjngls N= 0.013 No of pipes ='1. Required pipe flow = 14 200(CFS) Given pipe size = 18 00(In ) Calculated individual pipe flow = 14-200 (CFS) Normal flow depth in pipe = 5 65(In ) Flow top width inside pipe = 16 71(In ) Critical Depth= 16.64 (In..) Pipe flow velocity = 29.90(Ft/s) Travel time through pipe = 0.03 mm Time of concentration (TC) = 5.53 min. I I ++++++++±++++++++++++++++++++++++++++++++++++++++++++++++f++++++++++++ I Process from Point/Station 109.000 to Point/Station 101.000 **** PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation = 416 50(Ft ) Downstream point/station elevation''= 415 90(Ft ) Pipe length = 30 00(Ft ) Manning's N =,0.013 ,- No. of pipes = 1 Required pipe flow = 14 200(CFS) Given pipe size = 18 00(In ) Calculated individual pipe flow = 14 200(CFS) Normal flow depth.in pipe . 14.09(In.) I Flow top-..Width-inside pipe = 14 85(In ) Critical Depth = 16 64(In ) Pipe flow velocity = 9 57(Ft/s) I . Travel time through pipe= 0.0,5 mm. Time of concentration (TC) = 5.58 nun I I I I I I * I I .. I I I I I +++++++++++++++++++++f+++++++++++++++++++++++++++++++++4+.++++++++.+++ I Process from Point/Station 109.000 to Point/Station 101.000 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed In Main Stream number: 2 Stream flow area = 2.470(Ac.) Runoff from this stream = 14 200(CFS) I Time of concentration = 5 58 min. Rainfall intensity = 7 360(In/Hr) Program is now starting with Main Stream No 3 I I I I I I I I I I - I I I I I ++++++++++++-++++f+++++++±++++++++++++++++++++++++++++++++++++++++++++ U Process from Point/Station 283 000 to Point/Station 123 000 **** USER DEFINED FLOW 'INFORMATION AT A POINT User specified 'C' value of 0.900 given for subarea I Rainfall intensity (I) = 5.376 for a 100.0 year storm User specified values are as follows I TC = 9.09 mm Rain intensity= Total area = 0 01(Ac ) Total runoff 5 38(In/1jr) = 2 61(CFS) I I I I I I I I I I I I I I Process from Point/Station 123.000 to Point/Station .122.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION -**-**. Top of street segment elevation = 474 940(Ft ) I End of street segment elevation =, 449.580(Ft.) Length of street segment .= 293.000(Ft.) • Height'of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53 000(Ft ) Distance fromcrown to crossfall grade 'break ,=' 51.500(Ft.) Slope from gutter to; grade break (v/hz) = , 0.083 Slope from grade break to crown (v/hz) = 0.020 I 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) 0.021 I Gutter width = 1.500(Ft.) Gutter hike from flowline = 1 500(In ) Manning's' N in gutter = 0.0150 I Manning"s N from gutter to grade break = 0.0180 Manning's 'N' from grade 'break to crown = 0.0180 Estimated mean flow rate at midpoint of, street = 69.165(CFS) Depth of flow = 0.622 (Ft.) I Average velocity = 9.391(Ft/s). ' Warning: depth of flow exceeds top of curb' I Distance that curb overflow reaches into property = 5.80(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width =' 26,.344(Ft.) Flow velocity = 9.39(Ft/s) I ' Travel time = 0.52 mm. ' TC = 9.61 mm. Adding area flow to street User specified "Cl value of 0.900 given for subarea Rainfall intensity = ' 5.186(In/Hr) 'for a 100.0 year storm I Runoff coefficient used for sub-area,' Rational mnethod,Q=KCIA, C = 0.900 Subarea runoff = 2.380(CFS) for 0.510(Ac.) I Total runoff = 4.'990(CFS) Total area = • 0.52(Ac.) Street flow at end, of street = 4.990(CFS) Half street flow at end of street =. 4.990(CFS) Depth of flow = 0.269(Ft.) , I Average velocity = , 6.034(Ft/s) Flow width (from curb towards crown)= , 8.693(Ft.) I I I 1 Process from Point/Station 122.000 to Point/Station 121.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top ofstréet segment .elevation = 449.580(Ft.) End of street segment elevation = 440 600(Ft ) Length of street segment = 200 000(Ft ) Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = 53 000(Ft ) Distance from crown. to crôssfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 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) = 0.021 Gutter width 1.500(Ft.) Gutter hike from flowline = 1 500(In ) Manning's N in gutter =, 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint-of street 7.438(CF8) Depth of flow = 0.335(Ft.) Average velocity = 4.922(Ft/s,) StreetfIow hydraulics at midpoint of street travel: Halfstreet flow width = 11.999(Ft.) Flow velocity. = 4.92(Ft/s),, Travel time = 0.68 mm.. TIC = 10.29. min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = . 4.963(In/Hr) for a 100.0 year storm Runoff coefficient usedfor sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = ,2.278(CFS) for 0.510(Ac.) Total runoff = 7.269(CFS) Total area = 1.03(Ac.). Street flow at end of street .= 7.269(CFS), Half street flow at end of street = 7.269(CFS) Depth of flow = 0.333(Ft.).. . . Average velocity '= 4.901(Ft/s) Flow width (from curb towards crown)= 11 882(Ft ) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I 'Process from Point/Station 121.000. to Point/Station 120.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION I Top of street segment elevation = 440 600(Ft ) End of street segment elevation = . '437.590(Ft.) Length of street seginent ,198.000(Ft..) . Height of curb above gutter flowline = 6 0(In ) I Width of half street (curb to crown) = 53 000(Ft ) Distance from crown to crossfall grade break = 51 500(Ft ) Slope from gutter to grade break (v/hz) = 0 083 I 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 ) I Slope from curb to property line (v/hz) = 0.021 Gutter width = 1 500(Ft ) Gutter hike from flowline = 1 500(In ) Manning's N in 'gutter = 0.0150 I . Manning's .N from gutter to grade break = 0. 0180 Manning's. N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street,= 8.645(CF9) I Depthof'flow = 0.415(Ft.) . Average velocity = 3.284(Ft/s) . . . Streetf low hydraulics at midpoint of street travel: I Halfstreet flow width = 16.004(Ft.) Flow velocity =- 3.28(Ft/s) . Travel time = 1.00 mm. TC = 11.29 min. Adding area flow to street .I User specified 'C' value of 0.900'givenfdr subarea Rainfall intensity = 4..674(In/Hr) for a 10.0.0 year storm Runoff coefficient used for sub-area, Rational. method,Q=KCIA, C = 0.900 .I Subarea runoff = . 1.640(CFS)for 0.390(Ac.) 'Total runoff= . 8.909(CFS).. Total area = 1.42(Ac.) Street flow at end of street = 8.909(CFS) Half street flow at end of street = 8 909(CFS) I Depth of flow = 0.419(Ft.) . . Average velocity =' 3.304(Ft/s) . . Flow width (from curb towards crown)= 16.201(Ft.) I I I I I I I I I . Process from Point/Station1124.000 to Point/Station 120.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0 950 given for subarea I Initial subarea flow distance 377.00(Ft.) . Highest elevation = 449.Z4-(Ft.) Lowest elevation = 437 59(Ft ) I Elevation difference = 12.25(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.54 min. TC = [l.8*(1.1_C)*distanceA.5)/(% slope A(1/3)] I TC = [1.8*(I.1_O.9500)*(377.00A.5)/( 3.25'(1/3)]= 3.54 Rainfall intensity (I)= 9.877 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 I . Subarea runoff = 4.410(CFS) . . I Total initial stream area = . 0.470(Ac.) I I I I I I I I I I I I I Process from Point/Station 124.000 to Point/Station 120.000 **,** CONFLUENCE OF MINOR STREAMS **** I Along Main Stream number 3 in normal stream number 2 Stream flow area = 0 470(Ac ) Runoff from this stream = 4 410(CFS) I Time of concentration = 3 54 mm Rainfall intensity = 9 877(In/Hr) Summary of stream data I Stream Flow rate TC Rainfall Intensity No. , (CFS) (mm) ' (In/Hr) 1 8909 1129 4.674 2 " 4.410 3.54, 9.877 I Qmax(i) = 1,000 * 1.000 * 8.909) + 0.473 * 1.000 * 4.410) + = 10.996 Qmax(2) = I 1.000 *. 0313 * 8.909) - 1 000 * 1.000 * 4.410) + = 7.203' I Total of 2 streams to confluence Flow rates before confluence point: 8.909 4.410 Maximum flow rates at confluence using above data '10.996 7.203 Area of streams before confluence: 1.420 ' 0. 470 I' Results of confluence: Total flow rate = 10.996(CFS) Time of concentration = 11.292 min. Effective stream area after confluence = 1 890(Ac ) I I I I I I Process from Point/Station. 120.000 to-Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation 433.70(Ft.) Downstream point/station elevation = 425.50(Ft.) Pipe length = 41 OO(Ft ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.996 (CFS) Given pipe size = 18 00(In ) Calculated individual pipe flow = 10 996(CFS) Normal.flow depth in pipe = 5.92 (In.) Flow top width inside pipe = 16 92(In ) Critical Depth = 15.23(In.) Pipe flow velocity = 21 69(Ft/s) Travel time through pipe = 0.03 mm.: Time of concentration (TC) = 11.32 min. Process from Point/Station 104.000 to-Point/Station 105.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0,1000 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 I Initial subarea flow distance = 1425 00(Ft ) Highest elevation = 590 00(Ft ) Lowest elevation = 425 00(Ft ) Elevation difference = 165.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 16.52 mm. TC = (1.8*(1.1-C)*distance".5)/(% slope '(l/3)) TC=[l.8*(l.l_0.5500)*(1425.00A.5)/( 11.58A(1/3))= 16.52 Rainfall intensity (I) = .3 .657 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.550 Subarea runoff 20.394 (CFS) Total initial stream area = 10.140(AC.) I I I Process from Point/Station 104.000 to Point/Station 105.000 ****-CONFLUENCE OF MINOR STREAMS **** :Along Main Stream number: 3 in normal stream number 2 I Stream flow area = 10 140(Ac ) Runoff from this stream .= 20 394(CFS) Time of concentration = 16 52 min. I Rainfall intensity = 3.657(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity I No..(CFS) (mm) (In/Hr) 1 10996 1132 4665 2 20.394 16.52 3.657 Qmax(l) = I i 000 * 1.000 * 10.996) + 1.000 * 0.685 * 20.394) + = 24.975 Qinax(2) = 0.784 * 1.000 ,* 10.996) . I 1 000 * '1.0100 * 20.394) + = 29.012 Total of 2 streams to confluence: I. Flow rates before confluence point: 10.996 20.394 •0 c Maximum flow rates at confluence using above data: I .24.975 29.012 Area of streams before confluence: 1.890 . 10.140 Results of confluence: I Total flow rate = 29.012(CFS) Time of concentration = 16.519 mm. . Effective stream area after confluence = 12 030(Ac ) I I I I I I I I +++++++++++++++++++++++++++++++++++++++++ ++ + ++++++++++++++++++++++++++ ' Process from Point/Station 105.000 to Point/Station 101.000 *** IMPROVED CHANNEL TRAVEL TIME ** I Upstream point elevation = 425 50(Ft ) Downstream point elevation = 414.00(Ft.) Channel length thru subarea = 150 00(Ft ) Channel base width = 1 000(Ft I , Slope or 'Z' of left channel bank= 1.000 Slope or 'Z' of right channel bank = 1 000 Manning's 'N' = 0 015 I Maximum depth of channel = 1 000(Ft ) Fiów(q) thru subarea = 29.012(CFS) S Depth of flow = 0.903(Ft ) ' Average velocity = 16 894(Ft/s) Channel flow top width = 2 805(Ft ) Flow Velocity = 16.89(Ft/s) S Travel time = 0.15 mm. I Time of concentration = 16.67 mm. Critical depth ='. S 1.'766(Ft.) I I I I I I I I I Process from Point/Station 105.000 to Point/Station 101.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed In Main Stream number 3 Stream flow area = 12 030(Ac ) Runoff from this stream = 29 012(CFS) Time of concentration '= 16 67 nun Rainfall intensity = 3 636(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No (CFS) (nun) (In/Hr) 1 184.807 38 92 2.104 2 14.200 5.58 7.360 3 29.012 16 67 3.636 Qmax(1) = 1.000 * 1.000 * 184.807) + 0.286. * 1.000 * 14.200)' +.' 0.579, * 1.000 * 29.012). + = 205.656 Qmax(2) .1.000 * ' 0.143 * 184.807),,+ V 1.000 * ' 1.000,* 14.200) + 1 000 * 0.335.* 29 012) + = 50.440 Qmax(3) = . V 1.000 * 0.428.* 184.807) + 0.494 * 1.000 * . 14.200) + . 1 000 * 1 000 * 29 012) 115.173 Total of 3 main streams' to confluence: Flow rates 'before confluence point: '184.807 14.200 29.012 Maximum 'flow rates at confluence using above data: 205.656 ,. 50.440 115.173 . Area of, streams before confluence: 159.700 2.470 .. ' . 12.030 , V Results of confluence: Total flow rate = ' 205.656(CFS) , V Time of concentration .= 38.918 min.. V V Effective stream area after confluence =' 174.200(Ac..) + +++++ ++++ + ++++++++++++++++++++++..................................... Process from Point/Station 101.000 to Point/Station 100.000 1* PIPEFLOW 'TRAVEL TIME (User specified size) Upstream point/station elevation = 414.00(Ft.) Downstream 'point/station elevation 400 .'70(Ft.) Pipe length = 280 00(Ft ) Manning's N =.0.0131 No of pipes = 1 Required pipe flow = 205 656(CFS) Given pipe size = 54 00(In ) Calculated individual pipe flow = 205 656(CFS) Normal flow depth in pipe 26.34(In.) ' Flow top width inside pipe = 53 98(In ) Critical Depth ,= 48 90(In ) Pipe flow velocity = 26.66(Ft/s) ' Travel time through pipe = ' 0.18 mm. Time of concentration (TC) = 39 09 min. ++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++++ I Process from-Point/Station- 101 000 to Point/Station 100.000 ****CQNFLUENCE.OF MAINSTREAMS **** I The following data inside Main Stream is listed In Main Stream number: 1 Stream flow area = 174 200(Ac ) Runoff from this stream = 205 656(CFS) I Time of concentration = 39 09 min. Rainfall intensity = 2 098(In/Hr) Program is now starting with Main Stream No 2 I I I I I 1 I I I I I I I Process from Point/Station 133.000 to Point/Station ' 132.000 **** STREET FLOW TRAVEL TIME '+ SUBAREA FLOW ADDITION **** Top of street segment elevation = 468 520(Ft ) End of street segment elevation = 449.580(Ft.) Length of street segment = 305 000(Ft ) Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = 53 000(Ft ) Distance from crown to cross-fall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083, 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 fromcurb to property line (v/hz) =' ' 0.021 Gutter width = 1.500(FtJ'' Gutter hike from 'flowline'= 1.500(In.) Manning's N in gutter. =' 0.0150 . Manning's N from gutter to grade break= 0.0180 Manning's N from grade break to crown' = 0.0180 Estimated mean flow rateat midpoint of street = . 2.799(CFS) Depth of flow = .0.238 (Ft.) Average velocity = . 4.821(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreetflów width = 7.136(Ft.) . Flow'velocity = 4.82(Ft/s) Travel time = . 1.05 mm. , TC =, 16.40 mm. Adding area flow to street " '' • ,, ' User specified 'C' value of 0.950 given for subarea Rainfall intensity = ' 3.673(In/Hr) for a , 1.00.0 year, storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff . ' '0.035(CFS) for • 0.010(Ac.) Total runoff = , 1.901(CFS) Total area = • 0.02(Ac.) Street flow at end. of street = .." 1.901(CFS) . • Half street flOw at end of street= 1.901(CFS) . . Depth of flow= 0.212(Ft.) . '.. ' • • Average velocity =' 4.609(Ft/s) • • Flow width (from curb.towards crpwn)= 5.841(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++±++++++++++•+++++++ Process from Point/Station 132.000 to Point/Station 131.000 ****.STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 449 580(Ft ) End of street segment elevation = 440 600(Ft ) Length of street segment = 200.000 (Ft ) Height of curb above gutter flowline = 0(In.) Width of half street (curb to crown) = 53 000(Ft ) Distance from crown to crossfall grade break = 51 500(Ft ) Slope from gutter to grade break (v/hz) = 0.083 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) = 0.021 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = .0 .0180 Manning'sN from gradébreak to crown =.'O..0180 Estimated mean flow rate at midpoint of street = 15 682 (CFS) Depth of flow = 0.422 (Ft.) Average velocity ' 5.707(Ft/s) Streetfiow hydraulics' at midpoint of street travel: Halfstreet flow width = 16.360(Ft.) Flow velocity = 5.71(Ft/s) Travel time = 0.58 mm. TC = 16.99 mm. Adding area flow to street User specified 'C' value of 0.950 given' for subarea Rainfall intensity = ' 3.591(In/Hr) for a,, 100.0 year storm Runoff'coefficjent used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff ,= 0.989(CFS) for 0.290(Ac.) ' Total runoff = I 2.890(CFS) Total area=' 0.31(Ac.) Street flow at end of street = 2.890(CFS) Half street flow at end ofstreet = 2.890(CFS) Depth of flow = ' 0.252(Ft.) Average velocity = 4.209(Ft/s) Flow width (from curb. towards crown)= 7.845(Ft.) I ++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 131 000 to Point/Station 130.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 440 600(Ft ) I End of street segment elevation = 437 590(Ft ) Length of street segment = 198 000(Ft ) Height of curb above gutter flowline = 6 0(In ) I Width of half street (.curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.0813 Slope from grade break to crown (v/hz) = 0.020 I Street flow is on (1) side(s) of the street Distance from curb to property line = 10 000(Ft ) n Slope from curb to property lie (v/hz) = 0.021 I Gutter width = 1.5 0 0. (Ft ) Gutter hike from flowline = 1 500(In ) Manning's N in gutter = 0.0150 l Manning's N from gutter to grade break = 0.0180. Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 4 242(CFS) Depth of flow = 0.'333(Ft.) I Average velocity = 2.853(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width '.= 11 897(Ft ) I Flow velocity = 2 85(Ft/s) Travel time = 1.16 mm. TC = 18.14 mm. Adding area flow.to street I User specified 'C' value of 0.90'0 given for subarea n Rainfall intesity = 3.442(In/Hr)for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 ' Subarea runoff = 0.898(CFS) for 0.290 (Ac.) Total runoff = 3.789.(CFS) Total area = 0.60(Ac.) Street flow at end of street = 13.789(CFS) ' Half street flow at end of street = '3.789(CFS) Depth of flow = 0.322(Ft.) - Average velocity = .795(Ft/s). Flow width (from curb toward crown)= 11.333(Ft.) I I 1 I I t I I +++++++-4-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 135.000 to Point/Station 130.000 **** CONFLUENCE 'OF MINOR STREAMS **** I Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0 910(Ac ) Runoff from this stream = 4 800(CFS) Time of concentration = 7.00 min. I Rainfall intensity = 6 362(In/Hr) Summary of stream data I Stream Flow rate TC Rainfall Intensity No (CFS) (nun) (In/Hr) 1 3.789 1814 3442 2 4.800 : 7.00 6.362 Qmax(l)= I l 000 * 1-000 ,* 3.789) + 0.541 * 1.000 * '. 4.800) +.'= '6.385 Qmax(2) 1.000 *0.386 * : 3.789) • 1.000 * , 1.000 * 4.800) + = 6.262 Total of 2 streams to confluence: I Flow rates before confluence point: 3.789 4.800 Maximum flow rates at confluence using above data: I ' .6.385 6.262' Area of streams before confluence: 0.600 0.910 I Results of confluence,: Total flow rate Time of concentration 18.145 mm. Effective 'stream. area after confluence' = 1..510(Ac.) I I I I I I I 0''' ,0 • I Process from Point/Station 130 000 to Point/Station 100.0010 ** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 433 40(Ft ) I Downstream point/station elevation .= 400 80(Ft ) Pipe length = 96 O0(Ft ) Manning's N- 0.013 No of pipes = 1 Required pipe flow = 6 385(CFS) I Given pipe size = 18 00(In ) Calculated individual pipe flow = 6.385 (CFS) Normal flow depth in pipe = 3 93(In ) I Flow top width inside pipe = 14 87(In ) Critical Depth = 11 71(In ) Pipe flow velocity = 22.42 (Ft/s) Travel time through pipe = 0 07 nun I Time of concentration (TC) = 18.22 nun I I I I I 1 I I I I 1 I I I +++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++++++++++++ I . Process from Point/Station.130.000 to Point/Station 100.000 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed In Main Stream number: 2 . . . Stream flow area = 1 510(Ac ) Runoff from this stream = . 6.385(CFS) I Time of concentration = 18.22 min. Rainfall intensity = 3 433(In/Hr) Summary of stream data I Stream Flow rate TC Rainfall Intensity No (CFS) (mm) (In/Hr) 1 205.656 39 09 2 098 2 6.385' 18.22 3-433 I Qmax(l) 1.000 * 1.000 * 205.656) + 0.611.* 1.000* 6.385) 4-, = 209.557 I Qmax(2) 1.000 •* 0.466* 205.656) +. 1.000 *• . 1•00 .* . 6.385) + = 102,216 I . Total of 2 main streams t6 ôonfluence: Flow rates before confluence point 205.656 6.385 . I Maximum flow rates at confluence using above data 209.557 102.2.16 Area of streams before confluence:. 174.200 1.510 Results of confluence: . 1 . Total flow rate =209.557(CFS) Time of concentration = 39.093 min. Effective stream area after confluence 175.710(Ac.) I End of computations, total study area = 175.71 (Ac.) I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++.++ +++.+++++++++++ Process from Point/Station 130.000 to Point/Station 100.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number 2 Stream flowarea= 1.510(Ac.) Runoff from this stream = 6 385(CFS) Time of concentration = 18 22 mm Rainfall intensity = 3.433(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No (CFS) (nun) (In/Hr) 1 205 656 39.09 2.098 2 .6 .385 18'e-2 2 3.433 Qmax(l) = 1.000 •* 1.000 * 205.656) +' 0.611 * 1.000 .* 6.i85) + = 209.557 Qmax(2) = 1.000 * 0.466 1 * 205.656) + 1.000 * 1.000 * 6.385) + = 102.216 Total of 2 main streams to confluence Flow rates before confluence point: 205.656 6.385 Maximum flow rates at confluence using above data 209.557 102.216 Area of streams before confluence: 174.200 1.510 Results of confluence Total flow rate = 209.557(CFS) Time of concentration 39.093 mm. - - Effective stream area after confluence 175.710(Ac.) End of computations, total study area =- 175.71 (Ac.) I I I I 'V.. I I I .:.. '-'r'"..'-.' .:...•• . V ri•V.VV:- II . .;:. ,,.,: V.. :. . .V V'' .: . V V V I I V. I V V. .. . I I I San Diego 'County Rational Hydrology Program Civi1CADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 I . Rational method hydrology program basedon San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date 8/20/90 I PALOMAR AIRPORT ROAD HYDROLOGY AREA 2, Q 100 ACT # L 200,4 FILE NAME: 2PA100 I USER LTMV ---DATE 8/20/9 ; - --------- -------------- ------------------ ---------------------------- ********* Hydrology Study Control Information ********** Rational-hydrology study storm event year ------ is 100.0 Map data precipitation entered I 6 hour, preciitation(inches) = 3.000 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 3.000 P6/P24 = 57.7% . . . . . . . .I San Diegohydrology manual 'C' values used Runoff coefficients by rational method . . . ************** I N P U T D A T A L I S T I N G Element Capacity Space Remaining.= 343 I Element Points and Process used between Points Number . . Upstream . Downstream . Process 1 299.000 . 280.000 Initial Area 2 299.000 280.000','Main Stream Confluence I 3 298.000 282.000 Initial Area 4 . 298.000 282.000 . Confluence 5 287.000 . 286.000 Initial Area 286.000 285.000 . Street Flow + Subarea I .6 285.000 284.000 Street Flow + Subarea 8 284.000 . 283.000 Street Flow + Subarea 283.000 . 282.000 Pipeflow Time(user inp) I 10 283.000 .282.000 . Confluence 11 282.000 . 280.000 Improved Channel Time 12 . . 280.000 .279.000 . Pipeflow Time(user inp) 13 279 000 278.000 Pipeflow Time(user inp) I 14 .. 278.000 .. . 200.000 Pipeflow Time(user inp) 15 278.000 200.000 Main Stream Confluence 16 . 275.000 274.000 . Initial Area 17 274.090 273.000 Street Flow + Subarea . I 18 273.000 . 272.000 Street Flow + Subarea 19 272.000 271.000 . Street Flow + Subarea 20 271.000 270 000 Street Flow + Subarea I 21 270.000 . ..200.000 Pipeflow Time(user inp) 22 . 270.000 200.000 Main Stream Confluence End of listing.............. I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-F+++++++++ Process from Point/Station 299.000 to Point/Station 280.000 ***.* INITIAL AREA EVALUATION **** Userspecified 'C' value of 0.550 given for subarea .Initial-subarea-flow distance = 1140.00(Ft.) Highest elevation 578.00(F.t.) S Lowest elevation = 448 00(Ft ) Elevation difference .= 130 00(Ft ) Time of concentratiOn calculated by the urban areas overland flow method (App X-C) = 14 85 mm TC = (1.8*(1.1_C)*distanceA.5)/(% slope ''(l/3)] TC = (1.8*(1.1-0.5500)*(1140.00'.5)/( 11.40'(l/3)]= 14.85 Rainfall intensity (I) = 3-017. fora 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.550 Subarea runoff = S 22.404(CFS) Total initial stream area = 10 400(Ac ) I I Process-from-Point/Station 299.000 to Point/Station 280.000 I . ***•* CONFLUENCE OF MAIN .STREAMS **** The following data inside Main Stream is listed In Main Stream number 1 I Stream flow area = 10 400(Ac ) Runoff from this stream - 22 404(CFS) Time of concentration = 14.85 min. I Rainfall intensity = 3.917 (In/Hr) Program is now starting with Main Stream No 2 I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 298.000 to Point/Station 282.000 ***.* INITIAL AREA EVALUATION .****1 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...00Q [SINGLE FAMILY area type ) Initial subarea flow distance = 1380 00(Ft ) Highest elevation - 575 00(Ft ) Lowest elevation= 448.00(Ft.) . Elevation difference =, 127.00(Ft.) . . Time of concentration calculated by-the-.urban:, areas. overland flow method (App X-C) = 17.55 min. TC = [1.8*(1.1-C)*distanc6'.5)/(% Slope A(1/3)' . . TC = .[1.8*(1.l_0..55O0)*(138O.00A.5)/(.g.2OA(1/3)]= 17.55 Rainfall intensity (I) = . 3.517 for a 100.0 year storm Effective runoff coefficient used for area '(Q=KCIA). is C 0.550 Subarea runoff = 11.799(CFS) Total initial stream area '= 6 100(Ac ) +++•+++++++++++++±.+±+++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 287.000 to Point/Station ' 286.000 ****.INITIAL AREA EVALUATION **** User specified 'C' value of 0 950 given for subarea Initial subarea flow distance = 230 00(Ft ) Highest elevation = 508.O0(Ft.) Lowest elevation = 506 78(Ft ) Elevation difference = 1 22(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C.) = 5.06 mm. TC = (1.8*'(1.1-C)*distance".5)/(% slope '(i/3)] TC = [1 8*(l 1-0 9500)*(230 OOA 5)/( 0.,53^(1/3)]1= 5.06 Rainfall.intensity (I) =. 7.845 for a 100.0 year storm Effective runoff coefficient used fOr area (Q=KCIA) is C = 0.950 Subarea runoff = 3.726(CFS) Total initial stream area = 0 500(Ac ) I, I I Process from Point/Station 286.000 to Point/Station 285.000 ****.STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 506 780(Ft ) I End of street segment -elevation =. 502.210.(Ft.) Length of street segment = .250.000(Ft.) Height of curb above gutter flowline = 6 0(In ) o Width of half street (curb t crown) =' 53.000(Ft.) I Distanôe from crown-,to crossfall.grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 I 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) = 0.021 Gutter width = 1.500(Ft.) . ,.. I Gutter hike from flowline = 1 500(In ) Manning's N in .gutter = 0.0150 . Manning's. N from gutter -to grade break '= 0.0180 Manning's N. from grade break to crown = 0.0180 I Estimated mean flow rate 'at midpoint of street = 6.260(CFS) Depth of flow = 0 365(Ft ) Average velocity 3.312(Ft/8) . .. Streetfiow hydraulics at midpoint of street travel: I Halfstreet flow width '= 13.488(Ft.)' Flow velocity = 3.31(Ft/s) Travel time = 1.26 min. TC = 6.32 min. I . Adding area flow to street User specified 'C' value-of--'0.900 given for subarea Rainfall intensity = .6.798(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 I.. Subarea runoff = 4160(CFS) for 0.680(Ac.) Total runoff = 7.887(CFS) Total area 18 (Ac. Street flow at end of street '= 7.'887(CFS.) Half street flow at end of street = . 7.887(CFS) I .Depth of flow'-- 0.392 (Ft..,) . Average velocity = 3.468,(Ft/9) .• . Flow width (from curb towards crown)= 14.843(Ft.) I I I I I Process from Point/Station 285.000 to Point/Station 284.000 **** STREET. FLOW TRAVEL TIME ,+ SUBAREA FLOW ADDITION **** Top of street segment elevation = 502 210(Ft ) End of street segment elevation = 489.280(Ft.) Length of street segment Height of curb above gutter 'flowline'. = 6.0(In.) Width of half street (curb to crown) = 53 000(Ft ) Distance from crown to crossfall grade break =. 51,.500(Ft.) Slope from gutter to grade break (v/hz) = 0 083 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) = 0.021. Gutter width = 1 500(Ft ) Gutter 'hike from flowline'= 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break= 0.0180 Manning's N from grade break.to crown = 0.0180 . Estimated meanflow rate at -midpoint of street = 12.632(CF8) Depth of flow = 0.420(Ft.) Average velocity = 4.655(Ft/s) . . Streetflow hydraulics at midpoint of street travel Halfstreet flow width,= 16.255(Ft.) .' . Flow velocity = 4.66(Ft/s) Travel time = 1.54 mm.' TC =. 7.86. mm. Adding area 'flow to street User specified 'C' value of 0.900 given for subarea. Rainfall intensity = 5.906(In/Hr) for a ioo.o year storm Runoff coefficient used for sub-area, Rational niethod,Q=KCIA, C= 0.900 Subarea runoff = 7.548.(CFS) for 1.420(Ac.) Total runoff = 15.435(CFS) Total area = ' , 2.60(Ac.) Street flow at end of street = 15.435(CFS) Half street flow at end of street'= 15.435(CFS) ' Depth of flow = 0.448(Ft.) ' Average velocity = ' 4.856(Ft/s) ' Flow width (from curb towards crown) = 17.627 (Ft .') I , Process from Point/Station 284.000 to Point/Station 283.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation .= 489 280(Ft ) End of street segment elevation = 463 920(Ft ) I Length of street segment = 469 000(Ft ) Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = '5 3 000(Ft ) Distance from crown to crossfall grade break = 51 500(Ft ) I Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on(l) side(s) of the street Ii Distance from curb to property 'line = 10 000(Ft ) Slope from curb to property line (v/hz) = 0.021 Gutter width = 1 500(Ft ) Gutter hike from flowline = 1 500(In ) I Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180. Manning's N from grade break to crown 0.0180 Estimated mean flow rate at midpoint of street = 18.521(CFS) I Depth of flow = 0.432 (Ft.) Average velocity = 6 360(Ft/s) Streetfiow hydraulics atxnidpointôf street travel: I Halfstreet flow width= 16.854(Ft.) Flow velocity = 6.36(Ft/s) Travel time = 1.23 mm. TC = 9.09 mm. Adding area flow to street I User specified 'C' value of 0.900 given for subarea. Rainfall intensity = 5.377(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 5.033(CFS) for 1.04.0.(Ac.) I Total runoff, = 20.468(CFS) Total area = 3.64'(Ac.) Street flow at end of.street 20.468(CFS) Half street flow atend.of street = 20.468(CFS) I Depth of flow - 0.446(Ft ) Average velocity = 6.496(Ft/s) Flow width (from curb towards crown)= 17.548(Ft.) 1 I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 283.000° to Point/Station 282.000 I **** PIPEFLOW TRAVEL TIME (User specified size) **** • Upstream point/station elevation . 460.50(Ft.) - Downstream-point/station elevation = 460 .30(Ft.,) • I Pipe len th. = .11.00(Ft..) . Manning's N' = 0.013 No of pipes-.1 Required pipe flow = 20 468(CFS) Given pipe size = 18 00(In ) I .NOTE': Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is • . 3.342(Ft.) attheheadworks or inlet of'.the'pipé(s) 'Pipe friction loss =0.417 (Ft.) " • 'I . Minor friction loss = 3 125(Ft ) K-factor = 1.50 Pipe flow-velocity = 11.58(Ft/s) Travel 'time through pipe =' 0.02 mi ' °. Time of concentration (TC) = 9 10 nun I II I I 1 1 I I I I I I I I I Process from Point/Station 283.000 to Point/Station 282.000 1c CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2'in normal stream number 2 I Stream flow area = 3.640(Ac.) Runoff from: this stream = 20.468(CFS) Time of concentration = 9.10 mm. Rainfall intensity = 5.371(In/Hr) I Summary of stream data: . . Stream Flow rate TC - Rainfall Intensity ' No. (CFS) (mm) -.. (In/Hr) 11.799 17.55 3.517 l 2 20.468 9.10 , . . 5.371 Qmax(1)' = 1.000 * 1.000 * 11.799) + 0.655 * 1.000 * 20.468) + = 25.199 I Qmax(2) = ' 1.000 * 0.519 * 11.799) + 1..000 *- 1.000 * 20.468) + = 26.586 ' Total of 2 streams to cànfluence: Flow rates before confluence point: .11.799 20.468 I Maximum flow rates, at áonfluence using above data: 25.199 ' 26.586 Area of streams before confluence: . 6.100 3.640 . I . Results of confluence: . . Total flow rate = :26.586(cFs) . Time' of concentration = 9.101 mm. Effective stream area after confluence = 9.740(Ac.) 1 .. .. '. I -••, . •. .. 1- •,.. •. I . ., ., • . - 0, ' I , ., .: • - • 1 ' •.•. ''" ''• I • ' ' . ++++++++++++++++++++++++++++++++-+++++++++++++++++++++++++++++++++++++ Process from Point/Station 282.000 to Point/Station 280.000 IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = •460.30(Ft.) Downstream point elevation = 448. 00(Ft.) Channel. length. thrü subarea = 80 0.0 (Ft.) Channel base width = 1 000(Ft ) Slope or 'Z' of left channel bank= 0.000 : Slope or 'Z' of right channel bank = 0.000' Manning's 'N' .0.015 . . . . . Maximum depth of channel = .1.000(Ft.) Flow(q) thru subarea = 26 586(CFS) Depth of flow = 1.236(Ft.) . . . Average velocity = 21.509(Ft/.$) . . .. . . !!Warning: Water is above left or right bank elevations Channel flow top width 1.00.0(Ft.) . . .. 0 Flow Velocity = :21.51(Ft/s) 0 0 . Travel time = 0.06 mm. 0 0 Time-of concentration = . 9.16 mm. Critical depth = . 2.813(Ft.) ERROR - channel depth•.exceeds maximum.allowable depth I I ++++++++++++++++±+++++++++++++±+++++++++++++++++++++++++++++++++++++++ 'I . Process from Point/Station 280.000 to Point/Station 279.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 448 00(Ft ) I Downstream point/station elevation - 443 30(Ft ) Pipe 1enth = 42.00(Ft.). Manning'sN = 0.013 No. of 1?.lpes .= 1 Required pipe flow 26.586(CFS) Given pipe size = 24 00(In ) I Calculated individual pipe flow = 26.586(CFS) Normal flow depth in pipe = 9 82(In ) Flow top width inside pipe = 23.60(In.) I .. Critical Depth .= . 21.58(In.) Pipe flow velocity = 21.98(Ft/s) /i .. Travel time through pipe '=', 0.-03 mm Time of concentration (TC) = 9.19 min. 1 I I I I I I I I I I I I I S I I Process from Point/Station 279.000 to Point/Station 278.000 PIPEFLOW TRAVEL TIME (User specified. size) **** S Upstream point/station elevation=. 443.30(Ft.) S Downstream point/station elevation = 421.50(Ft.) I Pipe lencth = 109.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.586(CFS). pipe. size 24.00,(In.) S 5 5 5 I Given Calculated Individual pipe flow = 26.586(.CFS) S Normal flow depth Sin pipe = 8.40(In..) Flow top width inside pipe = 22.89(In.) S Critical Depth '= 21.58(In.) I Pipe flow velocity = S 27.14(Ft/s) S S S S Travel time through pipe = 0.07 mm. : S Time of concentration (TC)..=5 . 9.26 mm. S 1 . :. 5 55 •5 55 5 5 5 I S .• •S I S. I 555 S 1 5 SS S 5 5 - I 55 5 S I S H I S S S S 55 Process from .Point/Station 278.000 to Point/Station 200.000 ****. PIPEFLOW TRAVEL: TIME (User specified size) **** Upstream point/station elevation = 421 50(Ft ) Downstream point/station elevation = 412 80(Ft ) Pipe 1en9th = 92.00(Ft.) Manning's N.= 0.013 No. of ipes.= 1 Required pipe flow = 26.586(CFS) Given pipe size .24.00(In.) Calculated individual pipe flow = 26 586(CFS) Norinalflowdepth in pipe = 10.29(In.) Flow top width inside pipe = 23 75(In ) Critical Depth = 21 58(In ) Pipe flow velocity. = 20 66(Ft/s) Travel time through pipe = 0.07 -mm. Time of concentration (TC)= 9.34 mm. I I ++++++++++± +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 278.000 to Point/Station 200.000 I ** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed In Main Stream number 1 I Stream flow area = 9 740(Ac ) Runoff from this stream = 26 586(CFS) Time of concentration = 9-.34 nun I Rainfall intensity = 5.284(In/Hr) Program is now starting with Main Stream No 2 I 1 I I I 1 I I 1 I I I I I I I I Process from Point/Station 275.000 to Point/Station 274.000 *,*** INITIAL AREA EVALUATION **** User specified 'C' value of 0 950 given for subarea I Initial subarea flow distance = 561.00(Ft.) Highest elevation =. . 509.52,(.Ft.) . . Lowest elevation = 507 07(Ft ) Elevation difference = 2 45(Ft ) I Time of concentration calculated by the urban areas overland flow method (App X-C) = 8 43 mm TC = [1 8*(l 1-C)*distance" 5)/(% slope "(l/3)) I TC = (1 8*(l 1-0 9500)*(561 00" 5)/( 0 44'(l/3)]= 8 43 Rainfall intensity (I) = 5 644 for a 100 0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff = . 4.665(6FS) Total initial stream area = 0 870(Ac ) 1 I I j 1 I I I I Process from Point/Station 274.000 to Point/Station 273.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 507 070(Ft ) End of street segment elevation = 505 360(Ft ) Length of street segment = 332.000(Ft.) Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = 53 000(Ft ) Distance from crown to crossfall grade break = 51 500(Ft ) Slope from gutter to grade break (v/hz) = 0 083 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) ,= ' 0.060 Gutter width = l.500(Ft.) .. Gutter hike from flowline = 2 000(In ) Manning's. N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown 0.0160 Estimated mean flow 'rate at midpoint of street = 6..085(CFS) Depth of flow = 0.468(Ft.) Average velocity-=':2.138(Ft/s) Streetflow,hydrauiics at midpoint of street travel: Halfstreet flow width— '16.563(.Ft.) Flow velocity = 2.14(Ft/s) . Travel time 2.59 mm. TC = 11.02 mm. Adding area flow to street User'-specified 'C' value of 0.950 given for subarea Rainfall intensity = 4.749(In/Hr) for a 100.0 year storm, Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2.39,1(CFS) for 0.530(Ac.) Total runoff = 7.056(CFS). Total area = 1.40(Ac.) Street flow at'endof street = . 7.056(CF8) Half, street flow at end of street = . 7.056(CFS) Depth of flow = 0.488 (Ft..) Average velocity= 2.208(Ft/s) Flow width (from curb towards crown)= 17 587(Ft ) I , +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++. I Process from Point/Station 273.000 to Point/Station 272.00'0 ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 505 360(Ft ) I End of street segment elevation=. 502.210(Ft.) Length of street. segment = 250.000(Ft.) Height of curb above gutter flowline Width of half street (curb to crown) = 53 000(Ft ) I Distance from crown to crossfall grade break = .5.l.500(Ft.) p Sloe from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) =0.. 020 I 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) = 0.060 Gutter width = l.500(Ft.) .I Gutterhikefroiu flowline,= 2.000(In.) Manning',s N in gutter= 0.0150 Manning'sN.from gutter to grade break = 0.0150 Manning's N from grade break to crown 0.0160 I Estimated mean flow rate at midpoint of street .= 8 063(CFS) Depth off1ow = 0.446(Ft.) Average velocity = 3 229(Ft/s) Streetfiow hydraulics at midpoint of street travel I Halfstreet flow width '= 15.476(Ft.) Flow velocity = 3.23(Ft/s) Travel time = 1.29 ,''min. TC = 12.31 mm. I Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity = 4 421(In/Hr) for a 100 0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 U Subarea runoff =. 1.680(CFS) for 0.400(Ac.) Total runoff = 8.736(.CF8) Total area .= 1.80 (Ac.) Street flow at end of street = 8.736(CPS) • Half street flow at end of street = 8.736(CFS) I Depth of flow 0.457(Ft.) • Average velocity = 3.284(Ft/s) Flow width (from curb towards crown)= 15.993(Ft.) 1 I I I I I I Process from Point/Station 272.000 to Point/Station 271.000 **** STREET FLOW TRAVEL TIME - SUBAREA FLOW ADDITION **** Top of street segment elevation = 502 210(Ft ) End of street segment elevation = 489 280(Ft ) Length of street segment = 430 000(Ft ) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown tocrossfall grade break ,.=. 51.500(Ft.) Slope from gutter to grade break (v/hz) = O.083 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) = 0.060 Gutter width.= . l.500Ft.) Gutter hike from flowline = 2 000(In ) Manning's N in gutter = .0 .0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0160 Estimated mean flow rate at midpoint of street:= 10.774(CFS) Depth of flow = 0.428'(Ft.) Average velocity = 4.839(Ft/s) Streetfiow hydraulics at midpoint-of street travel: Halfstreet flow width = I4.574(Ft.) Flow velocity =. 4.84(.Ft/s) Travel time = 1.48 mm. TC = 13.79 mm.. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity = .4.109(In/Hr) for a 1000 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = .3.279(CFS) for 0.840(Ac.) Total runoff ,= 12.014(CFS) Total area = .2.64 (Ac.) Street flow at. end of street = 1.2.014(CFS). Half street flow at end of street = .12.014(CFS) Depth of flow = 0. 442 (Ft.). . Average velocity = 4.950(Ft/s) Flow width (from curb towards crown)= 15 247(Ft ) - Process from Point/Station 271.000 toPoint/Station 270.000 **** STREET. FLOW TRAVEL TIME ± SUBAREA FLOW ADDITION **** Top of street segment elevation = 489 280(Ft ) End of street segment elevation 457.920(Ft.) I Length of streét'segment = 595.000(.Ft.) Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = 53 000(Ft ) I Distance from crown to crossfall grade break = 51 500(Ft ) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street I Distance from curb to property line = 10 000(Ft ) Slope from curb to property line (v/hz)= 0.060 Gutter width = 1.500(Ft..) I Gutter hike from flowline = 2 000(In ) Manning's N in gutter =. 00150 Manning's N from gutter to grade break = 0,0150 Manning's N from grade break to crown = 0.0160 Estimated mean flow rate at midpoint of street .13.6 75,(CFS) I Depth of flow = 0.423(Ft.) Average velocity = 6.351(Ft/s) Streetflow hydraulics at midpoint of street travel: I Ha1fstreet flow width = 14.320(Ft.) Flow velocity = 6.35(Ft/s) Travel time 1.56 mm. TC = 15.35 mm. Adding area flow to street I - User specified 'C' value of 0.950 given for subarea Rainfall intensity = 3.834(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KcIA, C = 0.950 : •Subarea runoff =2.659(CFS) for 0.730(Ac.) I Total runoff = 14.673(CFS) Total area = 3.37 (Ac.) Street flow atend of street = .14.673 (CFS) Half street flow at end of street .= 14.673(CFS) Depth of flow I Average velocity = 6.444(Ft/s) Flow width (from curb towards crown)= 14.746(Ft.) I I I I I I I +++++;++++±+++++++++++++++++++++44-+++++++++++++++++++++++++ + +++++++++++ Process from Point/Station 270.000 to Point/Station 200.000 I PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 449 00(Ft ) I .Downstream point/station elevation = 412.80 (Ft .) Pipe 1en9th = 92.00(Ft.) Manning's N.=0.013 No. of pipes =1 Required pipeflow. = .14.673(CFS) Given pipe size = 18 00 (In ) I Calculated individual pipe flow = 14 673(CFS) Normal flow depth in pipe = 5 77(In ) Flow top width inside pipe = 16 80(In ) Critical Depth = 16 78(In ) I . Pipe flow velocity = 30.00(Ft/S) Travel time through pipe = 0.05 min. Time of concentration (TC) = 15.40"min. I I I I I I I I I I I I I +++++.++++++++++++--+++++++++++++++++++++++++++++ + +++++++ +++ + +++++++ Processfroni POint/Station 270.000 to Point/Station 200.000 **** CONFLUENCE OF 'MAIN STREAMSI The following data inside Main Stream is listed In Main Stream number 2 Stream flow area 3.370(Ac.) Runoff from this stream 14.673(CFS) Time of concentration =- 15.40 mm.. Rainfall intensity = 3 826(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No. (CFS). (mm) ° (In/Hr) 11 26.586 934 5.284 2 14.673 ° 15.40 3.826 Qmax(l) 1.000* 1.000* 26.586) +. 1.000 * - 0.606 * 14.673). + = 35.481 Qmax(2)°= . 0.724 *. 1.0,00 * 26.586). + . 1.000 * 1.000 * 14.673) + = 33.924 Total of. 2 main streams to confluence: ° Flow rates before confluence point 26.586 14.673 . Maximum flow rates at confluence using above data...- 35.481 33.924 Area of streams. before confluence: 9.740 3.370 Results of confluence: .,Results 'flow rate = - 35.4.81(CFS) Time of concentration = :9.336 mm. Effective stream area after confluence . 13.110(Ac.) End of computations, total study area = 23.51 (Ac.) San Diego County Rational Hydrology Program Civi1CADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date 8/15/90 PALOMAR AIRPORT ROAD HYDROLOGY AREA .3 Q100 ACT # L 200,4 FILE NAME 3PA100 USER LTMV DATE 8/15/90 ********* Hydrology Study Control Information .********** Rational hydrology study storm event year is 100 0 Map data precipitation entered 6 hour, precipitation(inches) = '3.000 24 hourprecipitation(inchès) =. 5.200 Adjusted 6-hour precipitation (inches).= 3.000 P6/P24 = 57.7% San Diego hydrology manual' values used Runoff coefficients by 'rational method ************** I N'P.0 T DA T A L I S T I N G *********** Element Capacity Space Remaining = 3.64 ' Element Points and Process used,between Points Number Upstream Downstream ' .' Prôcéss ' 1 . ' 302.000. , 301.000 . Initial Area 2 301.000 '300.000 'Pipeflow'Time(user inp) End of listing +++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000'to Point/Station 301.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0_000 Decimal fraction soil group B = 0 000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [SINGLE FAMILY area type ] Initial subarea flow distance = 1070 0O(Ft ) Highest elevation - 575 O0(Ft ) Lowest elevation = 512 50(Ft ) Elevationdifference = 62.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 17.98 mm. TC =[1.8*(l.l_C)*djstance.5)/(% slope A(j/3)) TC= [1.8*(1.1-0.5500)*(1070.0O'.5)/( 5.84'(1/3))= 17.98 Rainfall intensity (I) = 3.462 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.550 Subarea runoff = 7.997(CFS) Total. initial stream area = 4.200 (Ac.) +++++++++++++++++++++++++++++++++4-++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 300.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station-elevation = 512.50(Ft.) Downstream point/station elevation = 482.00 (Ft.) Pipe length = 1070 00(Ft ) Manning's N..= 0.013 No of pipes := 1 Required pipe flow = 7 997(CFS) Given pipe size = 18 00(In ) Calculated individualpipe flow = 7.997(CFS) Nàrmal flow depth in pipe = 8.47(In.) Flow top width inside pipe = 17.97 (In ) Critical Depth = 13 15(In ) Pipe flow velocity = 9._7 8 (Ft/ s) Travel time through pipe = .1 .82 nun Time of concentration (TC) = 19.81 mm. End of computations, total study area = 4.20 (Ac.) San Diego County Rational Hydrology Program CivilCADD/Civi1DESIGN Engineering. Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date 8/16/90 ----------------------------------------------------------------------- PALOMAR AIRPORT ROAD HYDROLOGY AREA 4A1; Q 100 . . . ACT # L 200,4 FILE NANE 4A1100 USER LTMV DATE:'.-8/16/90 ********* Hydrology Study Control Information ********** -------------------------------------------------- Rational hydrology study storm event year is 100.0 Map data precipitation entered 6 hour, precipitation(inches) 3.000 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 3.000 P6/P24 = 57.7% • . San Diego hydrology manual 'C' values used Runoff coefficients by rational method ************** I N P UT DTA. L I S T I N G'************ Element Capacity Space Remaining = 356 Element Points and Process used between Points Number Upstream Downstream • Process 3. 499.000 498.000 Initial Area. • 2 498.000 497.000 Street Flow + Subarea 3 497.000 • 496.000 • Street Flow + Subarea 4 496.000 495.000 Street Flow + Subarea 5 495.000 494.000 Street Flow + Subarea 6 494.000 • 493.000 • Street Flow + Subarea End of listing - I I +++++++++++++++++++-++++-1-++++++++++++++++ +++++++++++++++++++++++++++++ Process from Point/Station 499.000 to Point/Station 498.000 I **** INITIAL AREA EVALUATION **** User specified "Cl a1ue. of 0.950 given for subarea I Initial subarea flow distance = 466 50(Ft ) Highest elevation = 510 94(Ft ) Lowest elevation = 507.85(Ft.) Elevation difference .= 3 09(Ft ) I Time of concentration calculated by the urban areas overland flow method (App X-C) = 6.69 nun TC = (1.8*(1.1_C)*distanOeA.5)/(% sldpe'(l/3)] .TC = [1.8*(l.1_0.9500)*(466.50A.5)/( .0.66''(1/3)]= 6.69 I Rainfall intensity (I) = 6.551 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff = 7 717(CFS) I Total initial stream area = 1 240(Ac ) I I 1 I I - I I I I I I +++++++++++++++++ +++++++++ + +++++++++++++ +++++ ++ +++++++++++++++++++++++ Process from Point/Station 498.000 to Point/Station 497.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 507 850(Ft ) End of, street.segment elevation = 505.I90(Ft..) Length, of, street segment = 284.00.0(Ft.) Height of curb above gutter flowline = 6 0(m ) Width of half street (curb'tôcrown) =' 53.000(Ft.) Distance from crown to crossfall grade break = 51 500(Ft ) Slope from gutter to grade break (v/hz) = 0 083 Slope from grade break to' crown (v/hz) = 0.020 Street flow is. on [2) side(s) of 'the, street Distance from curb to propért' line =' 10.000(Ft.) Slope from curb to property line (v/hz) = 0.021 Gutter width = 1.500 (Ft Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter; to grade break =, 0.0180' Manning's N from grade break to crown = 0.0180. Estimated mean flow rate at midpoint of street = ' 10.144(CFS) Depth of flow = 0.379 (Ft.) Average velocity =. 2.429(Ft/s) Streetf low. hydraulics at midpoint of street travel: Ha'lfstreet flow width = 14.201(Ft.) , Flow velocity = 2.43(Ft/s) Travel time = 1.95 mm. TC = 8.64 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity =' ' 5.555(In/Hr) for a '100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 4.116(CFs) for 0.780(Ac.) Total runoff = 11.833(CFs) Total area = 2.02 (Ac.) Street flow at end of street = 11.833(CFS) ' Half street flow at end of street = 5.917(CFS) Depth of flow = 0.398(Ft.) ' Average velocity = 2..506(Ft/s) ' Flow width (from curb towards .crown)= 15.132(Ft.) Process from Point/Station 497.000 to Point/Station 496.000 ***,k ' STREET FLOW TRAVELTIME',+ SUBAREA FLOW ADDITION Top of street segment elevation = 505 190(Ft ) End of street segment elevation = 498.870 (Ft.) Length of street segment 302.500(Ft.) Height of curb above gutter flowline = , 6.0(In.). Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break '= 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0 083 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) = 0.021 Gutter width = 1 500(Ft ) Gutter hike from flowline = 1.500(In.) Manning's ,N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown .= 0.0180 Estimated mean flow rate at midpoint of street = 14.528(CFS) Depth of flow =. 0.374(Ft.) ' Average velocity = . 3'.598(Ft/s) '. Streetflow hydraulics at midpoint of 'street 'travel: Halfstreet flow width = 13.95'6(Ft.) Flow velocity = 3.60'(Ft/s) ' Travel time = 1.40 ,min. TC = 10.04 mm. Adding area flow tostreet ' User specified "C' value of 0.950 given for subarea Rainfall intensity = 5.042(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff'= ' , 4.407(CFS) for 0.920(Ac.) Total runoff = 16.240(CFS) Total area = 2.94 (Ac.) Street flow at end of street= 16.240(CFS) Half street flow at' end of street = ' 8.120(CF9) Depth of'flow = 0.387(Ft.). Average velocity .= ' 3.679(Ft/s) Flow width (from curb towards crown)= 14.614(Ft.) .Process from Point/Station 496.000 to. Point/Station 495.000 ****.STREET FLOW TRAVEL TIME ± SUBAREA FLOW ADDITION **** Top of street segment elevation = 498 870(Ft ) End of street segment elevation = 491.170(Ft.) Length of street'segment = 244.500(Ft.). Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = 53 000(Ft Distance from crown to :crossfall grade break =. 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020, s Street flow i on [2] side(s) of the street Distance from. curb topropérty line = 'lO.00q(Ft.) Slope from curb to propertyline (v/hz) Gutter width = 1.500(Ft ) Gutter hike from flowline = 1 500(In ) Manning's N in gutter = 0.0150 . Manning's N fronrgutter to grade break— 0.0180 Manning's N from grade break to crown = 0.0180 -Estimated mean flow rate at midpoint of street = . 18.228(CFS) Depth of flow =.. 0.377(Ft.) , Average velocity = 4 436(Ft/s) Streetfiow hydraulics at midpoint of stréet'trave1: Halfstreet flow width = 14 082(Ft ) 'Flow velocity = 4.44 (Ft/s) - . . Travel time 0.92 mm. - TC = 10.96 mi. Adding area flow to street User specified 'C,' value of 0.950 given for subarea Rainfall intensity= .. 4.765(In/Hr) for a- 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 3.259(CFS) for 0.720(Ac.) . Total runoff = 19.499(CFS) Total area = .3.66(Ac.) Street flow at end of street= 19.499(CFS). . Half street flow at end of street = - 9.750(CFS) Depth of flow = 0.385(Ft.) . ' Average velocity = 4.497(Ft/s) - Flow width (from curb towards crown)= 14 481(Ft ) I I +++++++++++++++++++++++++++++++--++++++++±++++++++++++++++++++++++-4++++ Process from Point/Station 495.000 to Point/Station 494.000 '**** STREET FLOW TRAVEL TIME +'SUBAREA FLOW ADDITION **** Top of street segment elevation = 491 170(Ft ) End of street segment elevation = 480.900(Ft.) Length of streét'segment = 250.000(Ft.)' Height of curb above gutter flowline = 6.0'(In.) Width of half street (curb to crown) = 53 000(Ft ) Distance from crown to crossfall grade break -'= 51 500(Ft ) Slope from gutter to grade break (v/hz) = '0.083 Slope from grade' break to crown: (v/4z), = 0.020 Street flow is on [2] side(s) of the street Distance-from-curb to propértyline =. I0.000(Ft.) Slope from curb to property line (v/hz) 0.021 Gutter width = l.500(Ft.). Gutter hike from flowline = Manning's N in gutter = 0 0150 Marining'sN from gutter to grade break = 0.0180' Manning's Nfrom grade. break to crown = 0.0180 Estimated mean flow rate, at midpoint of street 21.310.(CFS) Depth of flow = 0.379(Ft.) Average velocity = 5.091(Ft/s) Streetfiow hydraulics at midpoint.of street travel: Halfstréet flow width= 14.219(Ft.) Flow velocity = 5.09(Ft/s) Travel time = 0.82 mm. TC = 11.78 mm. Adding area flow to street User specified 'C' value.of 0.950 given for subarea Rainfall* intensity = 4.549(In/Hr) 'for a 100.0 year storm Runoff coefficient, used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2.93.8(CFS) for 0.680(Ac.) Total runoff .= 22.437(CFS) Total area = 4.34(Ac.) Street flow at, end of street = 22.437(CFS) Half street flow at end of street = 11.219(CFS) Depth of flow = 0.386(Ft.) Average velocity = 5.143(Ft/s) ' Flow width (from curb towards crown)= 14.525(Ft.) Process from Point/Station 494.000 to Point/Station 493.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 480.900-(Ft..) End of street segment elevation = 469.190(Ft) Length of street segment = 325.000(Ft.) Height of curb above gutter flowline = 6 O(In ) Width of half. street (curb to crown) = 53 000(Ft ) Distance from crown to crossfall grade break = 51 500(Ft ) Slope from gutter to grade break (v/hz) = 0.083 Slope .from-grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance fromcurb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) 0.021 Gutter width = 1.500(Ft.) Gutter hike from flowline=V 1.;500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated, mean flow rate at midpoint of street = 25.074(CFS) Depth of flow = 0.407(Ft.) V Average velocity = 4.993(Ft/s) Streetfiow hydraulics at midpoint of street travel: Ha1fstreet flow width= 15.619(Ft.) •V• - Flow velocity 4.99(Ft/s) Travel time= 1.08 nun. TC = 12.86 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity = 4.297(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff =. 4.164(CFS) for 1.020(Ac.) Total runoff = 26.602(CFS) Total area = 5.36(Ac.) Street flow at end of street = 26.602(CFS) Half street flow at end of street = 13.301(CFS) Depth of flow = 0.415(Ft.) Average velocity .=. 5.055(Ft/s) V Flow width (from curb towards crown)= 16.000(Ft.) V End of computations, total study area = 5.36 (Ac.) I I I I Li I - . I . . .. .: .,.... . :: .:. . .. . :i':.' .:. . . .• I ... I - ... .. I I 5, I I San Diego County Rational Hydrology Program I C1vilCADD/Civi1DESIGN Engineering Software, (C) 1990 Version 2 3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual I Rational Hydrology Study Date 8/21/90 PALOMAR AIRPORT ROAD HYDROLOGY I AREA 4, Q 100 PLUS BY-PASS Q OF 2 15 CFS ON BOTH SIDES OF STREET ACT # L'200,4 FILE NAME 4PA100 USER LTMV DATE 8/16/9 0 I ********* Hydrology Study Control Information-.********** I Rational hydrology study storm event year is 106.0 Map data precipitation entered I 6 hour, precipitation(inches) = 3.000 24 hour precipitation(inches) = 5 200 Adjusted 6 hour precipitation (inches) = 3.600 P6/P24 =. 57.7% I San Diego hydrology manual 'C' values used Runoff coefficients by rational method IN P U T D.A T A L I S T I N G ************ Element Capacity Space Remaining = 349 Element Points and Process used between Points Number Upstream Downstream Process 1 . 469.000.1-., 1 460.000 Initial Area 2 . 460.000, 440.000 Pipeflow Tirne(user inp) 3 460.000 440.000 Main Stream Confluence 4 . 493.000 442.000 User Defined Info. 5. " .442000 440.000 Street Flow + Subarea 6 . 442.000 440.000 Main Stream Confluenáe 7 493.000 ; 442.000 - User Defined Info. 8 441.000 440.000 Initial Area 9 .440.000 .' '440.000 Main Stream Confluence 10 440.000 1 420.1000 Pipeflow Tinie(user inp) 11 440.000 420.000 Main Stream Confluence 12 421.00.0 420.000 Initial Area 13 421.000 . ' 420.000 Main Stream Confluence 14 .. . 493.000 422.000 'User Defined Info. 15 422.000. 420.000 . Street' Flow + Subarea 16 420.000' . 420.000 Main Stream Confluence 17 420.'000 400 000 Pipeflow Time(user inp) End of listing Process from Point/Station 469.000 to Point/Station 460.000 **** 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 = 440.00(Ft.) Highest elevation ,= 489.00(Ft.) Lowest elevation .=.. 450 00(Ft ) Elevationdifference = 39.00(Ft.-) Time of concentration calculated by the urban areas overland flow method (App X-C) = 10.03 mm. TC = (1.8*(1.1_C)*distanceA.5)/(%s1opeA(1/3)] TC= (1.8*(1.1.0.5500)*(440.00A.5)/( 8.86(1/3))= 10.03 Rainfall intensity (I) = 5.044 for a 100.0 year storm Effective runoff coefficient used for area (QKCIA) is C = 0.550 Subarea runoff = 19.390(CFS) Total initial stream area 6.990(Ac.) Process from, Point/Station 460.000 to Point/Station 440.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 450 00(Ft ) Downstream point/station elevation = 447 80(Ft ) Pipe length. = '63.00(Ft.) Manning's N = 0.013,.. No of pipes =-1 Required pipe flow, = 19 390(CFS) Given pipe size = I8.00(In.) H, •' Calculated individual pipe flow = 19 390(CFS) Normal flow depth in pipe = 14 55(In ) Flow top width inside pipe = 14 16(In ) Critical depth could not be calculated. Pipe flow velocity =. 12.66(Ft/s) Travel time through pipe =. 0.08 mm. " Time of concentration (TC) = 10.12 nun. ' I I I Process from Point/Station 460.000 to Point/Station 440.000 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed In Main Stream number :.1 Stream flowarea = 6.990(Ac.) I Runoff from this stream = 19.390(CFS) Time of concentration = 10.12 min. Rainfall intensity = 5 017(In/Hr) Program is now starting with Main Stream No 2 I I I I I 1 ¼ I I I I I I I ................................................................... 4-++, I I I Process from Point/Station . 442.000 to Point/Station 440.000 **** STREET FLOW TRAVEL TIME +SUBAREA FLOW ADDITION **** I Top of street segment elevation = 469 190(Ft ) End of streetsegment elevation = 457.990(Ft.) Length of .streetsegment = 1140.000(Ft.) I Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown). = 53.000(Ft.) :Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break .(v/hz).= .. 0.083 .I Slope from grade break to crown (v/hz) = 0.020 V Street flow is on (1] side(s) of the street Distance from curb to property line = 10 000(Ft ) I .Slope from curb to property line (v/hz) = . 0.021 Gutter width = 1. 500(Ft ) Gutter hike from flowline =. 1.500(In.), - Manning's N in gutter '= 0.0150 . V Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 208.550(CFS) I Depth of flow = 1.188(Ft.) . Average velocity = 5.837(Ft/s) Warning: depth of flow exceeds top of curb I Note: depth of flow exceeds top of street crown.. Distance that curb overflow,rèaches into property 32.75(Ft.) Streetfiow hydraulics at midpoint of street travel: .I Halfstreet flow width = 53.000(Ft.) Flow velocity = 5.84 (Ft/s) V Travel time.= . 3.26 min. TC = 16.12 mm. 'Adding area flow to street V I . User specified 'C' value of 0.950 given for. subarea. Rainfall intensity = V 3.716(In/Hr) for a 100.0 year storm Runoff coefficient used fórsüb-area, Rational method,Q=KCIA, C = 0.950 I Subarea runoff .= . 6.777(CFS) for 1.920(Ac.) Total runoff = 8.927(CFS) Total area . 1.93(Ac.) Street flow at end of street .= 8.927(CFS) V Half street flow at end of. street = 8.927(CFS) I Depth of flow = 0.449 (Ft.) . Average velocity 2.783(Ft/s) V Flow width (from curb towards crown)= 17.711(Ft.) • I I I I V , •. I I I I Process from Point/Station 493.000 to-Point/Station 442.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** for subarea User specified 'C' value of 0.950 given I Rainfall intensity (I) = -4.298 for a 100.0 year storm User specified values.are as follows: I Total TC = 12.86 min. Rain intensity = 4 30(In/Hr) area = 0 01(Ac.) Total runoff = 2 15(CFS) I I I I I I I I I I I I I I Process from Point/Station 441.000 to Point/Station 440.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of-:O.'950 given for subarea Initial subarea flow distance = 849 00(Ft ) Highest elevation = 467 46(Ft ) Lowest elevation = 457 99(Ft ) Elevation difference = 9 T~(Fto. Time of concentration calculated by the urban areas overland flow method (App X-C) = '7.59 min. TC = (1 8*(l 1_C)*distance" 5)/(% Slope '(l/3)] TC = [1 8*(l 1-0 9500)*(849 00k' 5)/( 1.12 A (1/3)]= 7.59 Rainfall intensity (I) = .6..041 for a 100 0 year storm Effective runoff coefficient used for area (QKCIA) is C - 0.950 Subarea runoff 7.518(CFS) Total initial stream area = 1 310(Ac ) +++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++++++4++++++ Process from Point/Station ' 440.000 to Point/Station 440.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream .f low area = 1.310(Ac.) Runoff from this stream = 7 518(CFS) Time of-concentration = 7.59 mm. ' Rainfall intensity = 6 041(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No (CFS) (mm) (In/Hr) 1 19 .390 1012 5.,017 2 8.927 1612 3.716 3 7.518 7-.59 6.041 Qinax(l) = 1.000 * 1.0 00 * 19.390) + 1.000 * 0.628 * 8.927) 4- 0.830 * . 1.000 * 7.518) + = 31.238 'Qmax(2) = 0.741 * 1.000 * 19.390) + 1.000.* .1. 000 . * 8.927) + 0.615 * 1.000 * 7.518) + = - 27.912 Qmax(3) 1.000 * ' 0.750 '* 19.390) + 1.000 *. 0.471 * • 8.927) + 1.006 * 1.000 * 7.518) + = 26.258 Total of 3 main streams to confluence Flow rates before confluence point: 19.390 . 8.927 7.518 • -• Maximum flow rates at confluence using above data: 31.238 27.912 26.258 Area of streams before confluence: - 6990 1.930 1310 Results of confluence - Total flow rate = 31.238(CFS) Time of concentration = 10.117 mm. • Effective stream area after confluence 10.230(Ac.) +++--++++++++++++++++++++++++++++±++++++++++++++++++++++++++++++++++.++ Process from Point/Station •440.000 to Point/Station 420.000 *** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 447 50(Ft ) Downstream point/station elevation = '437.60(Ft.) Pipe length = 106 50(Ft ) Manning's N = 0.013 No of pipes =',.l Required pipe flow = 31 238(CFS) Given pipe size = 18 00(In ) Calculated individual pipe flow = 31 238(CFS) Normal flow depth in pipe '= 14 37(In ) Flow top width inside pipe = 14 45(In ) Critical depth could notbe calculated. Pipe flow velocity '= 20 65(Ft/s) Travel time throughpipe=.. 0.09mm. Time of concentration (TC) = 10 20 nun I I ++++++++++++++++++++++++++++++++++++++++++++++++++-+-+++++++++++++++++++ I Process from Point/Station 421.00 1 0 to Point/Station 420.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea I Initial subarea flow distance = 849 00(Ft ) Highest elevation = 467 46(Ft ) I : .Lowest elevation ,= 457.99(Ft.) . Elevation difference 9.47 (Ft.) . Time of concentration calculated by the urban areas .overind flow method (App •X-C) = 7.59 mm. I .TC = (1.8*(1.1_C)*distance¼.5)/(% slope TC = [1 8*(1 1-0 9500)*(849 00" 5)/( 1 12'(1/3))= 7.59 Rainfall intensity (I,).= 6.041 for :a' 100.0 year storm ' Effective runoff coefficient used for area (Q=KCIA) is C = 0 950 Subarea runoff = 7.460(CFS) . Total initial stream area = 1 300(Ac ) I I I 1 I I I I I I I I I I ++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 421.000 to Point/Station 420.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: I . In Main Stream number 2 Stream flow area = 1 300(Ac ) I Runoff from this stream = 7 460(CFS) Time of concentration = 7.59 mm Rainfall intensity = 6 041(In/Hr) Program is now starting with Main Stream No 3 I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++±+++++++++++++++++++++++++++ I Process from Point/Station '493.000 to Point/Station 422.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** for subarea User specified 'C' value of 0 950 given I Rainfall intensity (I) = 4.298 for a 100.0 year storm User specified values are as follows I TC = 12 86 nun Rain intensity = Total area = 0 ol(Ac ) Total runoff 4 30(In/Hr) = 2 15(CFS) I I I I I I I I I I I I I 1 I. +++++++++++++++++++++++++++++++++++++++++±+++++++++++++++++++++.++++++ I Process from Point/Station 422.000 to Point/Station 420.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I . Top of street segment elevation = 469.190(Ft.) End of street segment elevation = 457.990(Ft..) Length of streetsegment =. 1118.000(Ft.) . U . Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 I Slope from grade break to crown (v/hz) = 0.020 Street flow -is on(l) side(s) of the street Distance from curb to property line =, 10.000(Ft.) U Slope from curb to property line (v/hz) = 0.021 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 . I Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at. midpoint of street = 179.525(CFS) U Depth of flow = 1.132 (Ft.) . . Average velocity = 5.572(Ft/s), Warning: depth of flow exceeds top of curb I Distance that curb overflow reaches into property = ,30.09(Ft.) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width= 51.847(Ft.) Flow velocity = 5.57(Ft/s) . I Travel time =. . 334 mm. TC = 16.20 min. Adding area flow to street - User specified 'C' value of 0.950 given for subarea I .Rainfall intensity = 3.702(In/Hr), for a 100.0 year storm Runoff coefficient used for sub-area, Rational inethod,Q=KCIA, C = 0.950 Subarea runoff = 5.803,(CFS) for 1.650(Ac.) I Total runoff =. . .7.953(CFS) Total area = 1.66(Ac.) Street flow at end of street = . 7.953(CFS) Half street flow at end of street = 7.953(CFS) Depth of flow = . 0.432(Ft.) U Average velocity = 2.736(Ft/s) Flow width (from curb towards crown)= 16.838(Ft.) I I I I ++++±++++++++++++ +++++++++++++++++++++++++++ ++++++++++++++++ + ++++ +++ ++ Process from Point/Station 420.000 to Point/Station 420.000 **** CONFLUENCE OF MAINSTREAMS ****' The following data inside Main Stream is listed In Main Stream number: 3. Stream flow area = 1 660(Ac ) Runoff from this stream = 7 953(CFS) Time of concentration = 16.20 min. Rainfall intensity = .3.702 (In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No (CFS) (mm) (In/Hr) 1 31,238 10 20 4.990, 2 7.46.0. .7 .59 6.041, 3 7;953 16.20 " 3.702 Qmax(1) = 1.000 * 1.000 * :' 31.238) + 0.826 * 1.000'* 7.460) •+ 1 000 * 0 630 * 7.953) + = 42.408 Qmax(2) = 1.000 * 0.743 * 31.238) + 1.000 * 1.000, * 7.460) + 1.000,* 0.468 *' ' 7.953) + = 34.408 Qmax(3) = .0.742 * 1.000* '31.238)+ 0.613 * 1.000 * 7460) + 1.000 * 1.000* 7.953) + = 35.705 Total of 3 main streams to confluence: Flow rates before confluence point: 31.238 7.460 7.953 Maximum flow rates at confluence using above data: 42.408° 34.408 , 35.705 Area of streams be-fore confluence: 10.230 . 1.300 1.660 Results of confluence: ' Total flow rate = 42 408(CFS) Time of concentration .'= 10.203 mm. Effective stream area after confluence = 13.190(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 420.000 to Point/Station 400.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 437 30(Ft ) Downstream point/station elevation = 404 90(Ft ) Pipe length = 120 00(Ft ) Manning's N = 0.013 No of pipes = 1 Required pipe flow = 42 408(CFS) U Given pipe size = 18 00(In ) Calculated individual pipe flow = 42 408(CFS) Normal flow depth in pipe = 11 93(In ) I Flow top width inside pipe '=. 17 02(In ) Critical depth could not be calculated Pipe -flow-velocity = 34 13(Ft/s) Travel time through pipe = 0 06 min. I Time of concentration (TC) = 16.26 min. End of computations, total study area = 13.20-.(Ac.) I I I I I I I I I I I I I I I I I I I I I I I I I I I I HI I San Diego County Rational Hydrology Program Civi1CADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual, Rational Hydrology Study Date: 8/21/90 PALOMAR AIRPORT ROAD HYDROLOGY AREA 5A, Q 100 ACT. #: L 200,4 FILE NAME: 5AP100 USER LTMV DATE 8/21/90 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 3.000 24 •hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches). = 3.000 P6/P24 = 57.7% San Diego hydrology manual 'C' values used Runoff coefficients by rational method I N P T D A T A L I S TI N G ************ 'Element Capacity Space Remaining = 354 Element Points and Process used between Points Number Upstream Downstream Process 1 ' 559.000 ' 558.000 ' Initial Area 2 ' 558.000 ' 557.00,0 Street Flow + Subarea '3 557.000 ' 556.000 Street Flow + Subarea 4 , . . 557.000 556.000 .' Main Stream Confluence 5 551.000 . ' 552.000 Initial Area 6 . 552.000 , . 553.0.00 ' ,Street Flow + Subarea 7 553.000 . 554.000. Street Flow + Subafea 8 ' 554'. 000 ' 556.000 Pipéflow Time(user inp) 9 ' ' 554.000 ' 556.000 , ' Main Stream Confluence 10 556.000 . 555.000 Pipeflow Time(user inp) End of listing I I I Process from Point/Station 559.000 to Point/Station 558.000 ****''INITIAL AREA EVALUATION **** I User specified 'C' value of 0.950 given for subarea Initial subarea flow distance 522.00 (Ft.) Highest elevation = 468 94(Ft ) Lowest elevation - 463 19(Ft ) I Elevation difference = 5 75(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.97, mm I TC = (l.8*(l. 1-C) *djstanceA 5)/(%. slope'(l/3) ] TC = (1 8*(l 1-0 9500)*(522 OOA 5)/( -1.10A (1/3)]= ."5.97 Rainfall intensity (I) = 7.048 for a 100 0 year storm I Effective runoff coefficient used for area (Q=KCIA) is C =,.0.950 Subarea runoff = 5.222(CFS) -• I I Total initial stream area = 0 780(Ac ) I 1 I I I I I I I I I I I Process from Point/Station 558.000 to Point/Station 557.000 ****'STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation = 463 190(Ft ) End of street segment elevation = 453 720(Ft ) Length of street segment = 367 000(Ft ) I Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = 53 000(Ft ) Distance from crown to crossfall grade break ...= 51 500(Ft ) Slope from gutter to grade break (v/hz) = 0.'083 I 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 ) I Slope from curb to property line (v/hz) Gutter width = 1 500(Ft ) Gutter hike from flowline = 2 000(In ) I Manni'ng's N in gutter = 0.0150 Manning's.N from gutter to grade break =. 0.0150 Manning's N from grade break to. crown = 0.0160 Estimated mean flow rate at midpoint of street = 7 030(CFS) I Depth of flow.= 0.388(Ft.) Average velocity = 4 179(Ft/s) Streetflow hydraulics at midpoint of street travel I Halfstreet flow width = 12.'569(Ft.) Flow velocity = 4.18(Ft/s) Travel time = 1.46 nun TC = 7 44 nun I Adding area flow to street U ser specified 'C' value of 0 950 given for subarea Rainfall intensity = 6.119(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 I Subarea runoff = 3.139(CFS) for 0.540(Ac.) Total runoff = 8.361(CFS). Total area= 1.32(Ac.) Street flow at end of street = . 8.361(CFS) I Half street flow at end of street = 8 361(CFS) Depth of flow Average velocity . .4.324 (Ft/s) : Flow width (from curb towards crown)= 13 532(Ft ) I I I I I +++++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 557.000 to Point/Station 556.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 453 720(Ft ) End of street segment elevation = 446 650(Ft ) Length of street segment = 315 000(Ft ) Height of curb above gutter flowline 6'.O(In.) Width of half street (curb to crown) = 53 000(Ft ) Distance from crown to crossfall grade break 51..500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 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) = 0.060, Gutter width = 1 500(Ft ) Gutter hike from. flowline = 2.000(In.) Manning's N in.gutter.= 0.0150 . . Manning'sN.from gutter to grade break=' 0.0150 . Manning's N from grade, break to crown =. 0.0160 Estimated mean flow rate at midpoint of street = 9 913(CFS) Depth of flow = - 0.436(Ft..) Average velocity =' 4.235('Ft/s) . Streetf low hydraulics at midpoint of street 'travel: Halfstreet flow 'width = 14.960(Ft.) . Flow velocity = 4.24(Ft/s). Travel time = 1.24 nun TC = 8.68 nun Adding area flow to street . . User specified, 'C' 'value of .0.950 given for subarea Rainfall intensity = . 5.539(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2.579(CFS) for. '0.490(Ac.) . S Total runoff.=' 10.940(CFS) Total area = . 1.81(Ac.) Street flow at end ofstreet =' 10.940(CFS) ' Half street flow at end of street = 10.940(CFS) ' Depth of flow ,= 0.448 (Ft.) Average velocity = 4.324(Ft/s) Flow width (from curb towards crown)= 15.'581 (Ft..) I I I +++++++++++++++++++++++++++++++++++++++++*++++++++++++++++++++++++++.+ I Process from Point/Station 551.000 to Point/Station 552.000 **** INITIAL AREA EVALUATION **** I User.specified 'C'. value of 0.950 given for subarea Initial subarea flow distance = 522.00(Ft.)* Highest elevation = 468 94(Ft ) Lowest elevation = 463.19(Ft.) I Elevation difference = 5 75(Ft ) Time of concentration calculated by the urban areas overland fl-ow method (App X-C) = 5.97 nun I TC = (1 8*(l 1C)*distance" 5)/(% slope'(1/3)] TC = (1 8*(l 1-0 9500)*(522 00k' 5)/( 1.10A (1/3)]= 5.97 Rainfall intensity (I) = 7.048 for a 100.0 year storm I Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff = 5 892(CFS) Total initial stream area = 0 880(Ac ) I I I 1 I I I I I I I I H I I I I I I I ++++++++++++++++++++±+++++++++4-++++++++++++++++-+++++++++++++++++.+++. Process from Point/Station 552.000 to Point/Station 553.000 ****,STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION "**** Top of street segment-elevation = 463.190(Ft.) End of street segment elevation = 453 720(Ft ) Length of street segment = 315 000(Ft ) Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = 53 000(Ft ) Distance from crown to. crossfall, grade.break .= 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0 083 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) = 0.060 Cutter width = .1.500(Ft.). . Gutter hike.from flowline = 2_000 n.) Manning's 'N in gutter '0.0150 ' Manning's N from gutter to grade break = 0.0150 Manning's 'N from grade break to. crown = 0.0160 Estimated mean flow rate at midpoint of street = . 7.967(CFS) Depth of flow '= 0.393(Ft.) . Average..velocity 4.553(Ft/s) . Streetfiow hydraulics atmidoint of street. travel': Halfstreet flow width= 12.834 (Ft.) Flow velocity = 4.55(Ft/s) . . Travel time .= 1.15 min. TC = 7.13 min. 'Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity = 6.289(In/Hr). for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 3.704(CFS) for 0.620(Ac.) .. '. Total runoff = 9.596.(CFS) Total area = ' 1.50 (Ac.) Street flow at end of street = ' 9.596(CFS) Half street flow at end of street = 9.596(CFS) Depth 'of flow = .' 0.414 .(Ft.) ' .. Average velocity = 4.725(Ft/s) Flow width (from. curb towards crown)= 13.886(Ft.) I I I Process from Point/Station 553.000 to Point/Station 554.000 ****'STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION,**** I Top of street segment elevation ,= 453 720(Ft ) End of street segment elevation ,= 446 650(Ft ) Length of street segment = 315 000(Ft ) I Height of curb above gutter flowline = 6 0(In ) Width of half street (curb to crown) = 53 000(Ft ) Distance from crown to crossfall grade break = 51 500(Ft ) Slope 'from gutter to grade break (v/hz) =' 0.083 I 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) = .0.060 Gutter width .1.500(Ft.) Gutter hike from flowline = 2 000(In ) U .Manning's N in' gutter 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0160 Estimated mean flow rate at midpoint of street - 11 516(CFS) I . Depth of flow - 0.455(Ft.) Average velocity= 4.371(Ft/s) Streetflow hydraulics at midpoint of street travel: I - Halfstreet flow width = 15.912(Ft.) Flow velocity = 4.37(Ft/s) Travel time = 1.20 nun TC = 8 33 nun I . 'Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity = . 5.688(In/Hr) for a' 100.0 year storm Runoff'coefficjent used for sub-area, Rational method,Q=KCIA, C = 0.950 I ' Subarea runoff = 3.242(cFS) for 0.600'(Ac.) Total runoff'= 12.83.9(CFS) Total area = 2.10(Ac.) 'Street flow at end of street = , 12.839(CFS) ' I Half street flow at end Of street = ' ' ' 12.839(CFS) Depth of flow = . 0469(Ft.) Average velocity = . 4.474(Ft/s)' ' Flow width (from curb towards crown)= 16.635(Ft.) I I I I I I I I Process from Point/Station 554-000 to Point/Station 556.000 PIPEFLOW TRAVEL TIME (User specified size) ** I Upstream point/station elevation = 438 00(Ft Downstream point/station elevation = 437 20(Ft ) Pipe length :*= 106 50(Ft ) Manning's N = 0.013 l No of pipes =..1 Required pipe flow = 12 839(CFS) Given pipe size = 18 00(In ) NOTE: Normal flow is pressure flow:in user selected pipe size. The approximate hydraulic grade line above the pipe invert is I 2 020(Ft ) at the headworks or inlet of the pipe(s) Pipe friction loss = 1 590(Ft ) Minor friction loss = 1 229(Ft ) K-factor = 1 50 I Pipe flow velocity = 7 27(Ft/s) Travel time through pipe = 0.24 nun Time of concentration (TC).= 857 mm. I I I I I I I I I I I I ++++++++++++++++++-44++++++++++±+++++++++++++.++++++++++++++++++++++.+ Process from Point/Station 554.000 to Point/Station 556.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number 2 Stream flow area .= 2.100(Ac.) Runoff from this stream = 12 839(CFS) Time of concentration = 8.57 min. Rainfall intensity ,.= 5 583(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity. No (CFS) (mm) (In/Hr) 1 10.940 868 5.539 2 12.839 8.57 5.583 Qmax(1) = 1.000 * 1.000 * 10.940) + 0.992 * 1.000 * 12.839) + = 23.678 Qmax(2) = .. 1.000 * 0.988 * 10.940) + 1.'000 * 1.'000 * 12.839) + = 23.646 Total of '2 main streams to confluence: Flow rates before confluence point: 10.940 12.839. Maximum flow rates at confluence using above data: - 23.678 23.646 . Area of streams before confluence: 1.810 Results. of confluence:. Total flow rate = 23.678(CFS) Time of concentration -= 8.676 mm. Effective stream area after confluence = 3 910(Ac ) I I ++++++++++++++++++++++f+++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 556.000 to Point/Station 555.000 **** PIPEFLOW TRAVEL TIME (User specified size) *' Upstream point/station elevation = 436 90(Ft ) I Downstream point/station elevation = 413 40(Ft ) Pipe length = .71.00(Ft.) Manning's N = 0.013 No of pipes = 1 Required pipe flow = 23 678(CFS) I Given pipe size = 18 00(In ) Calculated individual pipe flow = 23 678(CFS) Normal flow depth in pipe = 7.83 (Th ) I Flow top width inside pipe = 17 85(In ) Critical depth could not be calculated Pipe flow velocity, = 32 12(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 8 71 mm End of computations, total study area = 3.91 (Ac.) I I I U I I I I I I I I I I I 0 I 0•• 0 I •0 I. 0 1 0 . . .. I 0 1 I 0 0 . I 0,0: 0 • • 151 - 0 U - I I ,0 • 0 :- . - 0 §Vj I •- - - - -.,: . :. I. •- I 0 , : San. Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985.hydrology manual Rational Hydrology study: Date: 8/21/90 PALOMAR AIRPORT ROAD HYDROLOGY .AREA 5; Q ioo . . ACT. #: L 200,4 FILENAME: 5PA100 0 USER LTMV DATE 8/21/90 ------------------------------------------------------------------------- ********* Hydrology Study Control Information ****** Rational hydrology study storm event year is 100.0. Map data precipitation entered: 6 hour, precipitation(inches) = 3.000 24 hour precipitation(inches) = 5.200 Adjusted 60 hour precipitation (inches) = 3.000 P6/P24 = 57.7% San Diego hydrology manual 'CL values. used Runoff coefficients by rational method ************** I N.P U T . D A T A L I S T I N G ******* Element Capacity Space Remaining = 350 Element Points and Process used between Points Number Upstream Downstream 1 599.000 598.000 2 598.000 . 590.000 3 590.000 . 580.000 4 590.000 . 580.0.00 5 . 587.000 585.000 6 587.000 . 585.000 7 556.000 586.000 8 586.000 585.000 9 . 586.000 585.000 10 . 585.000 . 580.000 11 585.000 . 580.000 12 580.000 . 570.000 13 570.000 . 560.000 14 570.000 . . 560.000 15 564.000 - 563.000 -16 563.000 . 562.000 17 562.000 560.000 18 . 562.000 560.000 19 . 560.000 500.000 End of listing............ Process Initial .Area Pipeflow Time (user .inp) Pipe.f-low Time(user inp) Main Stream Confluence Initial Area Confluence User Defined Info. Street Flow + Subarea Confluence Pipeflow Time(user inp) Main Stream Confluence Pipeflow Time(user inp) Pipeflow Time(user inp) Main Stream Confluence Initial Area Pipeflow Time(user inp). Pipeflow Time(user inp) Main Stream Confluence Pipeflow Time(user inp) +±++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 599.000 to Point/Station 598.000 ** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 904 00(Ft ) Highest elevation .,=' 447 65(Ft.) Lowest elevation = 437 63(Ft ) Elevation difference = 10 02(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) = 10.-46 mm TC = (1.8* (.1 l-C)*dmstance" 5)/(% slope"(l/3)] TC = [1 8*(l 1-0 9000)*(904 OOA 5)/( 1 ll'(l/3)]= 10 46 Rainfall intensity, (I) = 4.910 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is ,c = 0 900 Subarea runoff = 14 363(CFS) Total initial stream area. = .3.250(Ac.) ' I I I Process from Point/Station 598.000 to Point/Station . 590.00.0 *** PIPEFLOW TRAVEL TIME (User specified site) Upstream point/station elevation = 433.40(Ft.) I Downstream point/station elevation = . 429.10(Ft.) Pipelength .= . 296.40(Ft.) Manning's N =0.013 No. of pipes = 1 Required pipe flow = 14.363(CFS). I Given pipe sze = . 18.00(In.) . . NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line abovethe pipe invert is I 2.779(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss= . 5.540(Ft.) . . Minor friction loss = '. 1.539(Ft.) K-factor = 1.50 Pipe flow velocity = . . 8.13(Ft/s) . . I . Travel time through pipe = 0.61 min.- Time of Ooncentration (TC) = 11.07 mm. I I I , ....... ., .. . I ... . ... I I I. I 0 ++++++++++++++++++++++++-f+++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 590.000 to Point/Station 580.000 **** PIPEFLOW TRAVEL.TIME (User specified size) I . Upstream point/station elevation.=428.60(Ft.) Downstream point/station elevation = . 427.60(Ft.) Pipe length = 0 198.60(Ft.) . Manning's N.= 0.013 No. of pipes - 1 Required I pipe f low .=. .14.363(CFS) Given pipe size .= 24.O0(In.) Calculated individual pipe flow = 14.363(CFS) Normal flow depth in pipe =. 17.72(In.) . 0 I Flow top width inside pipe = 21.10(In.) Critical D.epth.= 16.39(In.) 0 0 Pipe flow velocity = 0 5.78(Ft/s) 0 Travel time through pipe.= . 0.57mm. I Time of concentration. (TC) = 11.64 mm. . 0 0 I I +++++++++++++++++++++++++++++++++++++++++++++4-++++++++++++++ 4-+++++++++ ' Process from Point/Station 587.000 to Point/Station 585.000 **** INITIALAREA'EVALUATION****. User specified 'C' value of 0.900 given for subarea I .Initial subarea flow distance = ..500.00(Ft.) " Highest, elevation = 437.60(Ft.) ,. . Lowest elevation = 432 30(Ft ) I Elevation difference .= 5 30(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7 90 mm I . TC = (1.8*(1.1-C)*distance.5)/(% slope ".(l/3)) ... TC = (1 8*(l 1-0 9000)*(500 00" 5)/( 1.06A(1/3)]= 7.90 Rainfall intensity (I).= 5.887 for a 100.,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 ' I Subarea runoff = 12.080(CFS) Total initial stream area = 2 280(Ac ) 1 I 1 I I I I I I ...................................................................... Process from Point/Station .586.000-to Point/Station 585.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 443.400(Ft.) End of street segment elevation = 432 300(Ft ) Length. of street segment = 106.5.000(Ft..) Height of curb above gutter flowline = . 6.0(In.) Width of half street (curb to crown) = 53 000(Ft ) Distance from crown to crossfall grade break = 51 500(Ft ) Slope from gutter to grade break (v/hz) = 0.083 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) = 0.021 Gutter width= 1.500(Ft.) . . Gutter hike from flowline = 1.500(In.) Manning's N in gutter 0.0150 . . . Manning's N from gutter to grade break 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 2.055(CFS) Depth of flow = 0.'283(Ft.) Average velocity .= 2 151(Ft/s) Streetfiow hydraulics atinidpoint of street travel: Halfstreet flow width= 9.402(Ft.) Flow velocity = 2.15(Ft/s) Travel time = 8.25 nan TC = 16 93 min. Adding area flow to street . User specified 'C' value of 0.950 given for subarea Rainfall intensity = 3.599(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational mnethod,Q=KCIA, C = 0.950 Subarea runoff = 0 034(CFS) for 0 010(Ac ) Total runoff = 1.404(CFS) Total area = 0.02(Ac.) Street flow at end of street = 1.404(CFS) . Half street flow at end of street = . 1.404(CFS) Depth of flow '=, 0 253(Ft ) Average velocity= 2.030(Ft/s) . Flow width (from curb towards crown)= 7.877(Ft.,) Process, from Point/Station 586.000 to Point/Station 585.000 **** CONFLUENCE OF, MINOR STREAMS ,**** Along Main Stream number: . 2 in normal, stream number 2 Stream flow area = 0 020(Ac ) Runoff from this stream .=. 1 404(CFS) Time of concentration = 16.93 mm Rainfall intensity = 3 599(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No. .(CFS) (mm) (In/Hr) 1 12.080 790 5.887 2 1.404 1693 3.599 Qmax(l) = 1.000 * 1.000* 12.080) +' 1.000 *' 0.466 * , 1.404) + = 12.735 Qmax(2) 0.611 * 1.000 * .12.080) + . 1.000 * 1.000* 1.404) += ' 8.790 Total of 2' streams to confluence: . Flow rates before confluence point: 12.080 1.404 Maximum flow rates at confluence using above data: 12.735 8.790 Area of streams before confluence: . . 2.280 0.020 . . Results of confluence: Total flow rate 12.735(CFS) Time of concentration.=' ' 7.895 mm'. . Effective stream area after confluence = 2 300(Ac ) +±+++++++++++++++++++++±++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 650.000 to Point/Station •600.000. PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 379.80(Ft.) Downstream point/stationelevation= 376.90(Ft..) Pipe lencjth 48.00(Ft.) Manning's N 0.013 No. of pipes =.l Requiredpipê flow = 28.972(CF8) * Given pipe size 18.00(In.) NOTE: Normal flow is. pressure. flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 7..011(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 3 650(Ft ) Minor friction loss = .6.261(Ft.) K-factor = 1.50 Pipe flow velocity = 16 39(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 7.73 mm. End of computations, total study area = 5.02 (Ac.) I I I . Process from Point/Station585.000 to point/Station 580.000 PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation = 427 80(Ft ) Downstream point/station elevation = 427 60(Ft ) Pipe length = 5 25(Ft ) Manning's N = 0.013 No of pipes = 1 Required pipe flow = 12 735(CFS) I Given pipe size = 24 00(In ) Calculated individual pipe flow = 12 735(CFS) Normal flow depth in pipe = 8.82(In ) I Flow top width inside pipe = 23 14(In ) Critical Depth = 15 39(In ) Pipe flow velocity = 12 15(Ft/s) Travel time through pipe = 0.01 min. I Time of concentration (TC) = 1.9d nun I I I I I I I 1 I I I I I I Process from Point/Station 585 000 to Point/Station 580.000 **** CONFLUENCE OF MAIN STREAMS **** I .The following data inside Main Stream is listed: . * In Main Stream number 2 Stream flow area = 2 300(Ac ) Runoff from this stream = 12.735(CFS) I Time of concentration = ..7.'90 min. Rainfall intensity = . 5.884(In/Hr). . . . Summary of stream data I Stream Flow rate VC Rainfall Intensity No (CFS) (mm) (In/Hr) 1 14.363 11.64 4.583 2 12.735 790 5.884 I Qmax(l). = . .. . . 1.000 * 1.000 * 14.363.) + 0.779 * 1.000* 12.735) += . 24.283 I Qmax(2) = 1.000 * 0.679 * 14.363) + . 1.000 * 1 000 * 12.735) + = 22.487 I Total of 2 main streams to confluence Flow rates before confluence point: 14.363 . 12.735 . . . I. Maximum flow rates at confluence using above data: 24.283 22.487 0 0 Area of streams before confluence: . 3.250 . 2.300 .. . .0 Results of I confluence: 0 0 Total flow rate = 24.283(CFS) Time of concentration = 11.640 mm. Effective stream area after confluence = 0 5.550(Ac.) I I I I 1 I •.. j .:. . 0 I I ++ + ++++++ ++ + + + ++++++++++++ + +++++++++++ ++ +++++ I . Process from Point/Station 580.000 to Point/Station 570.000 ** PIPEFLOW TRAVEL TIME (User specified size) I Upstream-point/station elevation = 427 10(Ft ) Downstream point/station elevation = 426 20(Ft ) Pipe length = 174 50(Ft ) Manning's N = 0.013 No of pipes =.1 Required pipe flow = 24 283(CFS) I Given pipe size = 30.00(In ) Calculated individual pipe flow = 24 283(CFS) Normal flow depth in pipe = 20.77 (In ) I Flow top width inside pipe = 27 70(In ) Critical Depth = 20.13(In.) Pipe flow velocity = 6 70(Ft/s) I Travel time through pipe = .0 .43 nun Time of concentration (TC) = 12.07 nun I I I I I I e I I I I I I U.:. I +++++++++++++++++++++++++++++++•++++++++++++++++++ +++++++++++++++++++++ U Process from Point/Station.- 570.000 to Point/Station 560.000 **** PIPEFLOW TRAVEL TIME (User specified size) U . Upstream point/station elevation= 425.90(Ft.) Downstream point/station elevation = 425.22 (Ft.) Pipe length .= 131.30(Ft.) Manning'sN = 0.013 I No. of pipes = 1 Required pipe flow = .24.283(CFS) Given pipe size 30.00(In.) . . Calculated individual pipe flow .= 24.283.(CFS) Normal flow depth in pipe =. 20.72(In.) U Flow top width inside pipe =.. 27.73(In.) Critical Depth = 20.13(In..) Pipe flow velocity = . 6.71(Ft/s) I . Travel time through pipe = 0.33 mm. Time of concentration (TC) = .12.40 mm. . • I U . .. .. . • I . . I . . U . I. •..: .., : I. •..:.: U . . .. I H :... • I Process from Point/Station 564.000 to Point/Station 563.000 *** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea Initial subarea flow distance = 1160.00(Ft.) Highest elevation = 447 40(Ft ) Lowest elevation = 432 31(Ft ) Elevation difference = 15 09(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.42 mm. TC = (1.8*(1.1_C)*djstance'.5)/(% sloPe'(1/3)) TC = (1.8*(1.1_0.9500)*(1160.00'.5)/(. l.3 OA( l/3)) 8.42 Rainfall intensity (I),= 5 646 for a 100 0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarearunoff = 8.850(CFS) Total initial stream area. =. 1.650 (Ac.) I I I +++++++±++++++++++++++++++++++++++++.+++++++++++++++++++++++++++++++++ Process-from-Point/Station '563.000 to Point/Station 562.000 **** PIPEFLOWTRAVEL TIME (User specified size) **** I Upstream-point/station elevation = 426 84(Ft ) Downstream point/station elevation = 426 28(Ft ) Pipe length = 5 62(Ft ) Manning's N = 0.013 I No of pipes = 1 Required pipe flow, = 8 850(CFS) Given pipe size .= 18 00(In ) Calculated individual pipe flow = 8 850(CFS) I Normal flow depth in pipe = 6 35(In ) Flow top width inside pipe.= 17.20(In.) Critical Depth = 13 82(In ) Pipe flowvelocity = 15.88(Ft/s) I Travel time through pipe = 0.01 mm Time of concentration (TC) = 8.43 nun I I I I I I I I I I I I I 1: ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 562.000 to Point/Station 560.000 PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation = 426.28(Ft.) Downstream point/station elevation = 425.22(Ft.) Pipe length= 217.70(Ft.) Manning's N =0.013 I No. of pipes = 1 Required pipe flow • 8.850(CFS) Given pipe size = 24.00(In.) • Calculated individual pipe flow = 8. 850 (CFS) Normal flow depth in pipe = 12.84 (In.)*• • I Flow top width inside pipe = •23.94(In.) Critical Depth= 12.73(In.) • Pipe flow velocity = 5.17 (Ft/s) I Travel -time through pipe = 0.70 mm.. Time of concentration (TC) 9.13 mm. • I : I 'I • H •• I • • •• • H • I •0 I ., •• . ••••• •. I • •. • . •• H ++++++++++++++++++++++++++++++++++++++•++++++++++++++++++++++++++++++++ I Process from Point/Station 562.000 to Point/Station 560.000 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed In Main Stream number: 2 Stream flow area .= 1 650(Ac ) Runoff from this stream = 8 850(CFS) I Time of concentration = 9 13 mm Rainfall intensity = 5.360(In/Hr) Summary of stream data I Stream Flow rate TC Rainfall Intensity I No (CFS) (mm) (In/Hr) 1 24.283 1240 4.400 2 8.850 9.13 .5.360 .I Qmax(l.) =° 1.000 * 1.000 * 24.283) + 0.821 * 1 O * 8.850) + = 31.549 I Ômax(2) = 1.000 * 0.736 * 24.283) + 1.000 * 1.000 * 8.850) = 26.735 I Total of 2mainstreams to confluence: Flow rates before confluence point: 24.283 8.850 I Maximum flow rates at confluence using above data 31.549 26.735 Area of streams before confluence: 5.550 1.650 Results of confluence I Total flow rate = 31.549(CFS) Time of concentration = 12.399 min. Effective stream area after confluence = 7 200(Ac ) I I I I I I I I Process from Point/Station 560.000 to Point/Station 500.000 **** PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation = 425 22(Ft ) Downstream point/station elevation = 425.05(Ft.). Pipe length = 33.50(Ft..) Manning's N = 0.013 I No of pipes = 1 Required pipe flow = 31 549(CFS) Given pipe size = 36 00(In ) Calculated individual pipe flow = 31 549(CFS) Normal I flow depth in pipe = 21 42(In ) Flow top width inside pipe ',=' 35.34(In.) Critical Depth = 21 85(In ) Pipe flow velocity - 7 19(Ft/s) I Travel time through pipe = 0.,08 min. Time of concentration (.TC) =, 12.48 mm. End of computations, total study area = 7.20 (Ac ) I I I I I I I I I I 1 I I 1 San Diego County Rational Hydrology Program CivilCADD/Civ11DESIGN Engineering Software, (c) 1990 Version 2.3 I Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual I .' Rational Hydrology Study Date: 8/16/90 PALOMAR AIRPORT ROAD HYDROLOGY AREA 6; Q 100 .. I ACT L 200,4 FILE NAME 6PA100 USER LTMV I. DATE 8/16/90 -------------------------------------------------------------------------- ******* Hydrology Study Control Information ********** hydrology study storm event year is 100 ..0 I Rational Map data precipitation entered 6 hour, precipitation(inches) 3.000 I 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 3.000 P6/P24 = 57.7% . . . .San Diego hydrology manual-ICI values used I Runoff coefficients by rational method I *** I N P ii T ., D A T A L I S T I N G Element Capacity Space Remaining = 360 . Element Points and Process used between Points Number Upstream Downstream Process 1 699.000 .695.000 Initial Area. 2 695.000 693.000 Pipeflow Time(user inp) I 3 . 693.000 .. 690.000 Pipeflow Time(user inp) 4 690.000 . 650.000 Pipeflow Time(user inp) 5 690.000 650.000 Main Stream Confluence 1 6 . 655.000 . 650.000 . Initial Area 7 655.000 650.000 Main Stream Confluence 8 . 650.000 600.000 . .Pipeflow Time(user inp) - . End of listing .... ...........• I I I I 1 I i. 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 . Process from Point/Station 699.000 to Point/Station 695.000 ****'INITIAL AREA EVALUATION **** User specified 'C' value, of 0.950 given for subarea I Initial' subarea flow distance = 1628.00(Ft.) Highest elevation = 448.79(Ft.) Lowest elevation = 395.02(Ft.) I Elevation 'difference = 53.77(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.32 mm. TC = (1.8*(1. l-C)*distance".5)/(% slope,*, (1/3) TC (1.8*(1.1-0.9500)*(1628.0O.'.5)/( 3.30'(l/3))= 7.32 - Rainfall intensity (I) =. 6.184 for a 100.0" year storm Effectiverunoff coefficient used for area (Q=KCIA) is C =0.950 'Subarea runoff =: 12.866(CFS) . I Total initial stream'areä = .2.190(Ac.') . I' I I ' , I ..'.' I H Process from Point/Station 695.000 to Point/Station 693.000 **** PIPEFLOW TRAVEL TIME (User specified size) 11c Upstream point/station elevation = 392 77(Ft ) Downstream point/station elevation = 392 07(Ft ) Pipe lencth = 70.00 (Ft.)' Manning's.N= 0.022 No. of pipes =1 Required pipe flow = 12.866(CFS) Given pipe size= . 18.00(In.) . NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 3.541(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 3 006(Ft ) Minor friction loss =; 1.235(Ft.) K-factor = 1.50 Pipe flow velocity . 7.'28(Ft/s) Travel time through pipe = 0.16 mm. Time of concentration (TC) = 7.48 mm. i: I I Process from Point/Station 693.000 to Point/Station 690.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = .392.07(Ft.) I Downstream point/station-elevation = 390.05(Ft.) Pipe length . 18.40(Ft.) : Manning's N = 0.022 No. of pipes— 1 Required pipe flow 12.866(CFS) I Given pipe size = 18..00(In.) . - Calculated individual pipe flow 12.866(CFS) Normal flow depth in pipe = 10.31(In.) Flow top width inside pipe - 17.81(In.) _ I Critical Depth = 16.16(In.) Pipe flow velocity = 12.28 (Ft/s) Travel time through pipe =. 0.02 mm. Time of concentration (TC) = 7.50 mm. I - I 1 IH •0 0 0 I -. 0 •0 0 I OO H O O 0 I ,.. 0 •• 1 0, . . .. 0 •: I 0 0 +++++++++++++++++++++.+++++++++++++++++++++++++++++++++++++±+++++++.++ Process from Point/Station 690.000 to Point/Station 650.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= '389.70(Ft.) Downstream point/station elevation =. 380. 10(Ft.) Pipe lencth = 160.30(Ft.) .Manning's.N = 0.013 No. of 1ipes= 1 Required pipe flow = 12.866(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow. = 12.866(CFS) Normal flow depth in pie = 9.00(In.) Flow top width inside pipe .'= 18 00(In ) Critical Depth= 16.16(In.) Pipe flow velocity = 14.55(Ft/s) Travel time through pipe 0.18 mm. Time of concentration (TC) = 7.68 -min. I I . ...................................................................... I Process from Point/Station 690.000 to Point/Station 650.000 **** CONFLUENCE OF MAIN STREAMS.**** I The following data inside In Main Stream number: 1 Main Stream is listed: Stream flow area = 2 190(Ac ) Runoff from this stream = 12 866(CFS) I Time of concentration = Rainfall intensity''=' 7.68-min. 5.991(In/Hr) ; Program is now starting with Main Stream No 2 I t I I I I I I I I I I I I. I +++++++++++++++++++++-I-+++++++++++++++++++++++++++++++++++++.++++++++++ I Process from-Point/Station 655.000 to Point/Station 650.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea I Initial subarea flowdistance = 1880.00(Ft.) Highest elevation - 455 50(Ft ) Lowest elevation = 387 39(Ft ) I Elevation difference = 68 ll(Ft ) Time of concentration calculated by the urban areas overland flow method (App X-C) =''.7.62-bin. TC = [l.8*(l.l_C)*distance".5)/(% slope '(l/3)) I . TC =.(l.8*(l.i_0.9500)*(1880.00A.$)/( •3.62'(l/3)]= 7.62 Rainfall intensity (I) = 6.022 .for a. 100.0 year storm Effective runoff coefficient used for area(Q=KCIA).is C = 0.950 Subarea runoff = 16.190(CFS) . I Total initial stream area = 2 830(Ac ) I I I I I I I I I I I I . H Process from Point/Station 655.000 to Point/Station 650.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number 2 Stream flow area = 2 830(Ac ) Runoff from this stream = 16.190(CFS) Time of concentration = 7.62 mm Rainfall intensity = .6 .,022 (In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 11 12.866 768 5.991 2 16.190 7.62 6.022 Qmax(l) = 1:.'000 * 1.000- * 12.866) + 0.995 * 1.000 * 16.190) + 28.972 Qmax(2) = 1.'000 * 0.992 * 12.866).+ 1.000 * 1 000 * 16.190) + = 28.953 Total of .2 main streams to confluence Flow rates before confluence point: 12.866 16.190 Maximum flow rates at confluence using above data: 28.972 28.953 Area of streams before confluence: 2.190 2.830 Results of confluence: Total flow rate = 28.972(CFS) Time of concentration .= 7.684 mm. Effective stream area after confluence = 5 020(Ac ) ++++++++++++++++++++++++++++++-+++++++++++++++++•++++++++++++++++++.+++ Process from Point/Station 650.000 to Point/Station 600.000 ** PIPEFLOW TRAVEL TIME (User specified size) *1c Upstream point/station elevation = 379 80(Ft ) Downstream point/station elevation = 376.90(Ft.) Pipe length 48.00(Ft.) Manning's N = 0.013 No of pipes = 1 Required pipe flow = 28.972 (CFS') Given pipe size = 18 00(In ) NOTE. Normal flow is pressure flow in user selected pipe size The approximate hydraulic grade line above the pipe invert is 7 011(Ft ) at the headworks or inlet of the pipe(s) Pipe friction loss = 3 650(Ft ) Minor friction loss = 6 261(Ft ) K-factor = 1 50 Pipe flowvelocity= 16.39(Ft/s) Travel, time through pipe = 0.05 mm. Time of concentration (TC) = 7 73 mm End of computations, total study area = 5 02 (Ac.) CDUNIY 01,StAN DIEGO TOPOGRAPHIC. SURVEY MATCHLINE SEE SHEET NO. 1 ~f Y 77 4 I 41, Ar / 1J//7/yt1:7 I 04 104 i2 px K jr E : I / / - te /V 4 / ( 4 J X ~,-, Ve- /, I jill F . : lot 12 / / I / / I Ij 284 low Uj /00 tj ' -- X 'Ile 00 - X1.1 4L A- Ld vi /11 z - ( - - / 4 Ae BASIN E5oUNDARy Al INmAL 5S EA t If CONFLUENCE N CD AA U5E-R INPUT PIPE FLOW Jr 'IN STREET FLOW N4 Lt 41 CLF-AN OUT P'ROFbSED CULVERT EXISTING cul-VERT FLOW DIMECTION `4 - (i EXHIBIT 2B Q 5° HYDROLOGY MAP P&D Technologies 401 West "A' Street, Suite 2500 PALOMAR AIRPORT ROAD San Diego, C A 92101 619-232-4466 SHEET 2 OF 4 '.JC /C2QcZ SCALE 1,2400 . SAN DIEGO COUNTY 4 4 T 14 4 4 \ INDE X TO ADJOINING SHEETS CALIFORNIA CONTOUR INTERVAL 5 FEET 2c 4 r737 AUG 21 Y 7Q; T' :1HOL N '•/ mJ kC; Illt f?L 4; NMAtR4-, AE M SHEET 3 ) 701 I ñt I — je 7w AV I I I I t •k1lIr/ AX All 46 ML All 't ppp Ol All ol bL I 46 Vol'' .~ Wm 144. Az At lb AM pr o 111ji . t ~6 . , i , :r , . a. 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Department o 1ranspotation 3SON —' ___________________________________- -______________________________________ - -'----' - ____— j_z____ ___________________________________________ SHEET 3 OF 4 \j .: - - - - . /_. . - - - - :. -. .- -- --: -• - - .. ,- :-L This ( P'll/)/'i' ' .t ii I i_I - NAT1ONA.'APACCURJ%CYSTANOARt1S IND[X(ON1CIJRINUPVAI 2FFET INFYX TO 1ADJO!NING SHEETS (ONTOLIR INTEPVA FrET 200 600 TWOTHOUSANDFOOTCALIFORNIARECIANGULARGRIDZONEVI 689 AUG21 1990 (PL1F(JRNJ1P too 200 300 1 Q ( ft : A R 1 6 8 9 3 461 ( 3 4 61 --i!!) 3 5 C) — 1 695 sf -- :.:.... -. . -:. . . -- . - - j -. - - - - . :- - - - - . . - .... - -•: -: - -• - 1' ? ______________________ •_________ - - --•- -- - I_,, - --- ---- -, - .- -- - :- - - -• - - - ---- •-• •- • - - - 4q E'-' 111 i Hi 1515 11M500 77 354N F-7 14. ldl POT Ar t11; POWIWITII 6 / / / I jr 17 jf BPI Awtf All 77 et v Suhd V;~ion Corn -4 TO- tit Y are A p-pro x ia , r , - [~4 ECEDENC I show" Cn .5 nal t 1W- N' Cn C Mt * I \\ \ : : _____ \ I 1W ° — \ '1 %c OHM DR,41N jr 14 Na?qytial ~State ()r County Pat k 510 It Cianv IL Jk NZ AM it mA LEGEND 10 fj SUAVtY SECT BASIN OoLit4DARy ox SUB BASIN ARF-A HOP, 17ONTAU-CONTRO L BASED otj GONFLuENce PIPE FLOW INPUT .00 Tk I 1 5TEET I 1 OnTHOPHOTO IMAGE PREPARED to -AN OUT Ze F-McOTING CULVERT EXHIBIT 2 D C, Technologies PALOMAR AIRPORT !ROAD Q5o HYDROLOGY MAP 401 West "A' Street, Suite 2500 .33",07*30" 1L 1~v PRFPAPED 7. San Diego, CA 92101 619-232-4466 Deparmentof traflOrttIOfl Ou TS TANDARDS TY NATIONAL MAP ACCURACY S x N 0 ~CkNST. 2O 400 800 000 TWO THOUSAND FOOT CLIFORN\ RECTANGULAR GRID (ZONE VI) 83 354 i689354 1695 - AUG 211990 OAL1FORN 1A