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Home My WebLink About3166; PALOMAR AIRPORT ROAD; DRAINAGE ANALYSIS; 1990-08-21.1 1 I I PALOMAR AIRPORT ROAD 1 DRAINAGE ANALYSIS P.N. 10204.00 I I For: I THE CITY OF CARLSBAD 2975 Los Palmas Drive Carlsbad, California 92009 I I By I P&D TECHNOLOGIES 401 West UAU St., Suite 2500 I San Diego, California 92101 (619) 232-4466 I I I August 21,1990 REVISED. September 25, 1990 REVI I I II 1 .. I TABLE OF CONTENTS I Ii 0 INTRODUCTION 1.1 Purpose V 1.2 . Watershed Description V. I 2.0 V METHODOLOGY 30 RESULTS I 40 CONCLUSION V 5.0 V V V REFERENCES V V APPENDICES V V APPENDIX 1:^ Methodology Approach Letter. V APPENDIX II: Design Charts. V APPENDIX III: 10-Year Peak Discharge Calculation Under V Developed Conditions Using The Computerized Rational. Method. V V V APPENDIX IV: 50-Year Peak Discharge Calculations Under V.......Developed Conditions Using The Computerized I Rationale Method APPENDIX V 100 Year Peak Discharge Calculations Under Developed Conditions Using The Computerized I Rationale Method APPENDIX VI: Hydraulics Analyses Using The Computerized Water Surface Pressure Gradient (WSPG) Program I V (from LACFCD). VII Catch Basin Design Tables I APPENDIX EXHIBITS Page I 1 1 1 V 2 2 2 I I H:. 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 that at I .this time the project will be graded to the entire 126 foot width; however, it will only be paved for 78 feet. In addition, the report should be reviewed In conjunction with the Palomar Airport Road Improvement Plans which depicts the above "TYPICAL SECTION" on Sheet 1. I In anticipation of the ultimate build-out width, all of the drainage improvements will be designed to reflect final development conditions to match at catch points. The limits 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 1 project is 2.9 miles. In addition, P&D Technologies has been retained by the City of Carlsbad to prepare I additional Street Improvement Plans for El Camino Real and an additional section of Palomar Airport Road under a separate contract. The drainage requirements for the adjacent areas will be addressed In a separate study. . I 1.1 PURPOSE . The purpose of this study is to detail the hydrologic analysis and complete hydraulic sizing requirements for this street improvement project in order to insure adequate storm drain I design capacity. 1.2 WATERSHED DESCRIPTION I . The existing alignment and proposed widening of Palomar Airport Road follows a small ridge line. As a result, the drainage basins formed by the existing roadway-are small. Please refer to the Hydrology Exhibits 2A through 2D. There are a total of seven (7) separate drainage I .areas which intersect the road These are illustrated on the Hydrology Exhibits and are numbered from east to west, respectively. 20 METHODOLOGY I 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 I REFERENCES for a complete listing.) - Our method of approach which was outlined in a letter to Pat Entezari, dated May 3, 1990, I has not changed significantly. The letter is included as Appendix I. he following minor. revisions should be noted 1. Item 1 has been deleted per a Letter of Transmittal from Pat Entezari, dated 5/90 and; I - 2. Item 10, the 3 difference storm event calculations will be completed for only the adjusted 6-hour storm. . . I In addition, the Design Charts used in the calculation process are located in Appendix II. I I 1 I I ..:... S I I ':.:... ... H I I N LIMITS OF THIS STUDY_.\ V Ix I MARCOIJ I 0 1• j' IQ S . Ow /BLVD. - S. I °' it vp.O*p' * ow . • S. (:.. .5 . I I I EXHIBIT -1 I VICINITY MAP . NO SCALE,,. . . . I I I I 'P.N.:. 1020400 I DATE:.8/13/90 • • P&D Technologtes 401 West "A Street, Sue 2500 .5 San DIegO CA 92101 619232.4466 I I 30 RESULTS I The computerized results of the previously described Rationale Method for the 10, 50 and 100-year storm events are included in Appendices Ill through V, respectively. An individual hydraulic analysis was completed for all of the separate pipe systems. The hydraulics I methodology used was the Water Surface Pressure Gradient (WSPG) Program taken from the Los Angeles County Flood Control District (LACFCD). Each analysis included two - profiles; the first was for the 50 year storm and the second for the 100-year storm. The computerized results are included In Appendix VI. Each system analysis is identified by: I drainage area, station and location - right or left. The Appendix is organized beginning with Drainage Area 1, which is located at the extreme east end and therefore, has the highest station value and runs chronologically to the lowest station value in Drainage Area 7. The this hydraulic analysis were then utilized in the Improvement Plan Design. And I results.of finally, the curb inlet design information is summarized in table format which is included as Appendix VII. . 40 CONCLUSION This report represents a 100 percent completion of the total project design. The results of the hydrologic analyses were used as the basis for the hydraulic design. As a result, the I hydraulic design portion of the street improvements for Palomar Airport Road will not adversely effect any. adjacent property owners. In conclusion, it is anticipated that the Drainage Improvements proposed will greatly improve the safety of this roadway by mitigating I surface water flooding and runoff. 50 REFERENCES City of Carlsbad; 6/87; Standard Drainage Design Criteria. pages 32-37, unpublished. City of Carlsbad; 4/87; General Plan Map. I County of San Diego; 1/85; Hydrology Manual, Reference: SFC P3055, unpublished. Soil Conservation Service (SCS); 12/73; Soil Survey of San Diego Are, California, Parts I & I II: United States Department of Agriculture I I I I I 4 - 2 i I - P&O Technologies PI.irinsng - * . ,• 1(11 V.1 A Eng'noessnq I . ()O S.afl I).)n CA '001 i(0n0(".c.c - - - LandscJi An AsI iluwl 'n'oq AuIbkCt, i'': May 3, 1990 I 10 20 4 00 Mr. Pat Entezari, P.E., Project Manager City of Carlsbad I Municipal Projects 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. 1 am the i Project Hydrologist assigned to the Palomar Airport Road job; as such, I am 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 of the hydrological aspects of this project. I The following list is a summary of anticipated methodology: I. All drainage design and requirements will be in accordance with the I . latest City of Carlsbad Master Drainage Plan; The hydrologic analysis will be conducted per the, County of San Diego. I Hydrology Manual dated :January, 1985; Hydrologic Design will be completed in accordance with the City of Carlsbad Standard Drainage Design Criteria (pages 32-37) dated June, I ' 1987; The. SCS's Soil Survey of San Diego Area, California dated December, I . - 1973, will be used to determine the soil groups; As outlined in the Hydrology Manual for watersheds less than 0.5 square I .• mites the Rational Formula will be employed; A Hydrology- and Hydraulics Report complete with input parameters, assumptions, calculations,' and references will be - assembled and 1 - * submitted to the City for final approval; * 7.. As currently envisioned, the calculations will be done using the I . . corresponding Computer program, and the computer generated printouts will be included in the -final report; , .. • .. - -. -/• I Mr. Pat Entezari May 3, 1990 Page 2 8 Per our rnectin, the calculations will be conducted assuming full post- development conditions as depicted on the curren't 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'.anual, 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 frorn which t. has been determined that..tlie 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 isoptuhals- and, small drainages basins, 'it is being. proposed that an average isopluvial value be calculated for the nuasanc'' water areas only. Please refer to the attached isopluvial maos 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-Hur P (Years) (Inches) (Inches) (Percent) 10 4,1 .90, 3.25 ' 0.58 50 - 2.63 0.57- 100 - •3.00 5.20 - - .0.58 - I 'a Finally, per our telephone cohversation May 3, 1990, It is out understanding .that: A Curb and ,utter 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, B. Curli only (without -gutter)- will' be' used for the 18 foot- raised median, ,and - I i I .1 I Mr. Pat Entezari May 3, 1990 Pac3 C. Hydraulid.structures will be designed for ultimate roadway width buildout of 126 feet, even though this design phase of the roadway I will not be that wide. Ultimate roadway width grading and 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- iterns not be acceptable to the City, please I .contact us within ten (10) days of reciept of this letter, as we are currently progressing in this direction. In addition, please feel free to call us at any time should you have any questions or require additional information Sincerely, P&D TECHNOLOGIES ? . Lisa I M Vomero Senior Hydrologist LV be I I I I I I I . . I I jrr co -_ L1I4 ucrttN 7RTlT7 OF SANITATION & FLOOD CONTROL , . 'Tlfi- SPLUVI1LS OF 1O-Y1 G-fl _______ PflEC1PIT!TIO IN 1E1ITIIS OF AN INCHL5I ,'.t - I I - -- - 15' 330 CD (1) CD 5H- Pt.pi(r.d U.S. DEPARTMEFT NATIONAL OCEANIC AND Al :o TI SPECIAL STUDIES URANCII, OFFICE OF IYIi 30' 118° /) P. Al. /00cc-/00 L5' 30' 15' 1170 15I 30' Revised 1/85 15' 116° APPENDIX XI-C FLOOO 'CONTROL tPRECir ini "20-.1ISOPLUVIALS )F 10-YE1R 24410UR PRECIPITATION IN ETHS OF AN ICii or Q at !fMI, SAN CL MENTE 10 2 35 L 45 15' 0. An 3 330 - _ DEL RIAR = 45 1 _____ 2) j Prep. red toy NATIONAL U.S. DEPARTMENT OF COMMERCE C NIC AND AT i S ) PuFR ADMINISTRATION 2 302-5 SPECIAL STUDIES BRANCH, OFFICE OF I DROLOGY. NATIONAL WEATHER SERVICE vsi ' ' - ' 301 . I 25 . 'I . 1180 '5' 301. 15 1 . 1170 115 1 30' IS' 1160 Revised 1/85 APPENDIX XI-F VA - LLJ L Lo 0 N. 115- pill I FLOOD CONTROL 50-YEAR"'l - U 1PITATION "20..' ISOPLUVIALS OF 50-YEAR 24-MU PRECIPITATION INTENTHS OF MI Ii\CI1 451 JNA 0. .1c —70 fin 5 : 15 SAN Cl 51 35 o 35 C ANSIt 60 40 330 \MON ~ c sc11 42'dJ (Lid\ . )IL MA 10 1 I Ic U.S. DE::R;MENroFCOMMERCE • . NATION AL OCEANIC AND AT OSPIIERIC ADMINISTRATION / r . dir 5 .SPECIAL STUDIES DRANCII. OFFICE OF II 1flOLOGY. NATIONALWEATHER SERVICE ! SAl1 45 I 301 ' 118° 45' 30' 15 1 1170 L151 ' j' 11.60 • Revised 1/85 APPENDIX XI-G _ "2L' ISOPLUVIALS OF 100-YEAR 6-110UR PflECIPiiTI Girl Rt ETS 0 P! ICH 451 MLI \)LM; !.'A BEACH st 35 i 45 301 30 11\ .30 SA • SAN CME 1 15 275c1'- 15'. _______ 30. n(:ANr1I 25 25 d 40 - 330 \ )ELMARSSJ) •7 ___ ___ . LI? '• '' Prt1i'i:• L5I __________ __________ __________ .LCAJON ll Prepn dby 20 f_'LJILLJU U.S. DEPARTMENt OF COMMERCE / 4 \ ,\• NATIONAL OCEANIC AND AT OSPIIERIC ADMIISTRATION ) '' SPECIAL. STUDIES BRANCH. OFFICE OF II DROLOGY. NATIONAL. WEATHER SERVICE SA -... . Ult 0 - - 3$ ._________ _________ 20 030 35 1 0 118' . . 30' 15' 1170 .115' 30' 1.5' 1160 Revised 1/85 APPENDIX XI-E .PA/ /QZD0 '20-'IS0PLUVIALS O'F 100 -YEAR 24-1-IOUR PRECIPITATION IN i-ENTHS OF AN INCH Piepo U.S. DEPARTME NATIONAL OCEANIC AND AT, SPECIAL STUDIES BRANCH, OFFICE OF II 30' I 30' 16' 1 170 • ,i •, Revised 1/85 1 116" APPENDIX XI-1I N.- I II I! m2 X I I I It 15 20 'U Minutes ... ,.•;,., ............- T... :.. . . . P TdTr.Ml1sh ii.. 'r u ITT1J1u..,u..iii.rr i-. . 1-11. I n L1. n I.! rTzrIIn Equation: I 7,44 P6 D645 I a Intensity (In./Hr.) 6 Hr. Precipitation (In.) Duration (Mm.) ' , ! ! ! lWjl1flffflf IIIIfiIf •11 Tin 1-1 i1111I1 1NPJF2!'V IviffIL S iiii lii 1OI!IIIIIIIII1i ill"' Wit!]1 II1IIIIIillffliiiiI I I IN1 I1IIIIII II!hhlIIIfluu1l2.1 II I M 1111.a.m..UNIIHpuII I1liiIIJIi1'IiI1iIII! 11111111 HH' III'.....a..uuIu'puIu IIhUuIUluuluuIPiII liuii ill1001iiii 1111111101 iumIlul S S 5 S SI Directions for Application: . . From precipitation maps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10, 50 and 1.00yr. maps included in th 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 applicable to Desert) . Plot 6 hr. precipitation on the right side I 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 /c2 . yr. p6 '.90 * p24 Adjusted *5= .1.9 tc = I .In/hr. *Not Applicable to Desert Region APPENDIX XI IV-A-14 Revised 1/85 74y/ >- - C)4-' 0 04- .0 0 -ø .- U) 0 4-' 4- 0) 0) 0) • U 0 - >)LC) .0. - 4-' > C U S.. to Co U) 5- -0 I.; •- - C)' U C >,.- 4..) 10 C) 42 U (1) C.. C) .- C 741 5- 0 0 0) II.. .,- C.. - 40 0 C) IS) r- 0 C qzr IS C..) U) 4) 0) 0.. '0 E C) 5.. 1. 4-' C) • C) U .0 E -- .- 0 - 4-' C 4-' 0)4' C),- •'0 • C) C 5- =3 0 0 • 0. 4.3 N >, C 40 0 0 • •• U) '0 4 0 0. C) 0 IS -r- to .0 5) , 0 435)4) 4) 4-) 0) C 4' 4',- (1) . .0 10 45 4' (5 4.) 5.. c.4.' 4' 4-' .0 0 IS C S. .,- -r- - 0) C) U 00 5.. 0 U 0.. 0. 0 ,- 4' U 5- - U 0. Co U) C) Cl: 0 C. 4- C) C) .0 • 4) .0 0. 4-j 4-b S..-L) 5.. -,- S.. s.. • U) C '0 0. . 0.4) 0) U) C - S... L. w -0 5-. - 0 U) .0 U) • to C 0 U E 0.,- C r 5.4-' 5- .0 - . 5)4-' 4- w(0 (5 45 to .05.. S.. 4' C) 0 UI 0. • r- 0 4' U) to Ci IS C) 0 C S.. C) is CI U) C%I C) _0 4-' - i' 0 E .0 U) =3 - 4-) C3 .4.) 4' 4) U) -,- Cu 0 C) C (I) ') 15 C) C) 15 0 4.) 5. 45 .0 .o 5) M .0 .0 0 U U.. c'J I- Z 4- 4-' 4-' - 0.. 0Ca 0. F- 4-' - C) S.. ,-_ - 4,-. — - • ,- ('.4 C') LI) 6-Hour Precipitatior -• 41)C 4c C . -V.. 0) U C) '•cc 4' • 0.0. 5.. . . 0) >.•• C) 0 -Cr. Ca to -i to 0. (inches) Ln CL 9 Co 2 • ____ - FAuiu.rnauu. - AW AiWAmIUh1Uh1JUU , fimHW a wiaviiuiiwuiuiu.uiiue . Na' AYYAIUBUWWUUUIUIU -- • I —. ff _____________ — --- --- --.0 -------- -q wumu u N N 4UW JflflUflIURa ilVF' 4 4 r3 0 11 APPENDIX XI IV--14 S. i .5 0••. —. Directions for Application: From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps areprinted in the County Hydrology Manual (10, 50 a nd 100 yr. maps included in th 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 applicable to Desert) cl Plot 6 hr. precipitation on the 'right side '. of the chart. 1 ' 4) Draw a line through .the point parallel to the,, plotted lines. 5) This line is the intensity-duration curve for '6.0 the location being analyzed. s.s .',u Application Form: 0) Selected Frequency f0 yr. P6 in., p24= 6- z0 P24. Adjusted *... _________________jfl tc mm. I In/hr. *Not Applicable to Desert Region APPENDIX XI IV-A-14 Revised 1/85 '4 .3 ' 1.0 15 20 30 40 50 1 2 - 3 4 5 6 Minutes ' Hours Duration 7_)../ / 2 •7 - 7 /, 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: 01/01/80 PALOMAR AIRPORT ROAD HYDROLOGY AREA 1; Q 10; STATION: 240+97 AND 243+50 FILE NAME: 1PA100 LTMV REVISED: 9/27/90 ********* Hydrology Study Control Information ********** ---------------------------------------------------------------------- P & D Technologies - SIN . 558 ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 Map data precipitation entered: Chu-r, (precipttatton(inchs-) (17-9.00 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 C ************ Element Capacity Space Remaining 340 Element Points and Process used between Points Number Upstream Downstream Process 1 : 102.000 101.000 InitialArea 2 102.000 101.000 Main Stream Confluence 3 . 110.000 110.000 Initial Area - 4 110.000 109.500 Pipeflow Time(user inp) 5. 109.500 109.000 - Pipeflow Time(user inp) 6 109000 . 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 19 101.000 100.000 Pipeflow Time(user inp) 20 - 101.000 100.000 Main Stream Confluence 21 .. 133.000 132.000 Initial Area 22 . 132.000 131.000 Street Flow + Subarea 23 . 131.000 130.000 Street Flow + Subarea 24 131.000 130.000 - Confluence 25 . 135.000 130.000 User Defined Info. 1 26 135 000 ' 130 000 Confluence 27 130.000 - 100.000 PipéflôwTime (use r mc) 28 130000 100.000 Main Stream Confluence End of listing.. , . - S - - I 11111111 I 11111111111 IllIllIll 1 1 H 111111111 liii I 111111 I 11111111111 Process from Point/Station 102.000 to Point/Station 101.000 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 1.000 [SINGLE FAMILY area type ] . I Initial subarea flow distance = 5000.00(Ft.) Highest elevation 705.00(Ft.) Lowest elevation' 414.00(Ft.) Elevation difference 291.00(Ft.) I 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)/(% slopeA(1/3)] I . 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'KCIA) is C = 0.550 ' Subarea runoff 117.044(CFS) . . Total initial stream area , 159.700(Ac.) I 1 I 1 I I I I II I IIIIII•IIII liii I•I II ill II 11111111111 iuii 1111.11 1.1 liii I'I III 1:1.111111 II I III '' Process from Point/Station 102.000 toPoint/S tat ion 101; 000'.' **** CONFLUENCE OF MAIN STREAMS.**** . The following data-inside-Main Stream is listed In Main Stream number: 1 : 'i •,1. - Stream flow area = 159 700(Ac ) ' 4 Runoff from this stream 117.044(CFS) Time of concentration 38.92 rnin.. Rainfall intensity= l.333(In/HrY Program is now starting with Main Stream No. 2 - - • :' .. - -- . 4- - : I 4- - - .;. • - . - •-. .- . • 4 .- • . 4 .: -.- •.• 4 1j 4- I • - - - - • e - - • - - -• - -. - •4, - 4 - - -. -•-; . - - . - . - 1 4- I -• - . ' - . - . I I I liii (I III 11111111)111111111 11111 111111111111111111111111111 Process from Point/Station 110.000 to Point/Station 110.000 I **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Time of concentration computed by the I natural watersheds nomograph (App X-A) TC = (11.9*length(Mi)'3)/(elevation change) ]A .385 *60(min/hr) + user specified time of 10.00 mm. I Initial subarea flow distance 1375.00(Ft.) Highest elevation - 520.00(Ft.) Lowest elevation = 442.50(Ft.) . Elevation difference 77.50(Ft.) I TC=.[(11.9*0.2604A3)/( 77.50)]".385..- 6.17 + 10.00 mm. 16.17 mm. Rainfall intensity (I) 2.348 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 ' Subarea runoff 5.284(CFS) Total initial stream area 2 500(Ac ) I I I I I I I I I I I I I I 11111 (11111 I'I i i 'II I I liii I•I I III Ii I I •I I'I 11111 I•I II II'I IIII'I I II II I 1111111 •" I . Process from Point/Station '110.000 to Poini/Station • 109.500' **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation '438.50(Ft.) Downstream point/station elevation 416.00(Ft.) - Pipe length =. 50..00(Ft.) Manning's N —'.,0. 013' ' No. of pipes =1 Required pipe flow - 5.284(CFS)-' Given pipe size • , 18.,00(In.) -" ' • Calculated individual pipe flow - ' 5-284(CFS) . • Normal flow depth in pipe - 333(In.) ' . ' ' ' • '. '. • Flow top width' inside pipe 13.99(In.) - ' • Critical Depth = 10.6,2(In.) • ' • • ., Pipe flow-velocity 21.43(Ft/s) . •• • ' ' •; •... Travel' time through pipe '• 0.04 min. Time of concentration (TC) 16.20min. ' , •" t_•' •. - I I I I H I I I I 1 I '.1.: I - S - I 1111111 I I I I I I 1111111 I I I I I I I 11111111 I I I I I 1111111 I 11111 I I 11111111 I 11111 Process from Point/Station 109.500 to Point/Station 109.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation 415.70(Ft.) Downstream point/station elevation 413.80(Ft.) Pipe length 38.00(Ft.) Manning's N 0.013 No. of pipes - 1 Required pipe flow 5.284(CFS) Given pipe size 18.00(In.) Calculated individual pipe flow = 5.284(CFS) Normal flow depth in pipe - 5.80(In.) Flow top width inside pipe - 16.82(In.) Critical Depth 10.62(In.) Pipe flow velocity = 10.73(Ft/s) Travel time through pipe - 0.06 mm. Time of concentration (TC) 16.26 mm. I 11111.111111111111,11111 IIIIIIIt.I_I'l II 11111111111111 IIIIIIIII••I liii I1•1 I I Process from Point/Station 109 000 to Point/Station 101,000 **** CONFLUENCE OF MAIN STREAMS **** • The following data inside Main Stream'is listed: In Main Stream number 2 .7. • •. Stream flow area 2.500(Ac.) • Runoff from this stream '5 284(CFS) Time of concentration . 16.26 mm. • - Rainfall intensity 2. 340(In/Hr) • - : Program is now starting with Main Stream No. 3 'I . - r I 1 .1 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 Time of concentration computed by the I natural watersheds nomograph (App LA) TC (ll.9*length(Mi)"3)/(elevation change) ]A .385 *60(min/hr) + user specified time of 10.00 mm. ' Initial subarea flow distance 293.00(Ft.) Highest elevation 474 94(Ft ) Lowest elevation - 449.58(Ft.) • Elevation difference = 25.36(Ft.) I TC=[(11.9*0.0555A3)/( 25.36)]A.385= .1.59 + 10.00 mm. . 11.59 mm. Rainfall intensity (I) 2.911 for a 10.0 year storm - Effective runoff coefficient used for area (Q=KCIA) is = 0.900 I Subarea runoff - 1.336(CFS) Total initial stream area 0.510(Ac.) I I I I U I I I 1 i I lilt 11111 I'i 111,1111111111111111111111(111111111 i'l l'lliilli.il Ii liii; 11111 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 '- 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 2.004(CFS) Depth of flow 0.226(Ft.) Average velocity 4.014(Ft/s) Streetflow'hydraulics at midpoint of street travel: Halfstreet flow' width 6.543(Ft.) - Flow velocity = 4.01(Ft/s) - -- Travel time - 0.83 mm. TC 1242 mm. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = , 2.784(In/Hr) for' a - 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q—KCIA, C = 0.900 Subarea runoff - 1.278(CFS) for 0.510(Ac.) - Total runoff - 2.614(CFS) Total area - I.02(Ac.) Street flow at, end of street - 2.614(CFS) - - -Half street flow at,, end of street - 2.614(CFS) -- Depth of flow - 0.244(Ft.) Average velocity - 4.151(-Ft/s) - - Flow width (from curb towards crown)— 7.473(Ft.)- - I I IllIllIllIll huH 1111111 I I Ilhllhllhhhhl 111111111111111111111111111111 Process from Point/Station 121.000 to Point/Station ., 120.000 I **** STREET FLOW. TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 440.600(Ft:) . .. End of street segment elevation 437.590(Ft.) . . I Lengthof street segment - 198.000(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 Distanc from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) 0.021 Cutter width 1.500(Ft.) I .Cutter 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 = 3.113(CFS) Depth of flow 0.303(Ft.) Average velocity 2.699(Ft/s) I Streetflow hydraulics at midpoint of street travel: .Halfstreet flow width 10.403(Ft.) Flow velocity 2.70(Ft/s) . I Travel time = 1.22 min .. TC -. 13.64 mm. Adding area flow to street . User specified 'C' value of 0.900 given for subarea Rainfall intensity = 2.620(In/Hr) for a 10.0 year storm I Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.900 Subarea runoff = . 0.920(CFS) for 0390(Ac.) Total runoff = 3.533(CFS) Total area - 1.41(Ac.) I Street flow at end of street = 3.533(CFS) Half street flow at end of street = 3.533(CFS) Depth of flow— O.315(Ft.). Average velocity 2.760(Ft/s) . . I Flow width (from curb towards crown)—- 10.995(Ft.) S .. I I I .. .. . S I V I , 111111I II I V • Process from Point/Station 121 000 to' Point/Station ' 120000 **** CONFLUENCE OF MINOR STREAMS **** ' • . . . --in Along Main Stream number: 3 normal stream number 1- Stream flow area . 1.41O (Ac :) ' Runoff from this stream . 3..533(CFS) ' 'V. • V Time of concentration 13'.64 min. Rainfall intensity 2620(In/Hr) V • ( . V. • I V. • VV 44 V V• • V V, • 4 V V ,V - V V . •V •!. •.._ - . S - V; • •• V • 1 . - 4 1 r I • i V V V . • . V . 4 ..,. . - - a . • V V V .• . ..,, ..:. 4 V V • . V V V • •V4 V, - V V V . -. • V t • 4._I •. I V . .. . I. - q V V • - 4 V V • . • V 4 1 t I a I I I 1111111111111111111 I liii 11111 I 111111111 I I 111111 I liii 1111111 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 Time of concentration computed by the I natural watersheds nomograph (App X-A) TC (11.9*length(Mi)^3)/(elevation change)]'.385 *60(min/hr) + user specified time of 10.00 min... S Initial subarea flow distance = 352 O0(Ft ) I Highest elevation 443.89(Ft.) Lowest elevation 437.63(Ft.) Elevation difference I TC=[(11.9*0.0667'3)/( 6.26)]A.385= 3.37 + 10.00 mm. = 13.37 mm. Rainfall intensity (I) 2.655 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.950 I .Subarea runoff 1.110(CFS) . S Total initial stream area - 0 440(Ac ) I Vt I I I I I I I I H im i i H a i i 2 2 2 1 i Process from Point/Station- 124000toPoint/Station 120.000 **** CONFLUENCE. OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area 0.440(Ac.) Runoff from this stream - l.liO(CFS) .Time of concentration 13.37 min. -. - Rainfall intensity 2.655(In/Hr) Summary of stream data: - - - Stream Flow rate TC Rainfall Intensity -. No. (CFS) (mm) - (In/Hr) 1 3.533 13.64 • • 2.620 - - 2. 1.110 13.37 2.655 -- • - Qmax(l) . • - - 1.000.* 1.000 * 3.533) + • - 0.987 * • 1.000 * 1.110) + • 4.629 Qmax(2) = 1.000 * 0.980 * 3.533) + • 1.000 * 1.000 * 1.110) + -- - 4.572 Total of 2 streams to confluence: - - Flow rates before confluence point: . 3.533 •. • 1.110 Maximum flow rates at confluence using above data: - 4.629 4.572 • Area of streams. before confluence: 1.410 0.440 Results of confluence: • ., - Total flow rate 4.629(CFS) . Time of concentration 13.642 mm-. Effective stream area after confluence 1.850(Ac.) • I. • I I -- ••:••-•- • -• 1 I Process from Point/Station 120.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) ***. Upstream point/station elevation 434.40(Ft.) Downstream point/station elevation - 426.00(Ft.) Pipe length 42.00(Ft.) Manning's N 0.013 No. of pipes 1 Required pipe flow - 4.629(CFS) Given pipe size 18 00 (In. ) Calculated individual pipe flow 4.629(CFS) Normal flow depth in pipe 3.82(In.) S Flow top width inside pipe - 14.72(In.) Critical Depth - 9.91(In.) - Pipe flow velocity - 16.93(Ft/s) S Travel time through pipe - 0.04 mm. Time of concentration (TC) - 13.68 mm. 111111 I I I I I 11111111 tIll I III III I I IIIIII)IIl 11111 ii 1111111111111111 1 Process from Point/Station 120OOO to4 Point4/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** • -• . •' - Along Main Stream number: 3 in normal stream number 1 - - Stream flow area I.85O(A.) . - -S • Runoff from this stream = 4.629(CFS) - Time of concentration 13.68 m1n.• •• '• Rainfall intensity.= 2.615(In/Hr) • - • • - ••- - - r : I , • I $ I I I I Is - I I i 4 4 I I :1 I I I I I II 1111111111111111 I liii I III I 1111111111 I I I 111111 I I I I! (1111111111111 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 1.000. . [SINGLE FAMILY area type ] I Initial subarea flow distance 1425.00(Ft.) Highest elevation = 590.00(Ft.) Lowest elevation = 425.00(Ft.) . S Elevation difference 165.00(Ft.) I Time of concentration calculated by the urban S areas overland flow method (App X-C) 16.52 mm. TC [l.8*(l.1C)*distanceA.5)/(% slopeA(1/3)] S I TC [1.8*(1.10.5500)*(1425.00A.5)/( 11.58"(1/3)]= 16.52 Rainfall intensity (I) 2.316 for a 10.0 year storm Effective runoff coefficient used for area (Q=.KCIA) is C 0.550 H Subarea runoff . 12.916(CFS) S Total initial stream area 10.140(Ac.) S • I I 1 I I I I - I I 1 I I I 111111 I I I 1111111111 I I I I I I 1111111 I 11111111111 I I I 111111 I I I I I. I I I I I I Process from Point/Station 104.000 toPoint/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 win. Rainfall intensity 2.316(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity. No. (CFS) (mm) . (In/Hr) 1 4.629 13.68 2.615 2 .12.916 16.52 2.316 - Qmax(l) S : 1.000 * 1.000*. • 4.629) + •• - 1.000 * 0.828 * 12.916) + 15.328 • Qmax(2) = . 0.886 * 1.000* 4.629) + 1.000 * 1.000 * 12.916.) + = 17.015 • Total of 2 streams to confluence: • •, Flow rates before.confluence point: 4.629 12.916 • Maximum flow rates at confluence using above data: 15.328 • 17.015 Area of streams before confluence: • • 1.850 10.140 • . Results of confluence: • • Total flow rate 17.015(CFS) Time of concentration = -16.519 win. Effective stream area after confluence 11.990(Ac.) S- , •-:. : 1 +-1 . - " -I • .-': ••.,•' '1 • 5 . - S •.: • S • • I. I IIIIIIIIlIIIHIIHIHIIIIHIIlIIIIIIIIIJIIiiiIIIIIiiiiiiiiHIIIIIIIIII Process from Point/Station 105.000 to Point/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 - 17.015(CFS) I Depth of flow 0.686(Ft.) . Average velocity - 14.722(Ft/s) Channel flow top width - 2.371(Ft.) I Flow Velocity = 14..72(Ft/s) . * Travel time = 0.17 mm. Time of concentration 16.69 mm Critical depth = 1.328( Ft ) I I I 1 I II 4 I I I.H.. I I I - I - - - - -I 111111111 I I 1,1 I I 11111111 I-I liii IIIIII III I I III I 1111111 I 1.111111,1 111111 Process from Point/Station 105 000 to Point/Station '101.000 ****,CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: -. A . In Main Stream number 3 - Stream flow area = 11 990(Ac ) Runoff from this stream - 17 015(CFS) Time of concentration 16.69 min.4 Rainfall intensity Summary of stream data Stream Flow rate TC Rainfall Intensity No (CFS) (mm) (In/Hr) - I 1 117.044 38.92 1.333 2 5.284 1626 2.340 3 17.015 16.69 2.301 ' Qmax(1) - 1.000 * 1.000- * 117.044) + .0.570 * 1.000,* 5.284)- + 0.579 * 1.000 * 17.015) + - 129.999 Qmax(2) - .. 1.000 * 0.418 * 117.044)+ 1.000'* 1.000 * 5.284) + V 1.000 * 0.974 * 17 015) + 70.763' Qmax(3)= . . . . 11'.000 * 0.429 * 117.044),+ 0.983 * 1.000 * 5.284) + 1.000 * 1.000* . 17.015) + =. 72.403 V V Total of 3. main streams to confluence: Flow rates before confluence point I 117.044 5.284 17.015 . V Maximum flo. rates at confluence using above data: 129.909 70.763 - 72.403 ; . ..-. . Area of streams' before confluence: 159.700 2.500 11.990 - Results of confluence Total flow rate = 129.909(CFS) V Time of concentration - 38.918 mm Effective stream area after-confluence = 174 190(Ac ) I I 1 I I I 11111111111111111 IllIllIlit 11111111 IlIllIllIllIll Process from Point/Station 101.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation 414.00(Ft.) Downstream point/station elevation '400.70(Ft.) I Pipe length = 280.00(Ft.) Manning's N 0.013 No. of pipes. 1 Required pipe flow 129.909(CFS) Given pipe size 54 00(In ) Calculated individual pipe flow - 129.909(C FS) Normal flow depth in pipe 20.39(In.) Flow top width inside pipe 52 36(In ) Critical Depth = 40.25(In.) I Pipe flow velocity 23.62(Ft/s) Travel time through pipe 0.20 mm. Time of concentration (TC) 39.12 mm. .1 I I I 1 I I I I I r I I I -p III I 11111111111 1.1 L1 111,1 I I 11111)11111 III III 111111 (111111 III I I 11111 liii Process from Point/Station 101.000' to Poiit/Station"'.10O.000 **** CONFLUENCE OF MAINSTREAMS **** The following data inside Main Stream is listed In Main Stream number :.l 1 Stream flow area = 174.190(Ac.) Runoff from this stream 129 909(CFS) I Time of concentration 3912 mm. •. '. '. • Rainfall intensity - 1.328(In/Hr) •• .' .. Program is now starting.with Main Stream No: •2 , -. . I 1 I 1 • • ;_ - ' 0 .. I I I - I I I -I. 0, 0 - 0 ' -•.' - I. 0.I San Diego County Rational Hydrology Program I CivilCADD/CivilDESIGN (c) Engineering Software, 1990 Version 23 I Rational method hydrology program based-on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 01/01/80 I PALOMAR AIRPORT ROAD HYDROLOGY AREA 2; Q 10; STATIONS:234+65, 235+46.AND 235+65 FILE NAME:. 2PAL10 . . I LTMV REVISED: 9/27/90 . ********* Hydrology Study Control Information ********** -------------------------------------------------------------------------- P & D Technologies - SIN 558 I Rational ----------------------------------------------------------------------------- hydrology studystorm event year is 10.0 Map data precipitation entered: I 6 hour, precipitation(inches) 1.900 24 hour precipitation(inches) 3.250 - Adjusted 6 hour precipitation (inches) 1.900 . P6/P24 58.5% . I San Diego hydrology manual 'C' values used . . Runoff coefficients by rational method . I ************** I N P U T D A 7A L I S T I N C ************ S Element Capacity Space Remaining = 342 I . Element Point's and Process used between Points Number Upstream Downstream Process 1 299.000 280.000 . Initial Area I 2 299.000 28Q.000 Main Stream Confluence 3 298.000. 282.000 Initial Area 4 298.000 . 282.000 '. Confluence 287.000 286.000 Initial Area I 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 . . 283.00.0 282.000 . Confluence S 11 282.000 280.000 Improved Channel Time I 12 282.000 280.000 .. Main Stream Confluence 13 . - 280.000 279.000 Pipeflow Time(user inp). 14 279.000 278.000 Pipeflow Time(user inp) . 15 278.000 200.000 Pipeflow Time(user inp) I 16 . 278.000- 200.000 Main Stream Confluence 17 275.000 . 274.000 Initial Area . I 18 ,. 274.000. 273.000 .19 . 273.000 272.000 Street Flow + Subarea - Street Flow + Sübarèa S 20 . 272.000 271.000 . Street Flow + Subarea - 21 .271.000 270.000 .•- Street Flow + Subarea .I 22 . 270.000 - 200.000 - S Pipeflow Time(user inp), . S 23 270.000 200.000 Main Stream Confluence End of listing ........... ...- I I 111111111I111111I1I11111111111111111I,11,11,,,111i1,111111IiiiiiiI,,1 Process from Point/Station 299.000 to Point/Station 280.000 I **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.550 given for subarea Initial subarea flow distance 1140.00(Ft.) I Highest elevation 578.00(Ft.) Lowest elevation 448.0O(Ft.) Elevation difference 130.00(Ft,) I Time of concentration calculated by the urban areas overland flow method (App X-C) 14.85 mm. TC (l.8*(l.lC)*distance".5)/(% slopeA(1/3)] TC - [1.8*(1.10.5500)*(1140.oOA.5)/( 11.40A (1/3)]— 14.85 I 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,) 1 I. I. .1. . I. :. I I I. I I . . 1 I iiIiiHiiiIilIIJIIIlIIItIIIIIIIIIHIIIIIIIIIIt(IIIIIHIIHIIIIIIIII F I Process,from Point/Station 299.000.to Point/Station 280.000 ****.CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed:. . In Main Stream number: 1 . . Stream flow area 10.400(Ac,) . . . Runoff from this stream 14.189(CFS). . Time of concentration 14.85 mm. . Rainfall intensity = 2.481(In/Hr) . Program is now starting with Main Stream No. 2 . . 1 I I I. I I :1 I I I • • • :... , ••H 1: 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 O.00O Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [SINGLE FAMILY area type 1 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)*distance".5)/(% slope "(l/3)] TC = [1.8*(1.10.5500)*(1380.00A.5)/( 9.20A (1/3)]— 17.55 Rainfall intensity (I) - 2.227 for a 10.0 year storm Effective runoff coefficient used for area (Q—KCIA) is C 0.550 Subarea runoff 7473(CFS) Total initial stream area = 6.100(Ac.) I JJIJIlpJIlIIIIIHIIlIJt((fIINItIIItIIIIIIIIIII(IIlIIiItIIIHIIIIIII I Process from Point/Station 298.000 to Point/Station 282.000 : **** CONFLUENCE OF MINOR STREAMS ****•. I Along Main Stream. number: 2 in normal stream number 1 Stream flow area 6.100(Ac.). Runoff from this stream 7.473(CFS) : Time of concentration = 17.55 mm. Rainfall intensity 2 227(In/Hr) i I 1 I I 1 i • I I I I I I I I I 111-1-1(1111(1 II IL I I LIII II II I LIII II I I I I I I I 111111 I I 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 Time of concentration computed by the natural watersheds nomograph (App X-A) - TC -. [1l.9*length(Mi)3)/(elevation change)]"..385 *60(min/hr) + user specified time of 10.00 mm. Initial subarea flow distance 230.00(Ft.) Highest elevation = 508.00(Ft.) Lowest elevation = 506.78(Ft.) Elevation difference 1.22(Ft.) TC=[(11.9*0.0436A3)/( 1.22)]".385= 3.86 + 10.00 min. = 13.86 min. Rainfall intensity (I) 2.593 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff = 1.232(CFS) Total initial stream area = 0.500(Ac.) 4 - t I llIIIIIItIfIIIIIItIIIiIIItlIIIiIHIV IitIIIIHIIIHIIIIIIHI(IIIIIII Process from Point/Station 286.000 to Point/Station 285.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** V Top of street segment elevation 506.780(Ft.) . End of street segment elevation — 502.210(Ft.) Length of street segment 250.000(Ft.) V Height of curb above gutter flowline. = 6.0(In.) Width ofhalf street (curb to crown) — 53.000(Ft.) V Distance from crown to crossfall grade break 51..500(Ft.) Slope from gutter to grade- break (v/hz) — 0.083 V V Slope from grade break to crown (v/hz) 0.020 V V V Street flow is on [1] side(s) of the street V Distance from curb to property line VV lO.000(Ft..) Slope from curb to property line (v/ha) = 0.021 V V V Gutter width — 1.500(Ft.) V V V V Gutter hike from flowline 1.500(In.) V V V I Manning's N in gutter = 0.0150 V Manning's N from gutter to grade break 0.0180 V V V V Manning's N from grade break to crown 0.0180 V V V V Estimated mean -flow rate at midpoint of street V V 2.069(CFS) V V Depth of flow — 0.261(Ft.) V V V Average velocity 2.731.(Ft/s) V V V Streetfiow hydraulics at midpoint of street travel: V V V V Halfstreet flow width 8.286(Ft.) V V V V V V V V V Flow velocity 2.73(Ft/s) V V Travel time VV 1.53 mm. TC 15.39 mm. V V V Adding area flow to street V V V V V V User specified 'C' value of 0.900 givenV for subarea V Rainfall intensity V V 2.424(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area,', Rational method,Q=KCIA, C .= 0.900 V V Subarea runoff — 1.484(CFS) for. 0.680(Ac.) V Total runoff = 2.715(CFS) Total area 1.18(Ac.) V V Street flow at end of street = 2.715(CFS) V V V V V V V V Half street flow at end of street 2.715(CFS) V V Depth of flow 0.283(Ft.) V V V Average velocity = 2.848(Ft/s) V V V V V Flow width (from curb towards crown)— 9.392(Ft.) V V V . V I V V V . VV. VV V V V'V I V V •V V V V V V VI I I ..,,... I I I 1I I4 111111 , 11111111111111111111111111111 Process from Point/Station. 285.000 to Point/Station 284.000 **** STREET FLOW TRAVEL TIME +.SUBAREA FLOW ADDITION **** 1 Top of street segment elevation 502 2lO(Ft ) End of street'segment elevation 489.280(Ft,) I 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.) 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) 0.021 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 4.349(CFS) Depth of flow 0.302(Ft.) Average velocity 3.792(Ft/s) 5' Streetflow hydraulics at midpoint-of street travel: , Halfstreet flow width 10.371(Ft.) -, Flow velocity. = 3.79(Ft/s) S I Travel time = 1.89 min. TC - 1T.28 mm Adding area flow to street User specified 'C' value of 0.900 given for subarea I Rainfall intensity 2. 250(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.900 Subarea runoff 2.875(CFS) for 1.420(Ac.) Total runoff = 5.590(CFS) Total area = 2.60(Ac.). I. Street flow at end of street 5.590(CFS) ' Half street flow at, end of street = 5.590(CFS) Depth of flow 0.326(Ft.) I Average velocity 3.965(Ft/s) Flow width (from curb towards crown)— 11 569(Ft ) I I I 7 1 I I llllttlllllllillllllllllllll-(IltIIIIIIIIIIltiIIIIIIIIIIIIIIlIIIIIIII(I Process from Point/Station 284 000 to Point/Station 283 boo **** STREET FLOW TRAVEL TIME +SUBAREA FLOW ADDITION **** Top of street segment elevation = 489 280(Ft ) End of street segment elevation 463 920(Ft ) Length of street segment 469.000(Ft.) 1 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) = 0.021 Gutter width 1.500(Ft.). Gutter hike from flowline 1 500(m ) 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 6.708(CFS) Depth of flow 0.316(Ft.) Average velocity = 5.211(Ft/s) . . . Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.027(Ft.) . Flow velocity = 5.21(Ft/s) . Travel time = 1.50 min. TC = 18.78 min. Adding area flow to street . . User specified 'C' value of 0 900 given for subarea Rainfall intensity 2 132(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA,C'= 0.900 Subarea runoff = 1.996(CFS) for 1.040(Ac.) Total runoff = 7.586(CFS) Total area = 3.64(Ac.) Street flow at end of street 7 586(CFS) Half street flow at end of street = 7.586(CFS) . Depth of flow = 0.328(Ft.) . . . Average velocity ,= 5 329(Ft/s) Flow width (from curb towards. crown)— il629(Ft.) 1 ' I I I I I I I I I IIII(IIIIIIIlIIItIHIIIIIIII,IjIIIIIIIIIIIII,III(IIIIIIIII,II Process from Point/Station 283.000 to Point/Station 282.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation - 460.00(Ft.) Downstream point/station elevation— 459.40(Ft.) I .Pipe length - 12.00(Ft.) Manning's N —0.013 No. of pipes 1 Required pipe flow - 7.586(CFS) Given pipe size 18.00(In.) - Calculated individual pipe flow 7.586(CFS) I Normal flow depth. in pipe 7.03(In.) Flow top width inside pipe 17.56(In.) Critical Depth = 12.81(In.) . . I Pipe flow velocity 11.85(Ft/s) . Travel time through pipe = 0.02 min. Time of concentration (TC) 18.80 mm. .1 .. . . . I I . ., . . :..... . 1 ... . .- I I ..... . . I liii 1-Ill i--I- I I III I 111111-111111111(111 I III I I II I III liii I II 11111111 II I I I Process from Point/Station 283.000to Point/Station .282.OQO **** CONFLUENCE OF MINOR STREAMS .Along-Main Stream number: 2 in normal stream number 2 Stream flow area 3.640(Ac.) . . . Runoff from this stream 7.586(CFS) Time of concentration 18.80mm. . Rainfall intensity 2.131(In/Hr), . Summary of stream data: Stream Flow rate TC Rainfall -Intensity . No. : (CFS) . (mm) . . (In/Hr) 1 7.473 17.55 2.227. . 2 7.586 . 18.80 2.131 Qmax(l) . . . . 1.000 * 1.000 * 7.473) + . 1.000 * 0.934 * 7.586) + 14.554 Qmax(2). = . . 0.957 * 1.000 * .7.473y,+, • 1.000 * • 1.000 * 7.586) + 14.734 . Total of 2 streams to confluence: • • Flow rates before confluence point: • .7.473 7.586 • • • • Maximum flow rates at confluence using above data: . • • 14.554 14.734 • . •• • • . • • . Area of streams before confluence: 6.100 3.640 • • . • • • .• Results of confluence: . • S • • Total flow rate • 14.734(CFS) . S • Time of concentration 18.798 mm. . . S Effective stream area after confluence 9.740(Ac.) S .1 I. I S. • S • • . S I' .5. . .S • • : •, • ' . 5 5 I' I Process from Point/Station 282.000 to Point/Station 280.000 I IMPROVED CHANNEL TRAVEL TIME Upstream point elevation 460.30(Ft.) Downstream point elevation = 448.00(Ft.) I Channel length thrusubarea 75.00(Ft.) Channel base width 1.000(Ft.) Slope or 'Z' of left channel bank 1.000 I Slope or 'Z' of right channel bank 1.000 Manning's 'N' 0.015 - _•5 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea 14.734(CFS) • • I Depth of flow 0.518(Ft.) • Average velocity 18.732(Ft/s) - Channel flow top width - 2.036(Ft.) I Flow Velocity 18.73(Ft/s) : S Travel time 0.07 min. Time of concentration 18.86 mm. Critical depth 1.242(Ft.) i - _ 5 S - • • I .:. S.. :'-- 1 - - :- I I I IIIIILIHIIiHIIIIIIlIl'tItIHIIIIIIIIiItIIII.IHtIliIHIHlI Process from Point/Station 282.000 to Point/Station 280.000 **** CONFLUENCE OF MAIN STREAMS-**** .... . . . . The following data inside Main Stream is listed: ., . . •. In Main Stream number: ., .2 Stream flow area 9.740(Ac.) . .. . . . Runoff from this stream 14.734(CFS). . Time of concentration 18.86 mm. . . . Rainfall intensity 2.126(In/Hr) . . . . . ..... Summary of stream data: . . . Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) . (In/Hr) . . . 1 .14.189 14.85 2.481 . 2 14.734 18;86 . .2.126 Qmax(l) 1.000 * 1.000 * . 14.189) + . 1.000 * . 0.787 * 14.734) + 25.788 Qmax(2) . 0.857 * 1.000 * 14.189) + . 1.000 * 1000 * 14.734) + 26.894 Total of 2 main streams to confluence: . . Flow rates before confluence point: . . 14.189 14.734 . . Maximum flow rates at confluence using above data: . . . 25.788 26.894 . . Area of streams before confluence: 10.400 . 9.740 . . . .. . . Results. of confluence:.. . . Total flow rate - 26.894(CFS) . . . . Time of concentration =. 18.864mm.. . Effective stream area after confluence = 20.140(Ac.) . I I I I Process from Point/Station 280.000 to Point/Station 279.000 ... **** PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation - 448.10(Ft.) . . . :• Downstream point/station elevation = 443.30(Ft) I Pipe length 48.00(Ft.) Manning's N = 0.013 No. of pipes 1 Required pipe flow - 26.894(CFS) Given pipe size 24.00(In.) I Calculated individual pipe flow - 26.894(CFS) Normal flow depth in pipe 10.20(In.) . Flow top width inside pipe 23.73(In.) . Critical Depth 21 66(In ) I Pipe flow velocity 21.15(Ft/s) . . Travel time through pipe 0.04 mm. Time of concentration (TC) = 18.90 mm. I I I I I I I I I 1 I I I 11111111-H 11,111111 lit lit I Ill 111111.1 ItI till I 111111 III I 1,1 I 1111111111111 . 'Process .from Point/Station 279.000 to Point/Station ' 278.000 **** PIPEFLOW TRAVEL TIME (User àpecified size) Upstream point/station elevation 443.30(Ft.) Downstream point/station, elevation =' 421.50(Ft:) • Pipe length ' 109.00(Ft.) Manning's N = 0.022 , No. of pipes = 1 Required pipe.flow •=. S 26.894(CFS) S Given pipe size = 24.00(In.) S ' •, V Calculated individual pipe flow =' V 26.894(CFS) S Normal flow depth in pipe ll.29(In.) V • V S , Flow top width inside pipe = 23.96(In..) Critical Depth 21.66(m.) Pipe flow velocity 18.53(Ft/s) V , S • ' ' V Travel time through pipe = 010 mm. Time of concentration (TC) - ..19.00 mm. • •V 'V V• •'V,V S V S I, V •V V ,V VV V S V '• VI V V V V ,I S .5 .:..' • .V I V V• :' , V V SI V 'V I V V V. • V V V . : SV V V VV SS . I V V ' •• I V • • V V V • V' • V • V V 1 I I 'i A , ,HI III) lit) i III) i i i i i i I I Iti III i i I It Process from Point/Station. 278.000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation - 421.50(Ft.) Downstream point/station elevation 413.50(Ft.) I . Pipe length86.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow 26.894(CFS) ..: Given pipe size 24.00(In.) I Calculated individual pipe flow 26.894(CFS) Normal flow depth in pipe 10.41(In.) Flow top width inside pipe - 23.79(In.) Critical Depth 21.66(In.) . I Pipe flow velocity 20.60(Ft/s) Travel time through pipe 0.07 min. Time of concentration (TC) 19.07 mm. I I I I I I I I I I I II Process from Poirit/Statin 275.000 to Point/Station 274.000 , **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) TC - [11.9*length(Mi)A3)/(elevation,change)]".385 *60(min/hr) + user specified time of 10.00 mm. Initial subarea flow distance 561.00(Ft.) . Highest elevation - 509.52(Ft.) Lowest elevation 507.07(Ft.) Elevation difference = 2.45(Ft.) - - TC=,[(11.9*0.1063A3)/( 2.45)]A.385= 8,28 + 10.00 nun. = 18.28 min. Rainfall intensity (I) = 2.170 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C -0.950 Subarea runoff = 1.793(CFS) Total initial stream area = 0.870(Ac.) IiIIIIlIIIIIIIII(IIIIIIIIII,IIII,IIIIiII,IIIIIII,IIIIIII,IIIlIIIIII Process from Point/Station 274.000.to Poin/Statioñ 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) - 0.029 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.) Cutter 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 - 2.340(CFS) Depth of flow 0.358(Ft.) Average velocity = 1.766(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width 11.054(Ft.) Flow velocity - 1.77(Ft/s) Travel time 3.13 mm. TC 21.41 mm. Adding area flow tostreet User specified 'C' value of 0.950 given for subarea Rainfall intensity = 1.959(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational niethod,Q=KCIA, C - 0.950 Subarea runoff = 0.987(CFS) for 0.530(Ac.) Total runoff - • 2.780(CFS) Total area = 1.40(Ac.) • Street flow at end of street- 2.780(CFS) • Half street flow at end of street = 2.780(CFS) Depth of flow =. 0.375(Ft.) • • • S Average velocity - 1.824(Ft/s) - Flow width (from curb towards crown)- ll.924(Ft.) 'I Process from Point/Station 133.000 to Point/Station 132.000 **** INITIAL AREA EVALUATION **** User specified 'Co value -of 0.950 given for subarea S Time of concentration computed by the I . natural watersheds nomograph (App X-A) - TC = (11.9*length(Mi)"3)/(elevation change)]'.385 *60(min/hi) + user specified time of 10.00 mm. Initial subarea flow distance - 305.00(Ft.) I Highest elevation 468.52(Ft.)- Lowest elevation = 449.58(Ft.) Elevation difference 18.94(Ft.) . I TC=[(11.9*0.0578A3)/( 18.94)]A.385= 1.86 + 10.00 mm. 11.86 mm. Rainfall intensity (I) - 2.867 for a 10.0 year storm Effective runoff coefficient used for area (Q—KCIA) is C 0.950 Subarea runoff = 0.872(CFS) . . Total initial stream area 0.320(Ac.) 1: - 1- - r i . •. :. I ' - I •'' -' 5,, .-.'- 5, I '-. 111111 I 11111 I 111111 I 111111111111111111111111iiiii1ii n 111111111111 III Process from4 Point/Station 132 000¼ to Point/Station -,131.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION-**** Top of street segment elevation '-6 449 580(Ft ) End of street segment elevation 440 600(Ft ) Length of street segment 200 000(Ft ) Height of curb above gutter flowline 6 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/hi) 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 0.0150 - Manning's N from gutter to gradebreak = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street 1.267(CFS) Depth of flow= 0.197(Ft.). Average velocity 3.829(Ft/9) - Streetflow hydraulics at midpoint of stret. travel: Halfstreet flow width 5.094(Ft.) Flow velocity = 3.83(Ft/s) Travel time 0.87 min TC— 12.73 min'. Adding area flow to street— User specified 'C' value of 0.950 given for. subarea Rainfall intensity 2.739(Ih/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q—KCIA, C 0.950 Subarea runoff = 0.755(CFS) for 0.290(Ac.). Total runoff — 1.626(CFS) Total area =- 0.61(Ac.) Street flow at' end of street 1.626(CFS) Half street flow at end of street = 1.626(CFS) Depth of flow 0:212(Ft.) . Average velocity = 3.922(Ft/s) : Flow width (from curb towards crow t)= 5860(Ft.) - ¼ e. t• I:. I tIHM Process from Point/Station 131.000 to Point/Station 130.000. . **** STREET. FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation=. S 440.600(Ft.) End of street segment elevation = . 437,630(Ft.). I 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.) 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 [1] side(s) of the street I Distance from curb to property. line - 10.000(Ft.) Slope from curb to property line (v/hz) - 0.021 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 - . 2.013(CFS) Depth of flow 0.266(Ft.) : Average velocity 2.500(Ft/s) I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 8.567(Ft.) Flow velocity = 2.50(Ft/s):- I Travel time 1.32 nun. : TC - 14.05. min. Adding area flow to street User specified: 'c' value of 0.900 given for subarea Rainfall intensity 2.570(In/Hr) for a 10.0 year storm I Ruroff coefficient used for sub-area, Rational method,Q=KCIA, C '_ 0.900 Subarea runoff = 0.671(CFS) for: 0.290(Ac.) Total runoff 2.297(CFS) Total area 0.90(Ac.) I Street flow at end of street = : 2.297(CFS) Half Street flow at end of street - 2.297(CFS) Depth of flow 0.277(Ft.) I Average velocity 2.552(Ft/s) Flow width (from curb towards crown)— 9.105(Ft.) I . :- I - 1 I •-. - -- 111111111111111111111111111 l 1111111111111 I lit 1111111111111(1111111111 1 Process from Point/Station '- 131.000 to Point/Station- 130.000 -. **** CONFLUENCE OF MINOR STREAMS ****: 1 Along Main Stream number: 2 in normal steam number l Stream flow area 0.900(Ac'.) •, -. - Runoff from this stream = 2. 297(CFS)' ' Time of concentration - 14.05 min*'. 'Y - - - Rainfall intensity = 2 570(In/Hr) ' : I -1• Olt • ;... I I I 11111 I 1111.11111111111 i i 2 I I I 11.1 I 11111 liii I I 11111 III I I I 1111111111 Process from Point/Station 135.000 to Point/Station 130.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** I 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 - _•__J '_ I . -.- --. •-.. --: • - :- I • - ---j--- - -1 -.•--•.•-• H•••-, I 11111 I 11111 liii III I •, , 1II 111111 I 11 - - Process. from Point/Station 135.000'to Point/Station 130.000 **** CONFLUENCE OF MINOR STREAMS * * 1•. Along Main Stream number 2 in normal strea1ü number 2 . Stream flow area Runoff from this stream 1. 4 800(CFS) 40 Ait Time of concentration = 7 OOmii Rainfall intensity = 4.029(In/Hi) . . Summary of stream data: . . . . Stream Flow rate TC . Rainfall Intensity - No. (CPS) . (mm) -•. (In/Hr) . . - . . - -. .• . .... .. I 1 2.297 14.05 2.570 2 .4.800 7.00 . 4.029 Qmax(l) 1.000 * 1.000 * 2.297) 0.638 * 1.000 * 4.800) -i- = •. 5.359 . • Qmax(2) . . - . .. . 1.000 * . 0.498 2.297) +•• ... . S 1.000 * • 1.000 * 4.800)- 5.944 5. • Total of 2 streams to confluence: . . Flow rates before confluence point: •, . 2.297 . 4.800 Maximum flow -rates at confluence using above data: S 5.359 5.944 5 5 . .• S - . . Area of streams before confluence: . 0.900 • 0.910. . Results of confluence: . S •• . .. . . .•, Total flow rate = 5.944(CFS) . Time of concentration = 7.000 mm. . . . • • Effective stream area after confluence = 1.810(Ac.) I 1. I - I :.: I: :5 . -- I. iiiiii IllIllIllIllIl 111111111 I IlIlIllIllill 1111111 II 1111111 Process from Point/Station 130.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **' I Upstream point/station elevation 434.40(Ft.) Downstream point/station elevation 400.70(Ft.,) I Pipe length - 102.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow - 5.944(CFS) Given pipe size 18.00(In.) I Calculated individual pipe flow = 5.944(CFS) Normal flow depth in pipe 3.81(In.) - -. Flow top width inside pipe - 14.71(In.) Critical Depth = 11.29(In.) .. I Pipe flow velocity 21.75(Ft/s) - Travel time through pipe 0.08 mm. Time of concentration (TC) 7.08 mm. I I I I 1: I '.•l 11111 I I, 11111 II 'I II -'I 111111111 I I 'I I I 1111111111 'I I I' I 1111111' liii I III I• 11111 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 ' 5.944(CFS) Time of concentration 7.08 mm. Rainfall intensity - 4.001(Ih/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity' No. (CFS) (mm) (In/Hr) 1 129.909 39.12 1.328 - 2 '5.944 7.08 . 4.001. Qmax(l) = . . 1.000 * I.000 * 129.909) + 0.332 * 1.000 * 5.944) + -. 131.882 Qmax(2) = ' . •. , 1.000 * 0.181 * I29909) + 1.000 * 1.000* 5.944) + - 29.452 1 Total of 2 main streams to confluence: Flow rates before confluence point: 129.909 5.944- ' Maximum flow rates at confluence using above data: : 131.882 29.452 Area of streams before confluence: 174.190 1.810 Results of confluence: Total flow rate = 131.882(CFS) ' Time of concentration 39.115 mm. 0 Effective streamstream area after confluence 176.000(Ac.) . End of computations, total study area = . . '176.00 (Ac.) . 1 '•O , ', 0• , , .0 , 1 0, ': •.,:.. 0' - ': i I I I I 1 :. I. I. H H I H I - * * - 1.* * . I . .+. I . * I 1 .. - - .. -• -: - - - - -- I I, 11111111 I1IIIIIIIIIII 111111 iIlII1IIIIIIIIIIIII II Process from Point/Station 273.000 to Point/Station , 272.000 - ****STREET0W TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top' of street segment elevation 505.360(Ft.) . ,. End of street segment.elevation - 502.210(Ft.) I Length of Street segment 250.000(Ft.) . , . S., • 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 7 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 .0.0150 , Manning's N from gutter to grade break 0.0150, '- - - I . Manning's N from grade break to crown = 0.0160 •- Estimated mean flow rate at-midpoint ofstreet = k 3.177(CFS) Depth of flow = , 0.344(Ft.) Average velocity 2.694(Ft/s) I Streetflow hydraulics at midpoint of street travel: , . '• Halfstreet flow width 10.376(Ft..) Flow velocity = 2.69(Ft/s) I Travel time 1.55 min. TC.= 22.96 ' mm. Adding area flow tO' street User specified 'C' value of 0.950 given for, subarea - - I Rainfall intensity 1.873(In/Hr) for 'a 10.0 year storm Runoff coefficient used for sub-area,. Rational method,Q=KCIA, •C = 0.950 .Subarea runoff = 0.712(CFS) for 0.400(Ac.) -. Total runoff 3.492(CFS) ;Total.area 1.80(Ac.) . I Street flow at end of Street 3.492(CFS) . •' . -: Half Street flow at, end of Street - 3.492(CFS) • ' . •. • ' .- * Depth of flow 0.353(Ft.) • . .. . ', . I Average velocity ' 2.739(Ft/s) , Flow width (from curb towards crown)—' 10.826(Ft.) I ' , , • i z ' '., I .' : .'' . • . 'S tilll 1111111111111111111111111111111111111111111 i iilllll 111111111111 Process from Point/Station 272:000 to Point/Statioi 271000 **** 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 O(In ) Width of half street (curb tocrown) 53 000(Ft ) Distance from crown to crossfall grade bre'ak - 51 500(Ft ) Slope from gutter to grade break ('.r/hz) 0.083 Slope from grade break to crown (v/hz) - 6:020, Street flow is-on [1] side(s) of the stIeet - f,4 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 - 4 306(CFS) Depth of flow - 0 332(Ft ) Average velocity , 4.070(Ft/s) - - Streetflow hydraulics at midpoint of street travel Halfstreet flow width 9.775(Ft.) -. Flow velocity 4 07(Ft/s) Travel time .1.76 mm. TCt_ 24.72 mi • Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity = 1 786(In/Hr) for a 10 0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C '-' 0.450' Subarea runoff 1 425(CFS) for ' 0 840(Ac ) Total runoff = 4 917(CFS) Total area = 2 64(Ac ) Street flow at end of street = 4.917(CFS) Half street flow at-end of:streét= - 4.917(CFS) Depth of flow— 0.344(Ft.) Average velocity = 4.163(Ft/s) • - Flow width (from curb towards crown)— 10.385(Ft.) • . - .*-• - ,• - - 1 I I I - •IV I- liii, UI 111111111111 i-I--I-Il I U 11111111 I-I- 4-I--lIlt 11111111.1,1 111111111111 liii Process from Point/Station 271.000 tó.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 595.000(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 V Cutter width 1.500(Ft.) V V Cutter hike from flowline 2.000(In.) Manning's N V in gutter 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown 0.0160 V Estimated mean flow rate at midpoint of street 5.597(CFS) Depth of flow 0.330(Ft.) V - Average velocity 5.372(Ft/s) - V V Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width 9.692(Ft.) V Flow velocity =- 5.37(Ft/S) V V V V Travel time 1.85 min. TC 26.56 mm. Adding area flow to street V User specified 'C' value of 0.950 given for subarea V Rainfall intensity = V 1.705(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff 1.182(CFS) for 0.730(Ac.) Total runoff = 6.099(CFS) Total area 3.37(Ac.) V Street flow at end of street 6.099(CFS) V Half street flow at end of street V 6.099(CFS) Depth of flow = 0.338(Ft.) - Average velocity = 5.450(Ft/s) V V V Flow width (from curb towards crown)= 10.082(Ft.) V -• V •• V I - I I I I Li I I I I I I S .• I I liii (It I I I I (II II I-I-I-I 11111111 Ii II III II I II 111111111111111111 111tH Process from Point/Station 270.000 to Poin/Station 200!'000 **** PIPEFLOW TRAVEL TIME(TJser specified size) 4 Upstream point/station elevation = 449:10(Ft.) . ...- -4, Downstream point/station elevation'— 413.75(Ft.) - Pipe length - 101'.00(Ft.) Manning's N0.013 No. of pipes— 1 Required pipe flow • "6.099(CFS) • . • Given pipe size 18.00(In..) Calculated individual pipe flow 6.099(CFS) " Normal flow depth in pipe - 3.814(In.) Flow top width inside pipe - 14 70(In ) Critical-Depth 11.45(In.). 4. • Pipe flow velocity 22.36(Ft/s) • : I Travel time through pipe 0.08 min. Time of concentration (TC) 26.64 min. 4 4' I . - 4 ;_•. . ..•••4' :i-. ., ' .? - 4 . ,'(• -. 4' .;$.. C- ' • - •. .4. . - .• 4) .-- • - . 4, - .i ; .... 4 •; , - 4 -. ft - .•••• . 4 .. • - 4., - ,•. S -. - 4. 4 4 -, r - '' - • -: • - '. .' - •, 4 " , .' S • ;. 4 . 44.4 4.4', 4 •-,:"f . 'Y .4.4 • 44 1 . - • - S 4 -. . . - $ $ . :1 $ '• • - • S p I 1 Process from Point/Station 270.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: .2 Stream flow area 3.370(Ac.) Runoff from this stream 6.099(CFS) Time of concentration 26.64 mm. Rainfall intensity 1.702(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) . (mm), (In/Hr) 1 26.894. 19.07 ' 2.111 2 6.099 .26.64 1.702 . Qmax(l) . 1.000 * 1.000 * 26.894) + 1.000 * 0.716 * .6.099) + 31.261 Qmax(2) . . . 0:806 * 1.000 * 26.894) + 1.000 * 1.000 * 6.099) + 27.778 Total of 2 main streams to confluence: . Flow rates before confluence point: 26.894 6.099 Maximum flow rates at confluence using above data: 31.261 27.778 Area of streams before confluence: , 20.140 3.370 . Results of confluence:. . Total flow rate 31.261(CFS). Time of concentration = 19.070 min. Effective stream area after confluenáe = 23.510(Ac.) End of computations, total study area - 23.51 (Ac.) 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 Rational Hydrology Study Date: 01/01/80 ------------------------------------------------------------------------ I PALOMAR AIRPORT ROAD HYDROLOGY •, AREA 3; Q 10; STATION 220+90' 4 •,, I FILE NAME: 3PAL10 ,• - I LTMV REVISED: 9/27/90 , ********* Hydrology Study Control Information ********** -- P & D Technologies --'S/N' 558 oF ------------------------------------------------------------------------- I Rational hydrology study storm event year is . 10.0 • Map data precipitation entered: - I 6 hour, precipitation(inches) - 1'.900 24 hour precipitation(inches) 3.250 Adjusted 6 hour precipitation (inches) 1.900. P6/P24 - 58.5%' I 'San Diego hydrology manual 'C' values used 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 - 363 I Element Points and Process used between Points Number Upstream Downstream •, Process - - 1 350.000 340.000 Initial Area I 2 340.000 330.000 Pipeflow Time(user inp) 3 330.000_1320.000', , Pipeflow Time(user inp) 4 .320.000 300.000 7 Pipeflow Time(user inp) • End of listing ............• 1 - •. •'.:-.' i I - - - ••' I - • - - - - -- I uIIII,lII,Irprl,II,,lII,I,I,IiIIIII,Ir,iIIIIiiIIIII1)IluIiIIIIItIIIII. Process from Point/Station 350.000 to. Point/Station 340.000 **** INITIAL AREA EVALUATION -**** . ... . . - Decimal fraction soil group A 0.000 Decimal, fraction soil-group B - 0.000 . . Decimal fraction soil group "C —0.000 . . .. . s Decimal fraction soil group D - 1:000 . . . . . . [SINGLE FAMILY area type - .. . J ... . . Initial subarea flow distance - 1070.00(Ft.) . . Highest elevation •575.00(Ft.) . . . Lowest elevation - 512.50(Ft) . . .. . . . Elevation difference - 62.5'0(Ft) . . Time of concentration calculated by the urban . -. . areas overland flow method.(App X-C) -. . 17.98 min.. TC - [1.8*(1.l-C)*distance".5)/(% s.]ope"(1/3)] TC =[l.8*(l.l-O..5500)*(l070-.O0".5.)/(-.5.84'(1/3)] Rainfall intensity (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 .1 1 I I. -..:---..-:- -- 1 I I - Process from Point/Station 340.000 to Point/Station 330.000 ** PIPEFLOW TRAVEL TIME (User specified size)-**** I Upstream point/station elevation - 511.00(Ft.) Downstream point/station elevation - 500.40(Ft.) I Pipe length - 22.60(Ft.) Man ning's N 0.013 No. of pipes 1 Required pipe flow - 5.065(CFS) Given pipe size 18.00(In.) . Calculated individual pipe flow = 5.065(CFS) I Normal flow depth in pipe 3.23(In.) . Flow top width inside pipe - 13.82(In.) Critical Depth 10.39(In.) - I Pipe flow velocity 23.48(Ft/s) Travel time through pipe = 0.02 mm. . Time of concentration (TC) - - 18.00 mm. - 1 I 4 I i . . . . , I -I-I I 1111111 I I!,I 11111111111111111111 11111.11111,111,111111111,111 III II liii Process from Point/Statio 330.000 to Point/Station 320 000 **** PIPEFLOW TRAVEL TIME (User'specified size) *•***. Upstream point/station elevation - '500,. lo(Ft.) Downstream point/station elevatthn— 499.50(Ft.) -. Pipe length 105 70(Ft ) II, Manning's N - 0 013 No of pipes 1 Required pipe flow - 5 065(CFS) , Given pipe size 18 00(In ) 4 Calculated individual pipe flow - 5 065(CFS) Normal flMdepth in pipe 10.46(In.) Flow top width inside pipe .17.76(In.) Critical Depth 10 39(In ) Pipe flow velocity 4 75(Ft/s) Travel time through pipe 0 37 mm - Time of concentration (TC)— 18-.37. min., : ¶ 4 I I I I I 1 I 111111 HIt lilt I I--I 111111 111111111 U I I liii III U 1111 1111111 111111 iii I Process from Point/Station 320.000 to Point/Station 300.000 **** PIPEFLOW TRAVEL TIME (User specified size) **' I Upstream point/station elevation - 499.20(Ft.) Downstream point/station elevation 483.20(Ft.) I Pipe length 80.00(Ft.) Manning's N - 0.013 No. of pipes 1 Required pipe flow - 5065(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 5. 065(CFS) I Normal flow depth in pipe - 3.99(In.) Flow top width inside pipe 14.95(In.) Critical Depth - 10.39(In.) I Pipe flow velocity 17.37(Ft/s) 0 Travel time through pipe 0.08 mm. Time of concentration (TC) - 18.45 mm. End of computations, total study area 4.20 (Ac.) I I 1 I I I I I I I.0 I. :. San Diego County Rational Hydrology Program U CivilCAD/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: 01/01/80 I PALOMAR AIRPORT ROAD HYDROLOGY AREA 4A1; Q 10; STATION: 196+25 FILE NAME: 4APA10 .. - I LTMV REVISED: 9/28/90 ********* Hydrology Study Control Information I . . I P '& D Technologies - SIN , 558 . I Rational hydrology study storm event year is 10.0 Map data precipitation entered: S I 6 hour, precipitation(inches) 1.900 24 hour precipitation(inches) . 3.250 Adjusted 6 hour precipitation (inches) - 1.900 P6/P24 58.5% 5 I San Diego hydrology manual 'C' values used 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 - 356 I Element Points and Process used between Points Number Upstream Downstream Process - 1 499.000 498.000 Initial Area I 2 498.000 497.000 Street Flow + Subarea 3 497.000 496.000 Street Flow + Subarea 4 496.000 495.000 Street Flow + Subarea I 495.000 494.000 Street Flow + Subarea 6 494.000 - 493.000 Street Flow + Subarea End of listing............... I .. -. • -, U .S. I .';,--• I - I I I III (4 liii t 1111111111 Iii tilt II II Ii Il I 111111 11111111 11111111.11 FH Process from Point/Station 499.000 to Point/Station 498.000 **** INITIAL AREA EVALUATION**** . . User specified 'C' value of 0.'.950 given for subarea H Time of concentration computed by the . natural watersheds nomograph (App X-A) S TC [11.9*length(Mi)A3)/(elevation change)]".385*60(min/hr) + user specified time. of. 10.00 mm. . . Initial subarea flow distance - 466.50(Ft..) Highest elevation.— 510.94(Ft.) Lowest elevation elevation 507.85(Ft.) 5 5 H Elevation difference 3.09(Ft.) S S * TC[(ll.9*0.0884A3)/( 3.09)]'.385 6.12 + 10.00 mm. 16.12 thin. Rainfall intensity (I) = 2.353a 10.0 year storm . S -for Effective runoff coefficient used for area (Q=KCIA) is C— 0.950 Subarea runoff =. 2.772(CFS) Total initial stream area 1.240(Ac.) I I I I I I I I I 1;. 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 crossfâll 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 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 = 3.644(CFS) Depth of flow 0.277(Ft.) Average velocity 2.018(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 9.120(Ft.) - Flow velocity - 2.02(Ft/s) Travel time 2.35 mm. TC 18.46 min. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity 2.156(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff -- 1.597(CFS) for 0.780(Ac.) Total runoff 4.369(CFS) Total area - 2.02(Ac.) Street flow at end of street - 4.369(CFS) Half street flow at end of street - - 2.185(CFS) Depth of flow 0.293(Ft.) Average velocity - 2.079(Ft/s) Flow width (from curb towards crown)= 9.898(Ft.) Ill till ii i-i illil ii i i I ii I i iii Ill-I-I ii till II 111111 iii iii 11111111 II lilt I 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 (ir/hz) - 0.083 : Slope from grade break to crown (v/hi) '-. 0,020171 1 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 - 5.364(CFS) Depth of flow 0.276(Ft.) Average velocity 3.007(Ft/s) . . . . . . Streetflow hydraulics at midpoint of. 'street, travel: Halfstreet flow width - 9.060(Ft.) . . . . Flow velocity = 3.01(Ft/s) Travel time 1.68 mm. TC - 20.14 ' mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea , Rainfall intensity - ,. 2.038(In/Hr) fora . 10.0 year storm Runoff coefficient used for sub-area, Rational metho4,Q=KCIA, C 0.950 Subarea runoff = ' 1.781(CFS) for 0.920,(Ac.) Total runoff - 6.151(CFS) Total area - 2.94(Ac.). Street flow at end of street - 6.151(CFS) Half street flow at end of street'— 3.075(CFS) Depth of flow - 0288(Ft.) Average velocity = 3.074(Ft/s) . . Flow width .(from curb towards crown)— 9.640(Ft'.) . I II 11111111 ItI iii i-i 11111 ii liii IIIIIIIIIIIIIItIIIIIJ 1111111.111 I I II If1t Process from Point/Station 496.000 to Point/Station 495.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation 498.870(Ft.) End of street segment elevation 491.170(Ft.) , I 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.) I 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 Street flow is on [2] side(s) of the street I 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 - ; 6.904(CFS) Depth of flow 0.280(Ft.) Average velocity 3.719(Ft/s) I Streetflow hydraulics at midpoint of street travel: - Halfstreet flow width - 9.257(Ft.) Flow velocity - 3.72(Ft/s) .. I Travel time - 1.10 mm.' 'TC—, 21.23 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity.— 1.970(In/Hr) for a 10.0-year storm I Runoff coefficient used for sub-area, Rational method,Q—KCIA, C - 0.950 Subarea runoff - - 1.347(CFS) for 0.720(Ac.) Total runoff - 7.498(CFS) Total area - - 3.66(Ac.) I Street flow at end of street - 7.498(CFS) Half street flow at end of street --. 3.749(CFS) Depth of flow 0.287(Ft.) I Average velocity - 3.770(Ft/s) . Flow width (from curb towards crown)—, 9.609(Ft.) I •__i___, I. I ----: - •-•. . 4,.- . .-. .-.. .... .1_. .. 4 Ii III 11111111 I'I I I 1111111.111111 I tIll I' II ,I I I I I hit 1111111_I 'IllIlhillI I -Process from Point/Station 495.000 to-Point/Station . 494'006 .**** 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 gutter flowline - 6 O(In ) Width of half street (curb tocrowii) '' 53.000(Ft.) Distance from.crwn Ito crossfall grade break - 51.'500(Ft.) Slope from gutter to grade bre'àk'(/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 .. " . Cutter width 'l.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 -'Q.0180 Estimated mean flow rate at midpoint of street'= 8.194(CFS) Depth of flow 0.283(Ft.) Average velocity 4.274(Ft/s) Streetfiow hydraulics at midpoint ',;f street travel: '. .. . Halfstreet flow width - 9.420(Ft.) Flow velocity - 4.27(Ft/s) Travel-time.- 0.97 mm. - TC - 22.21 - mm. Adding area flow-to. street User specified 'C" value of 0.950 given for subarea -. Rainfall intensity . 1.913(In/Hr) for a 10.0 year storm, ; Runoff coefficient used for' sub-area, Rational method,Q-KCIA, C = 0.950 Subarea runoff- 1.236(CFS) for' t O,680(Ac.) Total. runoff 8.734(CFS). Total area'- 4.34(Ac.) ' Street flow at end of street 8.734(CFS) Half street flow at end of street - Depth of flow -. '. 6T289(Ft.) Average velocity- 4319(Ft/s): 'Flow width (fiom curb towards crown)- 9.694'(Ft.) I I IIIlIIIIIIIILI-4 HIII Iltill IItltIIIH 111111 I 11111 Process from Point/Station 494.000 to Point/Station 493.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation - 480.900(Ft.) End of street segment elevation 469.190(Ft.) I Length of street segment 325.000(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.) 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 [2] side(s) of the street I Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) 0.021 Cutter 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 - 9.760(CFS) Depth of flow 0.305(Ft.) Average velocity 4.168(Ft/s) I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 10.486(Ft.) Flow velocity - 4.I7(Ft/s) I Travel time =- 1.30 mm. TC 23.51 mm. Adding area flow-to street S User specified 'C' value of 0.950 given for subarea Rainfall intensity 1.845(In/Hr) for a 10.0 year storm I Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff 1.787(CFS) for 1.020(Ac.) Total runoff = 10.521(CFS) Total area 5.36(Ac.) I Street flow at end of street - 10.521(CFS) Half street flow at end of street - 5.261(CFS) Depth of flow 0.312(Ft.) : I Average velocity 4.224(Ft/s) Flow width (from curb towards crown)— 10.836(Ft.) End of computations, total study area - - 5.36 (Ac.) I S. -- I I I I San Diego County Rational Hydrology Program CivilCADD/CivilDE5IGN Enineerin 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 01/01/80 PALOMAR AIRPORT ROAD HYDROLOGY AREA 4; Q.lO; STATION: 184+85.. . - FILE NAME: 4PAL10 LTMV REVISED 9/28/90 ********* Hydrology Study Control Information ********** P & D Technologies - S/L 558 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 ************ Element Capacity Space Remaining. 341 Element Points and Process used between Points Number Upstream Downstream. Process 1 469.000 460.000 Initial Area 2 460.000 440.000 Pipeflow Time(user .inp) 3 460.000 440.000 Main StreamConfluence 4 493.000 * 449.000 Initial Area 5 449.000 448.000 Street Flow + Subarea 6 448.000 447.000 Street Flow + Subarea 7 447.000 440.000 Street Flow + Subarea * 8 447.000 440.000 Main Stream Confluence 9 450.000 • 451.000 Initial Area 10 451.000 . 440.000 - Street Flow + Subarea 11 451.000 440.000 Main Stream Confluence 12 440.000 420.000 Pipeflow Time(user inp) 13 440.000 420.000 Main Stream Confluence 14 450.000 431.000 Initial Area 15 431.000 420.000 Street Flow + Subarea 16 431.000 420.000 Main Stream Confluence 17 493.000 429.000 Initial Area 18 429.000 428.000 Street Flow + Subarea 19 , 428.000 427.000 Street Flow + Subarea 20 427.000 420.0OO Street Flow + Subarea 21 427.000 420.000 Main Stream Confluence 22 420.000 400000 Pipeflow Time(user inp) End vi.. £iscing............- - I I I n I I I I I I I I I I I I I t V .' V :- I • I I 1(1111(1111 I I II (1111111 , it (TI III LIii II 11111 I II It t Process from Point/Station 469.000 to Point/Station 460.r000 **** INITIAL AREA EVALUATION **** '.. . Decimal 'fraction soil group A - O.00O 1 .V • V Decimal fraàtion- sOil group B4 - 0:000 Of - Decimal fraction soil group C 0.i000 Decimal fraction soil group D - 1 000 t [SINGLE FAMILYVarea.typ 1]'. '- Initial subarea 'flow distance 440.00(Ft.) Highest elvation -. 489.O0(Ft.) • ..Lowest-'elevation -',,450.00(Ft.), Elevation difference 39.00(-Ft.) Time of concentratiOn calctlated by the urban V areas overland flow method (App X-C)'-. V.1O.O31i.V'_ TC - [1 8*(l lC)*distanceA 5)/(% sli5e"(l/3)] ' •TC [l.8*(l.l0.5500)*(440.O0A.5)/( 8.86A(l/)] 10.03 ' - V T" - V V VRainfallintensity.(I) V 3.194 for a 10.0-year storm .• V V V • Effective runoff coefficient used for area' (Q-KCIA)' is Vt.1 V V ••• .Subarearunoff-- •12.280(CFS) V V ' , V_V ••' Total initial-'stream area 6.990(Ac.) V V• V V VJ' • V ' V V V V V V _ • V • V V V V V V V V 1 V • V -- •V ', V; • "VVVVV It * : a :1) . V q V .VV.V V 'V V Jt V V:V V V V VJV • V' iV - V V • - V V - - - ''* V V V V•$ - • • V'* V V - V Vt - V V V V V V , V V•• - • V ,VVV V 4, •VV_V -b V ••V V • V4 •• V V • V V_V .• V V4VT V 4V V • 'VV V V V V V V - V V ' • V • :4' • V I V VV •V • • V V V V V V ',j4 VI Vt V • V • • V V)' • - V • V.•' : V •V .V,: V V ,,, V V I I I I I 1111111 II I II II 111111 I I I I II I I I I I Ij III I liii! I I II I III I III 1111111 111111 Process from Point/Station' 460.000 to Point)Station 440 000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed • in Main Stream nurnber 1 - Stream flow area = 6.99O(Ac) • . -: -; Runoff from thi stream - '12.280(CFS) Time of concentration - 10.19 mm.; Rainfall intensity 3 162(In/Hr) Program is now starting with Main Stream No 2 . --- -. ' .- :41 .-• - • -- .- - - - - I S - • I.. -, i I I J. I I I '• - I - _ ;%_-• -- •t - • - - - 4 I I I I * I 4 - 'I - I IIIItttIltiIIIIIIuItIIlIIHIIIIIuIIIIlIIIIIIIIIIIIIIIIIIIIIIIIHIIJIII Process from Point/Station 493.000 to Point/Station 449.000 . **** INITIAL AREA EVALUATION **** S User specified 'C' value of 0.950 given for subarea Time of concentration computed by the - S natural watersheds nomograph (App X-A) TC - [11.9*length(Mi)A3)/(elevation change)]A.385 *60(min/hr) + user specified time of 10.00 mm. - Initial subarea flow distance - 320.00(Ft.)' Highest elevation - 472 95(Ft ) Lowest elevation - 466 04(Ft ) Elevation difference = 6.91(Ft.)' TC=[(11.9*0.0606A3)/( 6.91)]".385= 2.90 + 10.00 mm. 12.90 mm. Rainfall intensity (I) - 2.716 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) isC 0.950 Subarea runoff = 0.980(CFS) Total initial stream area - 0.380(Ac.) IllIllillI 111111 tI II1IIIIlII IltIuIIIIlIIIIIllII IIIIIIlIIII 1111(11 i;i iii Process from Póint/Statión ' 449.000 toPoint/Station 448.000. **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation— 466040(Ft.) End of streetsegment elevation - 463.340( Ft.)'. Length of street segment - 300..000(Ft.) 5 . Height of curb above gutter flowl-inè -' 6.0(In) .5 . Width ofhalf street (curb to crown) - 53.000(Ft.) . Distance from crown to crossfall grade break - 51.500(Ft.) 5 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 - 10000(Ft.) -Slope from curb to property line (v/hz) O02O P Gutter. width 1.500(Ft,) . . . . Gutter hike from flowline -- 51.500.(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 - l.729(CFS) Depth of flow 0.275(Ft.) Average velocity = 1.968(Ft/s) . Streetflow hydraulics at midpoint.of street travel: Halfstreet flow width - 8.985(Ft.) Flow velocity - - 1.97(Ft/s) Travel time 2.54 miü. TC - 15.44 min. Adding area flow to street - ..User specified 'C' value of 0.950 givexi for subarea Rainfall intensity = 2.419.(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C —.0.950 Subarea runoff - 1.333(CFS) for 0.580(Ac.) Total runoff - 2.313(CFS) Total area - 0.96(Ac.) Street flow atend ofstreet - 2.313(CFS) . . Half street flow at end of street,— - 2.3-13(CFS) - Depth of flow-- 0.300(Ft.) - . Average velocity = 2.064(Ft/s) Flow width (from curb towards crown)-- 10.243(Ft.) -. S.: :- - I I Process from Point/Station 448.000 to -Point/Station 447.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation. 463.340(Ft.) End of street segment elevation . 460.640(Ft.) I Length of street segment 300.000(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) - 0.020 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 - 2..904(CFS) Depth of flow 0.321(Ft.) .. Average velocity - 2.149(Ft/s) .. . I Streetflow hydraulics at midpoint of street travel: . Halfstreet flow width 11;313(Ft.) . . Flow velocity 2.15(Ft/s) . .I Travel time .- 2.33 mm. . .TC 17.77 min. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity 2.209(In/Hr) for a 10.0 year storm I Runoff coefficient used for sub-area, Rational method,Q—KCIA,. C = 0.950 Subarea runoff 1.028(CFS) for, 0.490(Ac.) Total runoff = 3.342(CFS) Total area = 1.45(Ac.) * I Street flow at end of street 3.342(CFS) . Half street flow at end of street '-- 3.342(CFS) Depth offlow 0.335(Ft.) . . . . . Average velocity 2.205(Ft/s) . I Flow width (from curb towards crown)— 12.017(Ft). I 1 .--...-..,. . I .,.-. I -: ,. -- -- I ,..-. ..,. I IllilIlIll I (111111 2 ff LI-- Ill I I I 11111111 4 ii 1,1 II I IllIllIlIllIlIll I 11111 Process from Point/Station 447O00 to .Pofnt/Station '4'40".000 * **** STREET FLOW TRAVEL TIME +"SUBAREA FLOW ADDITION **** Top of street segment elevation - 460 640(Ft ) End of street segment elevation - 457.990(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 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 ' Street flow is On [1] side(s) of the street Distance from curb to property line"— ;10.000(Ft : Slope from curb to property line (v/hz) 0.020 -- Gutter width = 1.500(Ft,) Gutter hike'from flowline - 1.500(In.) Manning's N in.gutter 0.0150 Manning's Nfrom gutter to grade break 0.0180 Manning's N from grade break to crown ',0.0180 - :Estimated-mean flow ratè at midpoint of street : 3.895(CFS), Depth of flow - 0.355(Ft:.) Average velOcity 2..209(Ft/s) - • :, - Streetflow hydraulics at midpoint of street 'travel: Halfstreet flow width - 13.007(Ft.) Flow-velocity - 2.21(Ft/s). ' Travel time 2.38 min. TC - 20.15 * mm. Adding area flow to street I -User specified 'C' valueof 0.950giien for subarea • '. * Rainfall intensity 2.038(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational rnethod,Q—KCIA, C = 0.950 Subarea runoff • 0.929(CFS) for 0.480(Ac.) • V Total runoff • 4.271(CFS) Tota1area 1.93(Ac.) .• Street flow at end of street - 4.271(CFS) • • S Half street flow at end of street— 1 4.271(CFS) Depth of flow - 0.365(Ft.) - Average velocity - 2.249(Ft/s) • , S - - Flow width (from curb towards crown)— '13.519(Ft.) - 5 I 4 4 1 44 5 4 .4 I I liii - I- I I Itt I 111111 II 11111(1111111111111-il 111(111111 1111111111 11111111 1 450000 to Point'/Station 451 000 Process from Point/Station `-450'000 **** INITIAL AREA . EVALUATION -, ' - 4 .••' * "'4' 4' 4 User specified 'C' value of 0.-950 given for subarea Time of concentration computed by the, natural watersheds nomograph (App X-A) .- . TC -' [ll.9*length(MiY43)/(elera,tion change) ]".385 *60(-min/hr) t user specified time of .10.00 mm. "'. •, .. ..',. . ,' . S . . Initial subarea flow distance. 517.00(Ft.).. Highest elevation - 469.26(Ft.) . " •'.'. . Lowest-elevation -463.53.(Ft.) Elevation- difference-- 5.73(Ft.) .- . . ,. -,- . • .. TC[(11.9*009793)/( 573)]A.385_ 5.43 + ',lO.00.miri. '15.43 ,min. - Rainfall intensity (1) '-,' 2.420 for a 10.0 'year storm. * Effective runoff coefficient used for'area (Q—KCIA) -iè C - 0.950 Subarea runoff - %'1.609(CFS) Total initial streàm4area.— 0;700(Ac.)- I - I I S * ' : ' • - - ' '. . I'- I * ' •. - - - - - •• -. - I 'S. I I I 4 -5 I . Process from Point/Station451.000 to Point/Station ,440.000- STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation - 463.530(Ft.) End of street segment elevation -. 457.990(Ft.) I Length of street segment -: 385.000(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.) 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 [1] side(s) of the street - I Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 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 2.311(CFS). Depth of flow 0.279(Ft.) Average velocity 2.510(Ft/s) I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 9.216(Ft.) Flow velocity 2.51(Ft/s) . I Travel time - 2.56 mm. TC 17.99 mm. Adding area flow to street . User specified 'C' value of. 0.950-given for •subarea Rainfall intensity 2.192(In/Hr) for a 10.0 year. storm. * I . Runoff coefficient used for sub-area, Rational method,Q=KCIA,C = 0.950 Subarea runoff 1.270(CFS) for 0.610(Ac.) Total runoff = 2.880(CFS) Total area 1.31(Ac.) I Street flow at end of street 2.880(CFS) Half street flow at end of street =. 2.880(CFS) Depth of flow - 0.298(Ft.) . I Average velocity 2.603(Ft/s) . . . Flow width (from curb towards crown)— 10.173(Ft.) I I 1 I ' 4 1 11111111 IIIIIIIuI ! IllilIllIl 11111111 liii Process from Point/Station * 451.'000," liii Ill III I (Iii! 1111111111 II to Point/Station' 440 000 **** CONFLUENCE OF MAIN STREAMS ****' .• - ••.. - -S - •:--- -- .- .. - ... The following data inside Main Stream is listed: In Main Stream number 3 Stream flow area 1 310(Ac ) Runoff from this stream 2 880(CFS) Time of concentration - 17.99 mm. Rainfall intensity - 2 192(In/Hr)' .5 Summary of stream data: • - . Stream Flow rate TC Rainfall Intensity No. (CFS). - (mjn) -. . . .. (In/Hr) 1 12.280 10 19 1.162 2 4.271 20.15 2.038 •. . 3 2.880 17.99 2:192. •. - •. Qmax(1) - 1.000 * l'OOO * 12.280) + 1.000* 0.506 * 4.271) + - .1. 000 * 0.567 *. 2.880) + - 16.073 Qmax(2) 1 0.644 * 1.000* . 12.280) 1.000 * - 1.000 * 4.271) + 0.929 *. 1.000 * 2.880) + -- 14.861 Qmax(3) 0.693 * 1.000* .12.280) + . * .... 1.000 * 0.893 * 4.271) 1 000 * 1 000 * 2.880)_ + + . 15 207 Total of 3. main streams to confluence: Flow-rates before confluence point: - - 12.280 - --.4.271 2.880 . • . . - Maximum flow rates at confluence using abOve data:- . 16.073 14.861 t 15.207- 4. Area of streams before confluence: - • .6.990 1.930. . 1.310 Results of confluence: - - • - .- - Total flow-rate i6.073(CPS) Time of concentration - 10.194 min.- • Effective stream area after confluence - 10.230(Ac.) . • -- I ---I 4 I I 41 I 11111 II I I I III.I 11111 I 111.11 III III 111111 11111111 IIIIII 11,1111111111 ! Process from Point/Station 440 000 to Point/S tatioi ," 420.'000. '**** 'CONFLUENCE OF MAIN STREAMS - . - t 'The following data inside Main Stream is listed: In Main Stream number 1 ' * Stream flow area 10 230(Ac ) * 4 - I Runoff from this stream - 16.073(CFS). r Time of concentration 10 37 inih. - --•' --,. Rainfall intensity 3.127(In/Hr): •. - .,.i • ' - Program is now starting with Main Streani No.'. 2. - -. -- - - •.-- ,-'C - .-'--... -t --- H. - - - S • S • , -S -I .,• , . 5 I • .- - - -5-,. . • S .- .- * - 4 I I.. I II I 111111111 111111 1111111 111111111 I Process from Point/Station 450.000 to Point/Station 431;000 I ****.INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given forsubàrea Time of concentration computed by the I natural watersheds nomograph (App X-A) TC - (11.9*length(Mi)3)/(elevation change) ]A.385 *60(min/hr) + user specified time of 10.00 min. I Initial subarea flow distance - 517.O0(Ft.) Highest elevation - 469.26(Ft.)' Lowest elevation 463.53(Ft.) Elevation difference 5.73(Ft.) I TC[(11.9*0.0979'3)/( 573)]A 385 5.43 + 10.00 min. = 15.43 mm. Rainfall intensity'(I) 2.420 for a 10.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C 0.950 I Subarea runoff 1.655(CFS) Total initial stream area :0720() I 1 I * I I I I HI 1 1. H, 11111 I 11111,1 ii $111111 11111111 III I I 11111111111 I I III I I I Iii Process from Point/Station 431 V• OOOto Poiht/Station 420.000 **** STREET. FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation — 463."530 (Ft.) . End of street segment elevation - 457.990(Ft.) . Length of street segment — 385.000(Ft.) Height of curb above gutter flowline —, •. 6.0(Iñ) 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 V Street flow is on [1] side(s) of the street . V Distance from curb to property line,— 6:000(Ft..) Slope from curb to property line (v/Iz)— 0.020 Gutter width — 1.500(Ft,) . Gutter hike fromflowline. 1:500(In.) Manning's.N in gutter 0.0150 Manning's N from gutter to grade break 0.0180 V Manning's N from grade break to drown — 0.0180 Estimated mean flow rate at midpoint of street— 2.322(CFS). Depth of flow — 0.280(Ft.) V Average velocity 2.512(F/s) . V Streetflow hydraulics at midpoint of street travel: Halfstreet flow width — 9.236(Ft.) - Flow velocity 2.51(Ft/s). Travel time — 2.55 mm. TC 17.98 min.: . •V V Adding area flow to street * V V V V V V User specified 'C' value of 0.950 given for subarea .Rainfall intensity = V 2.192(In/Hr) for a 10.0 year storm V Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff 1.208(CFS) for- 0.580(Ac.) V V Total runoff — 2.863(CFS) Total area — 1.30(4c.) . V Street flow at end of street 2..863(CFS) V V Half street flow at end.of street = 2.863(CFS) V V . V V Depth of flow 0.298(Ft.) Average velocity= 2.601(Ft/s) V. .. Flow width (from curb towards crown)— 10.147(Ft.) V V I I I 'IV I -, -. V VV• ... I I 11111 I 1111111 I II !.I 1111111111 III liii I 111111111 111111111.111111111 IIIIII - Process from Point/Station 493.000 t0Potht/Station . 429.000 ,**** INITIAL AREA EVALUATION **** - • User specified 'C' value of 0.950 given for subarea - Time of concentration computed by the ' natural watersheds nomograph (App LA) . • , TC [11.9*length(Mi)A3)/(elevation change)]".385 *60(min/hr) • • + user specified time of.'-10.00 mm. • • 4- .. • Initial subarea flow distance - ,320.00(Ft..) - - • •. Highest elevation 472.95(Ft.) - - Lowest elevation - 46604(Ft.) Elevation difference— 6;91(Ft.). TC_[(11.9*0.0606A3)/( 6.91)]".385— 2.90-+ .lO.O0 min.. -- 00 mm. .12. Rainfall intensity (I)— 2.716 for a - 10.0 year storm - Effective runoff coeffièient used for area (QKCIA) is C = 0.950. Subarea runoff 0.903(CFS) -. - Total initial stream area = • 0.350(Ac.) - '4- - I S • . - - • S •_ - • -- - - - - • - --S .-.--. 4 I - .. . •• • - - 5;. °-- - - - S • I -1 .;. • :•' • .1 I - -• • .• - - S • - 5- I 5 - - - -• S - -. S - - • •. •. . I, * I 111111111111 thu IliH 1111 lllilllllhll lillllllhiIIIlilli 1111111 IHilhl Process from Point/Station 429.000 to Point/Station 428.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation 466 040(Ft ) End of street segment elevation 463.340(Ft.) I Length of street segment - 300 000(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 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) - 0.020 Gutter width 1 500(Ft ) I Cutter 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 - 1 445(CFS) Depth of flow 0 260(Ft ) Averge velocity 1 915(Ft/s) I Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 8 267(Ft ) Flow velocity - 1 91(Ft/s) I Travel time 2.61 min. TC 15.51 mm Adding area flow to. street User specified 'C' value of 0.950 given for subarea . . I Rainfall intensity 2.412(In/Hr) for a 10.0 year s€orm Runoff coefficient used for sub-area, Rational method,QKCIA, C 0.950 Subarea runoff = 0 962(CFS) for 0 420(Ac ) Total runoff 1.86.5(CFS) Total area - 0.77(Ac.) I Street flow at end of street - 1.865(CFS) Half street flow at end of street - 1 865(CFS) Depth of flow 0.281(Ft.) . I Average velocity - 1 992(Ft/s) Flow width (from curb towards crown)— 9 302(Ft ) I I I I ..- :.. . ,• I I 111111 I 11111 I I I I I I I.! I It I I I 1.1 I 1111111111111111111 I I I I 1111111 I 111111 I I I I Process from Point'Station 428.000 to Point/Statioh '427000 **** STREET FLOW TRAVEL TIME -I SUBAREA FLOW ADDITION Top of street segment elevation — 463.340(Ft,) . . End of street segment elevation - 460640(Ft.) '. . Length of street segment - 300.000(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 brak — 51.500(Ft.) Slope from gutter to grade break (v/hz) O.083— Slope from grade break to crown (v/h.'. 0.020: .. 'Street flow is on [1] side(s) of the street •• . Distance from curb to property line , '10 OOO(Ft.~) •. .. .. Slope from curb to property line (v/hz) — 0.020 -. • ' Gutter width 1.500(Ft.) . . ' •. Gutter hike from flóline— 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 gtreet 2.386(PFS) .., Depth of flow 0.303(Ft.) ' : - •s - Average velocity 2.075(Ft/s) . . •. A . . • Streetflow hydraulics at. midpoint of street travel: Halfstreet flow, width 10.385(Ft.) ' • ., Flow velocity 2.08(Ft/s) • . . . • Travel time 2.41 -min. TC — 17:92- mm. ." '•. Adding area flow to street :. '.. • User specified ''Cl value of 0.950. given for sübará. , . • ' Rainfall intensity 2.197(In/Hr) for a 10.0 year storm Runoff coefficient used for-sub-area, Rational ethod,Q=KCIA, C =m -0.950 ,Subarea runoff • 4 0.898(CFS) for 0.430(Ac) . . ' Total runoff— 2.-763(CFS) Tota1.are'— l.20(Ac.), Street flow at end of street . 2.763(CFS) . • • . . Half street flow at end of street • 2.763(CFS) Depth of flow '0.316(Ft.) Average velocity — 2.130(Ft/s) • • • Flow width (from curb towards- crown)—' 11'..073(Ft.) - • •• . . - . .• . • I tI lit ilittiuiiHl I 11111 111111 I 111111 111111111111111111 HI It' 111111 Fl II Process from Point/Station 427.000 to Point/Station 420.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation'—., 460.640(Ft.) End of street segment elevation 457.990(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 ) 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) - 0.020 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 meanflow rate at midpoint of street 3.292(CFS) , Depth of flow 0 337(Ft ) Average velocity 2 140(Ft/s) I Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width - 12.114(Ft.) Flow velocity 2.14(Ft/s) ' I Travel time - 2.45 mm. TC - ' 20.38' mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea ' I Rainfall intensity ' 2.023(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area,-Rational method,Q—KCIA, C 0.950 Subarea runoff = -' 0.884(CFS) for 0.460(Ac.) Total runoff - . , 3.647(CFS) Total area I Street flow at end of street 3 647(CFS) Half street flow at end of street = 3.647(CFS) Depth of flow 0.348(Ft.) I Average velocity 2.181(Ft/s) ''• ' ' . Flow width (from curb towards crown)— 12.651(Ft.)4 . ..- - I I I I I I I Process from Point/Station 427 00010 Point/Station' 420 000 ' **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Streaiüfs listed: .' InMainStramnumber: 3 " Stream flow area - 1 660(Ac ) $ Runoff from this stream 3 647(CFS) Time of concentration - 20.38in . Rainfall intensity - ' 2 023(In/Hr) ' Summary of stream data Stream. Flow rate TC , Rainfall Inténsit' - No (CFS) (mm) (In/Hr) I 1 16.073 10.37 -3.127 2 2.863 17.98 2.192 - 3 1.647 ---20.38L ' 2>023 4' Qmax(l) 1.000 * 1.000 * 16.07.j) + 4. 1.000 * 0.577 * 2.863) + .. 1.000 * 0.509 * 3.647)_ + - 19 580 Qmax(2) 0.701 * 1.000 * 16.073) + 1.000 * 1.000 * 2.863) + ; '' •' 1.000 * 0.883 * 3.647) 4.:.. 17 35O Qmax(3) .. 4 -0.647 * 1.000 * 16'.073) + 0.923.* 1.000* 2.863)+ •' ...- 1 000 * l.'00 O *,. 3 647) ~ ' l6 684 .-. I Total of 3 main streams to confluence. Flow rates beforeconfluence point ' I 16.073 2.863 3.647, Maximum flow rates at confluence using above data: -' • - - " 19.580- 17.350 16.684 Area of streams before confluence:' - '4 . '. • 10.230 1.300 ' 1.660 - , -• 4 r I Results of confluence: • - ' '' Total flow rate -' 19.580(CFS) : Time of concentration - 10.369 mm. 4 Effective' stream area after confluence 13.190(Ac.) 1 I I * I ½ I I iii It III I•I itl-tiit 11111 1111111 11111111,1111111111 I liii I 111111 I 111111111 Process from Point/Station 420.000 to Point/Station 400.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation 445.80(Ft.) Downstream point/station elevation 405.00(Ft.) I Pipe length 12000(Ft.) Manning's N 0.013. No. of pipes 1 Required pipe flow - 19.580(CFS) Given pipe size = 24.00(In.) I Calculated individual pipe flow 19.580(CFS) Normal flow depth in pipe - 6.25(In.) Flow top width inside pipe 21.06(In.) Critical Depth 19.09(In.) . I Pipe flow velocity - 30.10(Ft/s) Travel time through pipe 0.07 min.. Time of concentration (TC) - 10.44 mm. End of computations, total study area 13.19 (Ac.) I I. ..•: •••,': I I .. . ., ..'. . I I . . . •, It ';_• I .:.. , H•.' I' San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on . 1 .San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: ,01/01/80 ------------------------------------------------------------------ I PALOMAR AIRPORT ROAD HYDROLOGY AREA 5A; Q 10; STATION 164+85 •: FILE NAME: 5APA10 , I LTMV REVISED: 9/28/90 - - ------------------------------------------------------------------------ ********* Hydrology Study Control Information .********** p & D Technologies - SIN * 558 I Rational hydrology study storm event year is 16.0 - Map data precipitation entered: - I 6 hour, precipitation(inches)— 1.900 24 hour precipitation(inches) 3.250 Adjusted 6 hour precipitation (inches) 1.900 P6/P24 - • 58.5% - I San Diego hydrology manual 'C' values used . 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 - 354 I Element Points and Process used between Points Number- Upstream • Downstream Process 1 559.000 558.000 • Initial Area I 2 558.000 557.000 Street Flow + Subarea 3 557.000 • 556.000 Street Flow + Subarea 4 557.000 556.000 Main Stream Confluence I 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) I 554.000 556.000 Main Stream Confluence 10 • 556.000 555.000 Pipeflow Time(user inp)• End of listing ......... ..• • I •) . . H • H I I • .': .•*• I - I .• • •:••• •H'• I I • . _f'• . - . Process from Point/Station 559.000 to Point/Station 558.000 **** INITIAL AREA EVALUATION - .. • -. •. ft - User specified-ICI value of -0 .950'given for subarea - Time of concentration computedb.the . . . . ,. . . •. - natural watersheds nomográph,(AppX-A) TC [11.9*length(Mi)3.)/(elevation change) ]'..385 *60(min/hr) + user specified time of 1000 mm. . • . * . Initial subarea flow distance 522:00(Ft.) . Highest elevation 468.94(Ft.) • • Lowest elevation 463.19(Ft..) . • Elevation difference. .5.75(Ft.) • - TC[(11.9*0.0989A3)/( 575)]A 385 15.48 '+ 10.00 mm. 15.48 mm. *Rainfall intensity (I) 2.415 for.a 10:0 year storm - . •• * Effective runoff coefficient used for area (Q-KCIA) is C 0.950. -. Subarea runoff 1.789(CFSy - • : •. . Total initial stream area . 0.780(Ac.) - tf I . . •.* 1* • . . • ' • ' - .••** - I I -• •. • • . • -* - •- • i I I iiiiiiiiii liii I IllIllIllIll I 11111 I I lilt IllIllilill 11111111111 I. Ill 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.) End of street segment elevation - 453.720(Ft.) I 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 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 - 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 7 0.0150 I Manning's N from grade break to crown - 0.0160. Estimated mean flow rate at midpoint of Street.— 2.409(CFS) Depth of flow = 0.290(Ft.) . Average velocity - 3.495(Ft/s) I Streetflow hydraulics at midpoint of. street travel: . Halfstreet flow width Flow velocity = •3.49(Ft/s) • ., . . • I Travel time - 1.75 min. TC. = 17.23 mm. . • . • Adding area flow to street . User specified 'C' value of 0.950 given .for subarea I Rainfall intensity - . 2.254(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff 1.156(CFS) for. 0.540(Ac.) Total runoff = 2.945(CFS) Total area - 1.32(Ac.) I Street flow at end of street - .2.945(CFS) Half street flow at end of street -. 2.945(CFS) • Depth of flow - 0.306(Ft.).. . . . . - . .. I Average velocity - 3..595(Ft/s) • Flow width (from curb towards crown)— - 8.467(Ft.) I • . • .• -. .. .. I .. I •. I .1 ..• 111111311111111111111111111111111111111111111111111111111111111,IIIIII Process f-romPoint/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 - 6.0(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/hi) - 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 0.01604 Estimated mean flow rate at midpoint of street— ; 3.492(cFs) • -' Depth of flow 0.327(Ft.) . .. . Average velocity = 3.480(Ft/s) Streetflow hydraulics at' midpoint of stie.ét travel:' - Halfstreet flow width - 9.492(Ft.) - Flow velocity = 3.48(Ft/s) Travel time =.'- 1.51 mm. • TC 18.74 mm. .- Adding area flow to Street- . User specified 'C' value of 0.950 given for subarea Rainfall intensity - 2 135(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Raticnal 'methocl,Q=KCIA, C 0:950 Subarea runoff-- 0.994(CFS) for 0.490.(Ac) Total runoff = 3.939(CFS) - Total area = • '1.81(Aà.) Street flow at end of street '3.939(CFS) Half street flow at end of street.— • 3.939(CFS) - Depth of flow = 0.337(Ft.) • Average velocity = 3.550(Ft/s) - - - - - Flow width (from curb towards crown); .10.035(Ft.) i Ill illlillll Ill It ll liii 1111111 I4 +11 111111 I lilt Ill titi lilt 1111111111 Process from: Po' tht/Station 551.000Thto Point/Station 552.000 **** INITIAL AREA EVALUATION **** 1 I User specified 'C' value of 0 950 givenfor subarea Time of concentration computed by the - . .•. "- natüralwatershedsnomograph (AppX-A) ., -. . TC - (11 9*length(MiY3)/(elevation chang)]A 385 *60(min/h) + user specified time of 10 00 min Initial subarea flow distance - 522 00(Ft )' Highest elevation - 468.94(Ft.) . ' Lowest elevation .463.19(Ft.) Elevation difference - 5.75(Ft.) TC_[(11.9*0.0989A3)/( 75)]A 385 5.48+ 10.00 mm. 15.48niin.. _'5 .75) '10. Rainfall intensity (I) - .. 2.415 for a 0 year *storm-,.-.. . Effective runoff coefficient used for 'area (Q—KCIA) is. C— 0.950 Subarea runoff— 2.019(CFS) Total initial stream area - . 0... 880(Ac.). : - .•..•i - . ... , . . , 1 -• 4 - I 4 I 4 t I I I i i i i i i i i 1 111111111111111111 (111111111111111111111111111111111111 I 11111 Process from Point/Station 552.000 to Point/Station 553.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** I Top of street segment elevation- 463190(Ft.) . End of street segment elevation .= 453.720(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 ) 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) 391 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 ) 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 I Manning's N from grade break to crown— 0.0160 Estimated mean flow rate at midpoint of street - 2.. 730(CFS) Depth of flow - 0 294(Ft ) Average velocity - 3.797(Ft/s) * I Streetflow hydraulics at midpoint of street, travel: . . . Halfstreet flow width - 7.851(Ft.) Flow, velocity - 3.80(Ft/s) I Travel time - 1.38 mm. TC -. 16.87 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea I Rainfall intensity - 2.285(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 1.346(CFS). for 0.620(Ac.) Total runoff 3.365(CFS) Total area 1.50(Ac.) I Street flow at end of street - 3.365(CFS) ' Half Street flow at end of street Depth of flow = 0.311(Ft.) - I . Average velocity 3.913(Ft/s) Flow width (from curb towards crown)— 8 703(Ft ) I I I I I I I - liii (III 1111111 I'I IllIllIllIll 1111111 1,1 I 1111111 I 111111111 I III 1,1 I_I I liii Process from"Point/Statjon 553 000 to"" Point/S tat ion 554.000 -****'-STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation : 453.720(Ft..) . End of street segment elevation— '446.650(Ft.) . p Length of street segment - 315.000(F.) , I Height of curb above gutter flowline - 6 O(In ) Width of half street'(curbto cr6wn) -' 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 -1 Distance from curb to property line - 10.000 (Ft') ' Slope from curb to property line'(v/hz) - 0.060 ;- •' -- Gutter width— 1500(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 4038(CFS) Depth of flow,'-0.340(Ft.) Average velocity 3 566(Ft/s) Streetfiow hydraulics at midpoint f sreet trvél:' - - Halfstreét flow width - 10.148(Ft.) '. - ' - -. Flow velocity - 3.57(Ft/s) 'Travel time 1.47 min... TC --~,18.341 min. '. Adding area flow to street' User specified 'C' value of V§50 given for subarea Rainfall intensity - 2 165(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q—KCIA, 'C 0 950 'Subarea runoff 1.234(CFS) for 0.600(Ac'.) - Total runoff 4.599(CFS) Totalarea 1 2;10(Ac) .Street flow at end-of street - 4.599(CFS) - Half street flow at end of street'— 4 599(CFS) Depth of flow - 0.352(Ft.) Average velocity 3-. 648(Ft/s) Flow width (from curb towards crown) 10.762(Ft)' S 1 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 436.80(Ft.) I Pipe length 106.50(Ft.) Manning's N 0.013 No. of pipes 1 Required pipe flow 4.599(CFS) Given pipe size 18 00(In ) I Calculated individual pipe flow 4.599(CPS) Normal flow depth in pipe - 8.05(In.) Flow top width inside pipe - 17.90(In.). Critical Depth 9.89(In.) I Pipe flow velocity 6.00(Ft/s) Travel time through pipe - 0.30 mm. Time of concentratior (TC) - 18.63 mm. I I I I I I I I 1 i I I I I 1 - Process from'Point/Station 554.000 to'Poitit2Statjon' 556.000 **** CONFLUENCE OF MAINSTREAMS The following data .inside Main Stream'is listed: In Main Stream number :"2 I" Stream f]ow area -. 2.100(Ac,) H Runoff from this stream - -- 4.599(CFS). Time of concentration - 18.63 min., - Rainfall intensity - 2.143(In/Hr) :. 1' "- • '- H Summary of stream data Stream Flow rate TC Rainfall Intensity No. (US) (mm) . (In/Hr 1'. 1 3.939 18.74 2.135 .. 2 • 4,599 18.63 ' -2. 143' • Qmax(1) ' • - . 1.000 * 1.000 * 3.939) + -. 0.996 * 1.000 *. 4.599) + Qmax(2) 1.000 * 0.994 * 3.939) + 1,000* .1.000* + 8H515, Total of 2 main streams to confluence: " Flow rates before confluence point: ' •• , - . 3.939 4.599 Maximum. flow ratesat confluence using above data: 8.521 8:515 Area of streams before confluence: . . 1.810 • 2.100 • . : - . Results of conEluence: • . -• ,.- i-.. . Total flow rate = 8.521(CFS) Time of concentratiàn 18.742 mm.. • - . • Effective stream area after confluence = . 3.91'O(Ac.) , •' I I t . I _i_lllltlllttllllllllltlllllllllllllllllllllllllllllllllllllllllllllllll Process from Point/Station 556.000 to Point/Station 555.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation Downstream point/station elevation - 413.50(Ft.) Pipe length - 71.00(Ft.) Manning's N - 0.013 No. of pipes 1 Required pipe flow. 8.521(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 8.521(CFS) Normal flow depth in pipe Flow top width inside pipe - 15.69(In.) Critical Depth - 13.57(In.) Pipe flow velocity - 23.98(Ft/s) - Travel time through pipe - 0.05 mm. Time of concentration (TC) - 18.79 mm. End of computations, total study area.— 3.91 (Ac.) I San Diego County Rational Hydrology Program I CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on I San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 01/01/80. - I PALOMAR AIRPORT ROAD HYDROLOGY AREA 5, Q 10, PIPE NETWORK @ EAST LOKER AVE ri iw: Dt'IU..IU .•. LTMV 9/27/90 ********* Hydrology Study Control Information ********** P & D Technologies'- SIN 558 Rational hydrology study storm event year is lOfO 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 C ************ Element Capacity Space Remaining - 346 Element Points, and Process used between Points Number Upstream Downstream Process 1 599.000 597.000 Initial Area 2 597.000 598.000 - Street. Flow + Subarea 3 598.000 595.000 Pipeflow Time(user inp) 4 .. 595.000 590.000 Pipeflow Time(user inp) .5 . 590.000 580.000 Pipeflow Time(user inp) 6 590.000 580.000 . Main Stream Confluence 7 587.000 585.000 Street Flow + Subarea 8 587.000 585.000 Confluence 9 586.000 588.000 Initial. Area 10 - 588.000 ' 589.000 Street Flow+ Subarea 11 . 589.000 ' 585.000 - Street Flow + Subarea 12 589.000 - 585.000 Confluence 13 . 585.000 . . 580.000 : Pipeflow.Time(user iñp) 14 585.000 . 580.000, Main Stream Confluence 15 . - 580.000. ' 57.0.000 Pipeflow Time(user inp) 16 570.000 560.000 Pipeflow Time(user inp) 17 570.000 560.000 . Main Stream Confluence 18 564.000 563.000 ,. Initial Area . 19 - 563.000 562.000 Pipeflow Time(user inp) 20 562.000 560.000 . . PipeflowTime(user inp) 21 562,000 - 560.000 Main Stream Confluence 22 . 560.000 500.000 . Pipeflow Time(user inp) End of listing............... , 'V :1 IIIIIIIIIIIIIIIIiiIHIIIIIIIIIiIIItiuuiyIIiIIiHlItiIiiIaiiIIIiiIiIi Process from Point/Station 599.000 to Point/Station 597.00 **** INITIAL AREA EVALUATION'**** User specified 'C value of 0.900 given,for subarea V Time of concentration, computed by the natural watersheds Vnomograph (App X-A),. TC [1l.9*length(MiY3)/(elevation. change)]A.385 '*60(min/hr) + user specified timeof 10.00 mm. Initial subarea-flow diStance - '505.00(Ft.) V , V Highest elevation = 449.10 (Ft.) :,,, , VV •V V ' Lowest elevation = 443.31(Ft.) Elevation difference = , 5.79(Ft.) TC[(11.9*00956A3)/( 5.79)]'.385= 5,26 +. 10.00min. '15.26 mm.. V 'Rainfall intensity (I) '2.437 for a 10.OV,yeaVr storm Effective runoff coefficient used for area (Q—)CIA) is C 0.900 Subarea runoff 4.365(CFS) V V V VV Total initial' stream area 1.990(Ac.) I I V. I V: VVV V V ,V, I I I I V V ,,V V.f VV ,, i V V '' V •' V ' , , V'• V V, V 'V I I liii IlIllIllIlIll I'l 11111111111111 1,1 I I I II 111111111111111 I 11,1111111111 Process from Point/Station 597.000 to Point/Station 598.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION,.**** I Top of street segment elevation 443.310(Ft.,) . End of street segment elevation -'. 437.640(Ft.) I. Length of street segment 425.000(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), - 0.020 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 tograde break— 0.0180 I Manning's N from grade break to crown - 0.0180 Estimated mean flow rate at midpoint of street 5.747(CFS) Depth of flow - , 0.373(Ft.) Average velocity 2.869(Ft/s) I , Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width - 13.898(Ft) Flow velocity -2.87(Ft/s) - I Travel 'time - 2.47 mm. TC - 17.73 ' mm. Adding area flow to street ' User specified 'C' value of 0.900 given for subarea I Rainfall intensity - 2.212(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q—KCIA, C 0.900 Subarea runoff - , 2.509(CFS) for 1.260(Ac.) Total runoff - - 6.874(CFS) Total-area 3.25(Ac.') I Street flow at end of street = 6.874(CFS) Half .street flow at end of street'—: 6.874(CFS) Depth of flow - 0.394(Ft.) .I Average velocity - 2.974(Ft/s) ' Flow width (from curb towards crown) 14.966(Ft.) I I I - 1 I - I I - I iii ii 1111.1, ii', iii iii liii I 1 III Process from Point/Statioñ 598.00O oP6itit/Statioi. 11111 595.000' **** PIPEFLOW TRAVEL TIME (User spcified size)'**** Upstream point/station elevation 433 50(Ft) Downstream point/station elevation 433.10(Ft.) Pipe length - 14.30(Ft.) Manning's N 0:013 .• No. of.pipes 1 t6,874(CFS) Given pipe size-' l8.00(It.) Calculated individual pipef1ow - 6.874(CFS) Normal flow depth in pipe - 782(In.) .. . ¼ Flow top width inside pipe - 17.84(In.) Critical Depth .12 .18 ) Pipe flow velocity 9.33(Ft/s) . . 'Travel time through pipe.- 0.03-min.- Time of concentration (TC)- 17.76min. I 4 " _ . 4_4. 4, ., 4 , '•4 . . -4. 7- I S .. -. S - - •. - . 51 . S 4- -- '• '-' ' S ' - - - 1 5* i 11111 I lilt 111111111111111111111 111111 liii,,! 111111 1.1 liii I (liii 1111111 Process from Point/Station 595.000 to Point/Station 590.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation 432.60(Ft.) Downstream point/station elevation 428.60(Ft.) ,. I Pipe length - 299 70(Ft ) Manning's N - 0.013 No. of pipes 1 Required pipe flow- 6.874(CFS) Given pipe size = 24 00(In ) I Calculated individual pipe flow - 6.874(CFS) •• Normal flow depth in pipe - 8.40(In.) Flow top width inside pipe 22.90(In.) • Critical Depth 11.16(In.) - V V • I Pipe flow velocity 7.01(Ft/s) V Travel time through pipe 0.71 min. Time of concentration (TC) 18.47 min.V V I I I I I I I I I I I I I - I liii , I Process from. Póint/Station '500'.000 toPóint/Station 580..000' S .****• PIPEFLOW TRAVEL TIME (User specified size) **** S Upstream point/station elevation — 428.30 1 (Ft )' Downstream point/station elevation 427 30(Ft )' Pipe length 193 lo(Ft ) Manning's N 0 013 No of pipes — 1 Required pipe flow ,f — 6 874(CFS) Given pipe size 24 00(In ) ' Calculated individual pipe flow — 6 874(CFS) Normal flow depth in pipe — lO.89 (In ). • S - Flow top width inside pipe — 23 90(In ) Critical-Depth 11.16(In.) .• S '. .S Pipe flow velocity— 4.96(Ft/s) '• • ., - S I Travel time through pipe 0.65 mm. : S. S Time of concentration (TC) 19.12 iii". I I I I * - '• S • - S . - a - I I I I - I I F I IIIIIIIIIIIII,I'IIItI.IIluI)IlIIIlIuuIIIuuIII,t(III.IlIIIIIIIIIII,IIIII ; Process from' Point/Station ' 587OOO tàpoiflt/Statjon . 585.01 0 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation — 439.800(Ft.) End of street segment elevation — 432.350(Ft.) Length of street segment 555 000(Ft ) ' Height of curb above gutter flowline 6 O(In ) Width of half street (curb to crown) 53 000(Ft ) Distance from crown to crossfl1 grade break - 51.500(Ft.) ' Slope from.gutter to grade break (v/hz) '— '0.083. Slope fr&m 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.): I Slope from curb to property line (v/hz) 0.020 - Gutter width 1.500(Ft,) Guttér hike from? flowline — 1.500(In.) - Manning's N in gutter,- 4 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 — '. 0.000(CFS) ,Adding area flow, to street * - -, - ' • User specified 'C' value of 0.900 given for subarea,. Rainfall inensity - 2.108(In/Hr) •for'a 1,0.0 year story RunOff coefficient used for sub-area, Rational method,Q-KCIA, C 0.900' . Subarea runoff —, 4.325(CPS) for ' 2.280(Ac.) Total runoff, = 4.325(CFS) Total area ' 5.53(Ac.) , I Street- flow atend of street — 4.325(CFS) - Half street flow at end of street,-- 4.325(CFS) , • Depth of flow — 0.341(Ft.) - - Average velocity 2.723(Ft/s) , '.•- - • - Flow width (from curb towards ,crown),- 12.318(Ft.).. I / I 1 • -• - - . - a , •r ' • • " • ' I I 1 I - 'I IIIIIIIIIIIIIlIIIllIIIIIIIIuIIIIIiI.IIIII,II)I(Ii,iiiiiiiiii,,iii,, Process from Point/Station 586.000 to Point/Station 588.000 , **** INITIAL AREA EVALUATION **** User specified 'C' value of 0;950 givefor subarea Time of concentration computed by the natural watersheds nomograph (App X-A) •' .. ... - TC [11 9*length(Mi)A3)/(elevation change)]' 385 i. 1*6O(mn/hr) ' + user specified time of 10.00 mn. ' Initial subarea flow distance. - 410.00(Ft,) 1 Highest elevation 448.62(Ft.). - - Lowest elevation - 443.73(Ft.). - Elevation difference 4.89(Ft..) 4 TC=.[(1I.9*0.0777A3)/(t 4.89)]'.385— 4.42:+ 10.00 min. - 14.42 mm. Rainfall intensity (I) 2.529 for a 10.0 year storm Effective runoff coefficient used for area (Q—KCIA) is C 0.950 Subarea runoff 1.129(CFS) • • -Total initial stream area - •0.470(Ac-.) - • . 41 I 4 I I 'I I .• •., I - 4 I I I liii I lilt 111111 ill-Ill tIll 11111111111 III I liii hi ii lilt liii ii iii ii i i iii Process from Point/Station 588.000 to Point/Station 589.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation ' - 443.730(Ft.) End of street segment elevation 435.730(Ft.) I Length of street segment - 450.000(Ft.) Height of curb above gutter flowline '- 6.0(In.) 0 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 .-- I Distance from curb to property line - 10.000(Ft.) Slope from curb to property line '(v/hz) - 0.020 Gutter width 1.500(Ft.,) - 0• 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 . 0 Manning's N from grade break to I crown 0.0180 Estimated mean flow rate at midpoint of street l.898(CFSY Depth of flow O.255(Ft.) Average velocity 2.664(Ft/s) -- . I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width Flow velocity .—,2.66(Ft/s) 0 I Travel time - 2.81 min. TC'— 17.23 mm. Adding area flow to Street '. User specified 'C' value of 0.950 given for subarea Rainfall intensity 2. 254(In/Hr) for a 10.0 year storm Runoff coefficient usd for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff 1.370(CFS) for .0.640(Ac.) '. Total runoff = '2.499(CFS) Total area .1.11(Ac.) _0 I Street flow at end of street 2.499(CFS) Half street flow at end of street , 2.499(CFS) Depth of flow 0.277(Ft.) Average velocity = 2.778(Ft/s), Flow width (from curb towards crown) 9.102(Ft.) I I I I-f ii 11111111 1111,1111 liii il 11111 lIl•l ll 11111,111111111111 l_,l 11111111 Ii liii -- Process from Point/Station 589000 to Point/Station, 585 .000 **** STREET FLOW TRAVEL TIME +1SUBAREA FLOW ADDITION **** .- ... S_S•-.•,.•. Top of street segment elevation - 435 730(Ft ) End of street segment elevation - 432 350(Ft ) * Length of street segment -' 280.000(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) 0.020 Gutter width 1 500(Ft ) Gutter hike from flowline - 1 500(In ) Manning's N in gutter O 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 steet- 3.220(CFS) Depth of flow - 0.317(Ft.) .•. ' Average velocity 2.469(Ft/s) , • -' Streetflow hydraulics at midpoint of street travel Halfstreet flow width 11.103(Ft,) '.. Flow velocity 2 47(Ft/s) Travel time 1.89 mm. TC - 19,12 mm. Adding area flow to street , •• User specified 'C' value of 0.950 given for subarea s , ' Rainfall intensity 2 107(In/Hr) for a 10 0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C - 0 950 Subarea runoff 1 281(CFS) for 0 640(Ac ) Total runoff 3.181(&S)' Total area 1 75(Ac ) Street flow-at end of street - 3.781(CFS) ' Half street flow at end of street 3 781(CFS) Depth of flow 0 333(Ft ) - 4 Average velocity = 2 543(Ft/s) Flow width (from curb towards crown)-' ll.898(Ft.) S I' •"...;:• H ' H I iiiiiiiiiiii lllilillllilllllll 11111 tI I I 11111 till 11111 IlIIIlII IlIllI!. Process from Point/Station 589.000 to Point/Station 585.000 I **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 ' Stream flow area - 1.750(Ac.) . I Runoff from this stream - 3.781(CFS) Time-of concentration - 19.12 mm. Rainfall intensity - - 2.107(In/Hr) '. I Summary of stream data: .. Stream Flow rate TC Rainfall Intensity No. (cps). (mm)' - (In/Hr) I 'k 1 4.325 19.12 2.108 I 2 3.781 19.12 2.107 Qmax(l) - 1.000 * 1.000 * 4.325') + 1.000 * 1.000 * 3.781) + - 8.105 I Qmax(2) - 1.000 * '- 1.000* -4.325) + 1.000 * 1.000 * 3.781) + - 8.105 I Total' of 2 streams to confluence: - Flow rates before confluence point: I 4.325 3.781 Maximum ' flow rates at confluence using 'above data: 8.105 8.105 ' Area of streams before confluence: 5.530 1.750 Results of confluence: Total flow rate 8.105(CFS) I Time of concentration - 19.120 mm. Effective stream area after confluence 7.280(Ac.) II I - • - ' - •_4- • - - - - - -. 4-•.. I (till I (1111 i'l II liii 11(11111 I t Il_li Il_Il t-I I lii •Il 1111)111 !,!- Process from Poiftt/Station 585t 0004to Point/Station 111,111 II II 580A00 - - **** PIPEFLOW TRAVEL TIME (User specified size) Upstream-point/station elevation 427 50(Ft:) -. Downstream point/station elevation .— 427 30(Ft ) Pipe length — 14. 30(Ft.) Manning's N 0.013 No of pipes 1 Required 'pipe flow — 8 105(CFS) ' Given pipe size 24.00(In.) - - - '- Calculated individual pipe flow = 8.105(CFS)' Normal flow depth in pipe= - -. - Flow top width inside pipe— Critical.Depth..- 12.17(In.)' -- ' -. - Pipe flow velocity '7.46(Ft/s)- Travel time through pipe 0.03 min. ''.. - • - Time of concentration (TC) — 19 15'min Ir 14 I a I I - I 4 1 I I 1111111(1111 I I I 11111 I 111111 II I I It 111111111111111111,111 I 11111 111111111 Process from Point/Station 585.000 to Point/Station 580.000 I **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: ... In Main Stream number: 2 I Streamfiow area - 7.280(Ac.) . . Runoff from this stream - 8.105(CFS) Time of concentration - 19.15 mm. Rainfall intensity 2.105(In/Hr) . ., '• I Summary of stream data: o . . . . 4 Stream Flow rate TC Rainfall Intensity"- No..(CFS) (mm) (In/Hr) I i 6.874 19.12 2.108 2 8.105 -19.15 2.105 Qmax(l) - I . 1.000 * 1.000 * 6.874)+ 1.000 * 0.998 *' 8.105) + - 14.965 Qmax(2) - 0.999 * 1.000 * 6.874) + . I 1.000 * 1.000 * 8.105) + - 14.971 - Total of -2 main streams to confluence: I Flow rates before confluence point: - 6.874 8.105" Maximum flow rates at confluence using above data: . . 14.965 14.971- Area of streams before confluence: . .. 3.250 7.280 Results of 'confluence: Total flow rate .14.971(CFS) Time of concentration - 19.152 mm. I Effective stream area after confluence - 10.530(Ac.) I H'' -•., - i II III I Iii I I I II Ill I I ni II iii ii ti I I I I 'I III l'II'I i I 'I I I I 11 -lit II II (11111 I I't 'S. Process from Point/Station- - 580 000 to Point/Station L 570-.D00" $ **** PIPEFLOW TRAVEL TIME (User specified size) *'* Upstream point/station elevation 426 80(Ft ) Downstream point/station elevation 425 88(Ft ) I 4 Pipe length - 176.'80(Ft.) 'Manning's N— 0.013 ' . S • '' No. of pipes 1 Required pipe flow Given pipe size, - 30.00(In) : ' '' _4 • 1,. ) S S Calculated individual pipe flow - 14 971(CFS)r 4 Normal f1osdepth'in pipe—. 15.11(In.) S ,. Flow top width inside pipe' ,;6 • •-.. .S.• - • Critical Depth 15 .66( n.) - •' . • . ' 'S ••• Pipe flow velocity - 605(Ft/) •ml jiS • ravel time through ipé1 .0.49, mm. • .' 'S S S ' Time of concentration (TC) - 1964 min.S • • ..............••• - ,.- : • :t',. L • • - S'S . S S •.S• ' . - S ••',S - S •' S I C I S S • -•• -IS -. - ' , S. '' - - ;. ••,: - . L i C .' • . - - S S • • •S • 1' ••' - S-S.- •. . • 4 I •S I. 1 4. ' $• - S S , 4, - , 44•'./ ç . 55555 '- . .5 5• - • 5 5- -' 4I ••-•- 'S.' -.S: .5- S .5 I - .4 SS ,. :- • - . S S 1 5 - 1' - S • • 55 _• • • •S • S • 5• S 4 4 I 4 - 4 4- i I: I 111111111111111111 I Ia 2 11111111111 I I Ii i i1111111 Ii i i11111111 Process from Point/Station 570.000 to Point/Station 560.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation 425.86(Ft.) Downstream point/station elevation 425.22(Ft.) I Pipe length = 120.10(Ft.) Manning's N 0.013 No. of pipes 1 Required pipe flow , 14.971(CFS) Given pipe size 30.00(In.) I Calculated individual pipe flow 14.971(CFS) Normal flow depth in pipe - 15.00(In.) Flow top width inside pipe - 30.00(In.) Critical Depth 15.66(In.) I Pipe flow velocity - 6.10(Ft/s) Travel time through pipe - - 0.33 min. Time of concentration (TC) - 19.97 mm, - _.:-- I I - .-:• I I.- I :-- I H.. .T'. I ' .-.:H .1 - --- - I I 11111111 I p ii ii iuii ii iiii ii ii liii I 11111 II ii iii liii;; 1 ri iii i uii 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 - In Main Stream number: 1 - " - Stream flow area 10.530(Ac.) - Runoff from this stream - l4 971(CFS) Time of concentration 19.97 mm. - - Rainfall intensity 2.0,49(Iñ/Hr) Program is now starting with Main Stream No.2"t . 4 , - S :-. -_-•• is__S S I f - I - IllilliHi 11111 IIIIIIIIItIIIIIIIIlIII III IIHIIIIII 111111111 H I 11111111 Process from Point/Station 564;000 to Point/Station V 563.000 I **** INITIAL AREA EVALUATION User specified 'C' value of 0.950 given for subarea Initial subarea flow distance - 1160.00(Ft.) I Highest elevation - 447.40(Ft.) Lowest elevation - 432.31(Ft.) .•. Elevation difference - 15.09(Ft.) V I Time of concentration calculated,by the urban V areas overland flow method (App X-C) - 8.42 mm. TC - .[l.8*(l.lC)*distanceA..5)/(% slopeA(l/3)] TC - (1.8*(1.10.9500)*(1160.00".5)/( 1.30A (1/3)]— 8.42 I 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) V Total initial stream area - 1.650(Ac.) I: VV I. VV . • V VH:V V i .:• I I V V I V 'V V VV V I V V I V V V I I V V V - V I ...: .,. ' -. iii ill I ill i 111111111111111111(111111 I I 111111 I iiiiiiiiii 1111111 11111 I Process from Point/Station 563 000 to Point/Station 562 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** • - •L.'... Upstream point/station elevation'— 426..84(Ft.) ' ' ' Downstream point/station elevation = 426.28(Ft) . Pipe length '- 562(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.'605CFS)' ' 'Normal flow' depth inpipe - • 5.01(In.)'.'' ' ' ':' •" ' .' • Flow top width inside pipe.— 16.13(In) Critical Depth..— 10.95(Iti.) Pipe flow velocity.- 13 97(Ft/s) ' I . Travel time through pipe - 0.,61'. min-. 'Time of concentration (TC) - ' 8.43 mm. I 4 I I I I •.. -• . I a I I ' .,.,.,'• - ••. .--'.. - : . .' - ' I . a I ' '.- -'. ., ,'. - ,. • . .' • .' . . , . • . - I I 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.) I Pipe length 217.70(Ft.) Manning's N 0.013 No. of pipes 1 Required pipe flow. 5.605(CFS) Given pipe size - 24.00(In.) I Calculated individual pipe flow - 5.605(CFS) , Normal flow depth in pipe 9.88(In.) Flow top width inside pipe 23.62(In.) Critical Depth - 10.03(In.) I Pipe flow velocity 4.60(Ft/s) Travel time through pipe 0.79 mm. Time of concentration (TC) 9.22 mm. I I I I 1 I I I I I I I I 111111111111111111111111111 11111-ill lit IIIlilIl III •l iI liIiIlll Ii l•i lii 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,) 0 . Runoff from this stream 5.605(CFS) Time of concentration - 9.22 mm. Rainfall intensity 3.373(In/H0 : Summary of stream data Stream Flow rate TG' Rainfall Intensity . No. (CFS) (mm) (In/Hr) I 11 14.971 19.97 2.049 2 5.605 9.22 . 3.373. . . Qmax-(l) . 1.000 * .1.000 * 14.971) + .. 0.607 * 1.000 *. 5.605).+ 18.376 Qmax(2) . 0 1.000 * 0.462 * 14.971).+ 0 1.000 * 1.000 * 5.605) + 12.518 Total of 2 main streams to confluence: 0 Flow rates before confluence point: 0• • 0 14.971 . 5.605 . 0 0 • Maximum flow rates at confluence using above data: 18.376 . 12.518 • •0 0 • • Area of streams before confluence: 0 • 0 • • 0 10.530 • 1.650 Results of confluence: 0 Total flow rate . 18.376(CFS) Time of concentration 19.968 mm. Effective stream area after confluence 12.180(Ac.) 0 .: • .01 0 0 ..0 ,• •.:- I 0• •• 0 ;.• 00 0 10 I 0 ••• 0 • • • . 0 I - 0 0 • •• 0 H - i 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 29.50(Ft.) Manning's N 0.013 No. of pipes 1 Required pipe flow - 18.376(CFS) Given pipe size - 36.00(In.) Calèulated individual pipe flow - 18.376(CFS) Normal flow depth in pipe 15.00(In.) Flow top width inside pipe - 35.50(In.) Critical Depth - 16.45(In.) Pipe flow velocity - 6.59(Ft/s) Travel time through pipe - 0.07 min. Time of concentration (TC) - 20.04 mm. End of. computations, total study area - 8.93 (Ac.) San Diego County Rational Hydrology Program I CivilCADD/CivilDESICN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on I San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study ' Date: 01/01/80 PALOMAR AIRPORT ROAD HYDROLOGY I AREA 6; Q 10; STATION 123+00 ., FILE NAME: 6PAL10 LTMV REVISED: 9/28/90 . . I ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********* P & D Technologies SIN 558 - I Rational hydrology.study storm event year is 10.0 :_ Map data precipitation entered: - 6 hour, precipitation(inches) - 1.9O0 24 hour precipitation(inches) = 3.250 Adjusted 6 hour precipitation (inches) 1.900 P6/P24 58.5% .San Diego hydrology manual 'C' values used - 1 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 351 Element. Points and Process used between Points I Number Upstream Downstream Process . 1 699.000 698.000 Initial Area 2698.000 9700 - Street Flow + Subarea . I 3 697.000 695.000 Street Flow + Subarea 4 . . 695.000 693.000 . Pipeflow Time(user inp) I s 693.000 690.000 6 690.000 660.000 Pipeflow Time(user inp) Pipeflow Time(user inp) 7 . 660.000 650.000 - Pipeflow Time(user inp) . 8 690.000 650.000 . Main Stream Confluence I - . 655.000 654.000 Initial Area 10 654.000 -653.000 Street Flow +- Subarea 11 - 653.000 652.000 Street Flow + Subarea 12 652.000 - 651.000 Street Flow + Subarea I 13 - 651.000 650.000 Main Stream Confluence 14 650.000 - 600.000 Pipeflow Time(user inp) End of listing................- .-. . I it Itt-H 1.111 III I-1 It I-ti iiuiiFitil 1111111111 Itt I till t 11111111 I 11111111 I I Process from Point/Station 699.000 to Point/Station 698.000 V. **** INITIAL AREA EVALUATION **** V User specified value of 0:950 given for subarea. V Time of concentration computed by the natural watersheds nomograph (App X-A) •. - V TC — [11.9*len9th(Mi)A3)t(elevation change)]A.385 *60(min/hr) V V + user specified time of 1000 min. Initial subarea flow distance — 562.00(Ft.) Highest elevation 449 01(Ft ) Lowest elevation 441.89(Ft.) Elevation difference — 7.12(Ft.) V V TC=,[(1I.9*0.1064A3)/( 7.12)].A.385 5.50 + 10.00 miñ.= 15.50 mm. -Rainfall intensity (I) V 2.413 for a •l0.0 year storm' . . Effective runoff coefficient used for area (Q—KCIA) is C 0 950 V Subarea runoff. - . 1.605(CFS) - • ;V V • • V -Total initial stream area ,— ...0.700(Ac.) . V .• •• ;V7 --. - VVt . -V VV!V V V V V V • - -. V V - V V V V • - V V.V -V., - . V I •. V - V • • -I. V V - V V •• - V • V_ -- V - V V V - V •...VV?,..t - .V J V .JVV} V - V - - . -. - I _: : I V. , V V ' -• .. .: - :1 V.' I tutu ii 1(11111111111111111111 111111111111111 liii liii ii 111111111 Process from Point/Station 698.000 to Point/Station 697.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation ..441.890(Ft.) End of street segment elevation ,423.060(Ft.) I Length of street segment - 528.000(Ft.) S 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) - 0.020 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 - 2.441(CFS) Depth of flow 0.248(Ft.) Average velocity 3.723(Ft/s) S I Streetfiow hydrauliós at midpoint of,street travel: Halfstreet flow width 7.645(Ft.) - . Flow velocity 3.72(Ft/s) S I Travel time - 2.36 mm. •TC 17.86 mm. Adding area flow to street. . S User specified 'C' value of 0.950. given for subarea. Rainfall intensity . 2.202(In/Hr) for a 10.0 year storm Runoff coefficient used for subarea, Rational method,Q=KCIA, C 0.950 Subarea runoff 1.527(CFS) for 0.730(Ac.) Total runoff 3.132(CFS) Total area - 1.43(Ac.) I Street flow at end of street— Half 3.132(CFS) . - - street flow at end of street -. . 3.132(CFS) Depth of flow 0.267(Ft,) . Average velocity = 3.860(Ft/s) I Flow width (from curb towards crown)— 8.603(Ft.) S 5 -- I I I .. ••..-. S I 4 111111 III IlIltIHill i ii i 'i titi II , 2 liii ii ilit Process from Point/Station',' '.697.000 to Point/Statioii'T" :695.000 % ' • **** STREET FLOW TRAVEL TIME +SUBAREA FLOW ADDITION ****' •' ' Top of: street segment elevation - - 423.060(Ft.) End of street segment elevation'- '395.320(Ft.) Length of street segment 520.000(Ft.):' .• ••' - . ' .. Height of curb above gutter f16w1ine 6 0(In ) Width of half Street (curb to'crown) - 53.000(Ft.) ''" " '• ' Distance from crown to crossfall grade break, - 51.500(Ft. )T ' Slope from gutter to grade break v/hz)'' 0.083 Slope from grade break to crown (v/hz) - 0'O20, Street flow is on [1] side(s) of the street ' '- Distance from curb to property line 'lO.00O(Ft.) "', '' ' " '' I " Slope from curb to property line (v/hz) - 0.020, • Gutter width 1.500(Ft.) ' , I,- Gutter hike from flowline - 1 500(In ) / '' ' I •- ' Manning's N in gutter - 0.0150 ,, •. *4 Manning's N from gutter to ,gr'adé bieak '.'- 0.0180 - Manning's N from grade break to crów'ri'-.-,O.0180 Estimated mean flow rate'at.midpoint of street - " 3.964(6F8)' Depth of flow 0.270(Ft.,) Average velocity - 4.746(Ft/s) Streetfiow hydraulics at midpoint of street trvl: "- ••*,'.' *• . Halfstreet flow width - '.8..740(Ft.) '" ' •..'.' -. Flow velocity - 4.75(Ft/s) ' Travel time-, 1.83 mm. TC- 19.69 min-. Adding area'flow to street User specified 'C' value of 0 950 given for subarea Rainfall, intensity - , 2.068(In/Hr)* for a' 0 year storm -lb. -Runoff coefficient used for' sub-ârea,'Rational thethod,Q=KCIA, C -'0.950 'Subarea runoff - l.493(CFS).for'''O',760(Ac.),' T' Total-runoff -. 4.625(CFS) Total area -219(A6.)' Street flow at eñd'of Street '4.625(CFS) Half street flow at,, end of stree= 4.625(CFS) Depth of flow - 0.283(Ft.) •' - - ' • :' • --' * Average velocity - 4 863(Ft/s) Flow width (from curb towards crown)- '9.379(F.) I I I I 4 I I II 111(111 fill lit liii i liii! 11111 I III liii 1111111111111111111111111111111 Process from -Point/Station 695.000 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 length - 70.00(Ft.) Manning's N 0.022 No. of pipes - .1 Required pipe flow - 4.625(CFS) Given pipe size - 18.00(In.) . I Calculated individual pipe flow - 4.625(CFS) Normal flow depth in pipe - 11.58(In.) Flow top width insidepipe - 17.25(In.) , Critical Depth I Pipe flow velocity 3.85(Ft/s) . . Travel time through pipe - .0.30 mm. Time of concentration (TC) .- 19.99 mm. I I I I I I I I I I I I I -.•- .,. : I (tiii iii it i i i Yi i i ii I I 11111 11111 I 1--I till I 11111 I I I III 11111 I I I 11111 Process from Point/Statiori , 693000toPoint/Station 690.000' **** PIPEFLOW TRAVEL TIME (Use spcified size) - I Upstream point/station elevation : 392 07(Ft ) 4 Downstream point/station elevation 390 05(Ft ) - - Pipe length 18.40(Ft.) Manning's N 0.022. No. of pipes 1 Required pi flw -4.`615 (CFS) Given pipe size 18.00 (In ) Calculated individual pipe flcw '- '' 4.625(CFS) ' . .. Normal flow depth in pipe.- 530 (In ) 1 Flow top width inside pipe - 16.82(In.) Critical Depth - 9.91(In.) . Pipe flow velocity - 9.39(Ft/s) - Travel time through pipe - 0.03 mm. Time of concentration (TC) = 20.03 mm. I I : I I I I I I I I : ;..••-• I I I l $111111111111111111 11111111 , 1111111111 11111111 I 11111 I I I Process from Point/Station 690.000 to Point/Station 660.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** .'• I Upstream point/station elevation - 389 70(Ft ) Downstream point/station elevation 379.80(Ft.) I Pipe length - 157.10(Ft.) Manning's N - 0.013 No. of pipes 1 Required pipe flow 4.625(CFS) Given pipe size - 18.00(In.) I Calculated individual pipe flow 4.625(CFS) Normal flow depth in pipe 5 10(In ) Flow top width inside pipe '16.23(In.) Critical Depth - 9.91(In.) I Pipe flow velocity - 11 23(Ft/s) Travel time through pipe - 0.23 mm. Time of concentration (TC) - 20.26 min. I I I I I I I I I I I I 1 I .1. 11111 I IiH 11111 I I II III 11111111 11111111111111111111111(1111111111 Process from Point/Station 660.000 to Point/Station ,650.000 **** PIPEFLOW TRAVEL TIME (Use'r specified size) Upstream point/station elevation - 379.50(Ft.).. . . -- Downstream point/station elevation - 378'.60(Ft.) . Pipe length 14.30(Ft.) Manning's N.— 0.013 No. of pipes • 1 Required pie flow -. 4.625.(CFS) Given pipe size 18.00(In.), Calculated individual pipe flow - 4.625(CFS)i . . . Normal flow depth in pipe - 5.10(In.) Flow top width inside, pipe --- n-. Critical Depth 9'.91(In,) - - -. • - . • . *Pipe flow velocity 11.22(Ft/s).- Travel time through pipe :0:02 mm. •- . , *- * Time of concentration (TC) - 20.28 mm. - I 'I ,1 - , ,,..•. _: H I. - I I -I I I 1111111111111111111111111 ! ' 1111111,111111111111111111111111111 Process from Point/Station 6550601 to Point/Station ... 654000 **** INITIAL AREA EVALUATION User specified 'C value of 0.950 given for subarea Time of concentration computedby the natural watersheds nomograph (App X-A) TC - [11 9*length(Mi)A3)/(elevation change)]A 385 *6O(min/hr) . + user specified time of 10.100 min. Initial subarea flow distance 562 00(Ft ) Highest elevation - 449.01(Ft.) ' Lowest elevation 441.89(Ft;). Elevation difference - 7.12(Ft.Y•. -• TC_[(ll.9*0.1064A3)/( 7.12)]A.385 5.50+ 10.00 mm. '15.50min. Rainfall intensity(I) - 2.413 for a 10.0 year storm Effective runoff coefficient used for area(QKCIA) is.0 = 0.950 Subarea runoff - 2.545(CFS) Total initial streai area - 1.110(Ac.) r I . I IIIIItIIIIiIiIIIII!uIIIIIIlpuIiI)IIIlIIIIIIIIlIIIluIHfIIIII)IIIIIjIII, Process from Point/Station .654.000 to Point/Station 653.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - . 441.890(Ft.) - End of street segment elevation - ... 423.060(Ft.). I Length of street segment - 528.000(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 crssfa11 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) - 0.020 Gutter width 1.500(Ft.) I Cutter 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 - 3.358(CFS) Depth of flow 0.273(Ft.) . . Average velocity 3.902(Ft/s) Streetflow hydraulics at midpoint of street travel: , Halfstreet flow width 8.885(Ft.). Flow velocity - 3.90(Ft/s) Travel time - 2.26 mm. TC -. 17.75 mm. Adding area flow to street User, specified 'C' value of 0.950 given for subarea Rainfall intensity 2.211(In/Hr) for a 10.0 year storm I Runoff coefficient used-for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff 1.491(CFS) -for 0.710(Ac.) Total runoff = 4.036(CFS) Total area = - 1.82(Ac.) I Street flow at end of street 4.036(CFS) Half street flow at end of street=,,, 4.036(CFS) Depth of flow - 0.288(Ft..) Average velocity 4.019(Ft/s) ' I Flow width (from curb towards crown)— 9.659(Ft.) I I ' •.' :', I I : 111111 i'i till It 11111111 hi iii ti liii, Ii ii iii ill ii ii'ii liii I'ftI itt II Ii I ! ' Process from Point/Station 1,-653.000"toPoitt/Statioh 652000' 'l ..STREET FLOW TRAVEL TIME + SUBAREA FLOW' ADDITION **** Top of street segment elevation - 423 060(Ft ) End of street segment elevation .'394.460(Ft.) : - Length of street segment - 538,000(Ft.) ' .. Height of curb above gutter flowline - 6.9(InY,, ' Width of half street (curb to crown) -!%53 .060(pt . Distance from crown to crossfali grade break - 51500(Ft.) Slope from gutter to grade break (v/hz) - 0.083 Slope from grade. break to crown (v/hz) 0020 ' Street f16w is on [1] side(s) of the strOêt • Distance from curb to property line - 10 000(Ft ) Slope from curb to property line '(v/hz) 0.020 Gutter width 1.500(Ft,) Gutter hike from flowline •1.500(Ii.) - ' • Manning's N in gutter—. O.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. 900(CFS) Depth of flow - 0.288(Ft.) ' . •.' •' - - • Average velocity - 4.902(Ft/s) , T - ••- - -: Streetflow hydraulics at midpoint of-street travel: Halfstreet flow widthL 9.635(Ft.) .- '• ' • Flow velocity - 4.90(Ft/s) - I••• Travel time - 1.83 mm. TC - 19.58 mm. ' •. * Adding area flow to street . •- -..• - t - User specified 'C' value of 0.9509iv6n 5for subarea;, Rainfall intensity - . 2.075(In/Hr) for - a•. 10.0 year storm.' . Runoff coeffi*cient used for sub-area, Rational inethod;Q=KCIA, C - 0.950 Subarea runoff - 1.538(CFS) for 4 0.780(Ac.) Total runoff - 5.573(CFS) Total area - ' 4 2.60(Ac.) Street flow at end of street— 5.573(CFS) . - ' Half street flow at end of street - • • 5.573(CFS)' - • - - Depthof flow 0.299(Ft..) . . - - Average velocity - 5.010(Ft/s) • : • Flow width (from curb towards crown)' 10.204(Ft.) ' - - - -. •. - . I -' :,- -•- .- :1 i I I I 11111111111 111111.1 1111111 liii 11111 I 11111111111 III Process from Point/Station 652.000 to Point/Station 651.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW. ADDITION **** I Top of Street segment elevation . 394.460(Ft.) End of Street segment elevation 387.220(Ft.) I Length of street segment - 161.800(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) 0.020 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 - 5.820(CFS) Depth of flow— 0.311(Ft.) Average velocity 4.701(Ft/s) I Streetflow hydraulics at midpoint of 'street travel: llalfstreet flow width— 10.802(Ft.) Flow velocity 4.70(Ft/s) I Travel time 0.57 min. TC = 20.16 mm. '. Adding area flow to street User specified 'C' value of.0.950 given for subarea . Rainfall intensity 2.037(In/Hr) for a 10.0 year storm I Runoff coefficient used for-sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff - 0.445(CFS). for 0;230(Ac.) Total runoff 6.018(CFS) Total area I Street flow at end of street - ' 6.018(CFS) Half street flow at end of street - 6.018(CFS) Depth of flow - 0.314(Ft.) I Average velocity 4.729(Ft/s) Flow width (from curb towards crown)— 10.961(Ft.) I I I - I 'I 1111111111111 H 1111111 mn I H HIHII It HI HIll I'I lii ii II HI iIH l IIH Process from Point/Statioh- ' 651.000 tPoirtStatioii 650.'000' **** CONFLUENCE OF MAIN STREAMS **** - The following data inside Main Strearnislited: '' '•. .' In Main Stream number: 2 ' Stream flow area . 2.830(Ac.). .. - :• Runoff from this stream,—'. 6.018(CFS) •'• Time of concentration - 20.16 mm - Rainfall intensity - 2.037(In/Hr) I ;. Summary of stream data: ' : -- - •• . ' Stream Flow rate TC' Rainfall Intensity • * No. (çFS) (mm) - - (In/Hr) - I • .. - '- . - ' • - - - U • ..:. ,...' 1 4:625 20.28 . '2.029 - 2 6.018 20.16 2.037 Qmax(1) = . -. • ,4t. 1.000 * 1.000 * 4.625) 0.996 * 1.000 * • 6.018) + - '10.620 " Qmax(2) - •-. ' :- 1.000 * 0.994 * 4625)+- ''- 1.0010 * 1 000 * 6'018) + 10."615 a Total of 2 main streams to confluence: Flow rates.before confluence point: - . • 4. ' * 4.625 6.018 • -• . . p Maximum flow rates at confluence using above data:' '. 10.620 -10.615 - '- ' • •' Area of streams before confluence': - .' • - 2.190 2.830 4 • p 4 •- -' •• 4 , . _; .- s•. ;- - -'.' ' : • Results of confluence: 4 ,' Total flow -'rate 10.620.(CFS) Time of concentration .= •' 20.280 min. Effective stream area after confluence" - .) 4* '5.020(Ac 1 .7 -- - -- --I I I. Process from Point/Station 650.000 to Point/Station 600.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation 378.10(Ft.) Downstream point/station elevation 376.70(Ft.) Pipe length - 52.00(Ft.) Manning's N - 0.013 No. of pipes 1 Required pipe flow - 10.620(CFS) Given pipe size - 18.00(In.) -- Calculated individual pipe flow - 10620(CFS) Normal flow depth in pipe - 10.22(In.) Flow top width inside pipe - 17.83(In.) Critical Depth - 15.02(In.) Pipe flow velocity - 10.26(Ft/s) Travel time through pipe 0.08 mm. Time of concentration (TC) - 20.36 mm. End of computations, total study area - 5.02 (Ac.) -: I • I 4 1: :• I I I * I * u: I I I u: - - *t I I •'•j -_ I 4 H 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: 01/01/80 ---------------------------------------------------------------- PALOMAR AIRPORT ROAD HYDROLOGY - AREA 7; Q 10; STATION: 111+16.20 FILE NAME: 7PAL10 LTMV REVISED: 9/28/90 - ********* Hydrology Study Control Information ********* I P & D Technologies - SIN 558 ---------------------- Rational hydrology study storm event year is 10.0 Map data precipitation entered: - I 6 hour, precipitatiori(inches) = 1.900 24 hour precipitation(inches) - 3.250 . Adjusted 6 hour precipitation (inches) = 1.900 I 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 C r*********** Element Capacity Space Remaining 361 Element Points and Process used between Points Number Upstream Downstream Process I l730.000 .720.000 Initial Area 2 720.000 710.000 Street Flow + Subarea 3 710.000- 700.000 Street Flow + Subarea End of listing........ 1 - I I I I - H. . -- I 1 1111111 111111 I 4111111(1 I 111111 i I I I I I I I I I I I I 11111111 iIII I I I I I I I I I I Process from Point/Station 730.000 to Point/Station 720.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950. given for subarea I Time of concentration computed by the natural watersheds nomograph (App X-A) TC - (11.9*length(Mi)^3)/(elevation change) ]'.385 *60(min/hr) + user specified time of 10.00 min. I Initial subarea flow distance = 500 00(Ft ) Highest elevation = 393.14(Ft.) Lowest elevation 371.68(Ft.) I Elevation difference 21.46(Ft.) TC=[(ll.9*0.0947A3)/( 21.46)]".385= 3.14 + 10.00 mm. = 13.14 mm. Rainfall intensity (I) - 2.684 for a 10.0 year storm I Effective runoff coefficient used for area (Q-KCIA) is C = 0.950 Subarea runoff = 1.887(CFS) Total initial stream area 0.740(Ac.) I I I I I I I I 1 I F I I I I III lilt it IliH lilt Itt 1111111 it 11111111 rt Ff1111 till lilt 1111111111111111 Process from Point/Station 720.000 to'Point/Station - 710.000 **** STREET FLOW TRAVEL TIME '+ SUBAREA FLOW ADDITION **** Top of street segment elevation 371.680(Ft.) - End of street segment elevation - 358.540(Ft.) Length of street segment' - 350.000(Ft). • . Height of cub 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) = 0:020 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 = 2.575(CFS) Depth of flow = 0.250(Ft;) Average velocity'- 3.835(Ft/s) Streetflow hydraulics at midpoint of street travel: * Halfstreet flow width 7.748(Ft.) •. Flow velocity = '3.83(Ft/s) - - -. Travel.time - 1.52 min. -,TC = 14.66 - mm. - Adding area flow tostreet - User specified,'C' value of 0.950 given for subarea - Rainfall intensity - 2.501(In/Hr), for a .10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff = 1.283(CFS) for 0.540(Ac.) • Total runoff 3.170(CFS) Total area = • 1.28(Ac.) Street flow at end of-street.- 3.170(CFS) Half street flow at end of street= - 3.170(CFS). Depth of flow = 0.266(Ft.) • •-. - - Average velocity =. 3.952(Ft/s) • •. . I • Flow width (from curb towards crown)- •8.548(Ft.) I $ I - •;.-•.•• I - -: - ., - - • • I I P I Process from Point/Station 710.000 to Point/Station 700.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation 358.540(Ft.) End of street segment elevation 341.490(Ft.) Length of street segment - 333.800(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) - 0.020 Cutter width 1.500(Ft.) . Cutter 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 = 3.826(CFS) Depth of flow 0.269(Ft.) Average velocity 4.634(Ft/s) V Streetflow hydraulics Vat midpoint of street travel: Halfstreet flow width 8.685(Ft.) Flow velocity.- 4.63(Ft/s) Travel time = 1.20 mm. TC 15.86 mm. V Adding area flow to street V V User specified 'C' value of 0.950 given for subarea V Rainfall intensity = 2.377(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff 1.197(CFS) for 0.530(Ac.) Total runoff = 4.367(CFS) Total area Street flow at end of street = 4.367(CFS) Half street flow at end of street 4.367(CFS) V Depth of flow 0.280(Ft.) Average velocity = 4.731(Ft/s) V Flow width (from curb towards crown)- 9.229(Ft.) End of computations, total study area = V 1.81 (Ac.) San Diego County Rational Hydrology Program Civi1CADD/CivilDESIGN Engineeririg 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: 01/01/80 PALOMAR AIRPORT ROAD HYDROLOGY AREA 1; STATIONS: 240+97 AND 243+50 FILE NAME: PALHYD LTMV; REVISED: 9/27/90 ********* Hydrology Study Control Information ********** P & D Technologies -SIN 558 .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% .•'i . . 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 C Element Capacity Space Remaining -340 Element Points and Prng' iid Pn4t,tc Number -Upstream '.- Downstream Process 1 102.000 101.000 . Initial Area . 2102.000 101000 . Main Stream Confluence I 3 110.000 : ' ' 110.000 Initial Area 4 110.000 ' 109.500 Pipeflow Time(user inp) 109.500 109.000 Pipeflow Time(user inp) I 6 109.000 101.000 Main Stream Confluence 7 123.000 122.000 ,. Initial Area 8 122.000 ' 121.000 Street Flow + Subarea I 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 I 13 120.000 ' 105.000 Pipeflow Time(user inp) 14 120.000 105.000. Confluence I 15 . 16 104.000 104.000, 105.000 . 105.000 . Initial Area Confluence 17 105.000 101.000 Improved Channel Time 18 . 105.000 101.000 Main, 'Stream Confluence I 19 101.000 100.000 Pipeflow Time(user inp) * 20 101.000 100.000 . Main Stream Corifluenèe - 21 . 133.000 132.000 ' Initial Area 22 . 132.000 131.000 Street Flow + Subarea I 23 ' -. 131.000 130.000 . Street Flow + Subarea . . 24 . 131.000 . 130.000 Confluence 25 ' , .135.000 . 130000 : User Defined Info. H I I H I I I I -F 4 26 135.0001 130 000 Confluence 27 130.000 100.000 . 'Pip'eflow Tiné(uer. 'inp) 28 130.000 . - 100.000 ' Main Stream Confluence ' .-..- End of '.4, 4••l 'S listing...."............... ,4 * . - - .. i.'. . ' - -•.- . - 1 _ .4 4' - '.4 •' - ..'' J.-... .' 4 44 ,4 .4 trV.4 '14 • .4 ,' . . -.4 '. .4 .., '.* , 4.4*.* .,. .4 ,$ - --4 . - ' -'. - -' - - • .4- .4 .4.4 F , - - ., ... * I 4 IT . -' ' '. t .?.( * .4 '.4 . - .4 . • 4,' ._.4)' .4 .4' .4 ' • -- 4' --: . .4 'S ' .4 -' - . - .4 .4 ..,. - - ,,.4.44, ••44 7. - * . . - . , . '•.' ' . . '. --i' - - , q. I - .', -"'T. 7... 4 - ",P'• - ¶ 4. .4 .4 '• ,. - .' - - '"' .4 .4 - * ' .4 . ,. '., 4 * , .4 .4 .4 a . 4.4 .4 .4 .4 .4 ••4, '4 * .4 - .4 4 - I 1-,-I, I I-Il I 1111111.1 1111111111111111111111111.11(111111 1.1 liii 11.111111.1,11111 . Process from Point'/Station 110-000. to Point/Station 110 00O - **** INITIAL AREA EVALUATION **** - - •_. .. .. ,4%: -S. * - - - - - User specified 'C' value of 0_900 given for subarea, Time of concentration computed by the - 4 natural watersheds nomograph (App X-A) r TC [il.9*length(MiY3)/(elevation chane)F'.385*6O(min/hr), •. ,.' -. + user specified time of 10.00,min. Initial subarea flow distance 1375 00(Ft ) Highest elevation 520.00(Ft.) - •- - -'. - Lowest elevation 442.50(Ft.-)- -. - •. -• * Elevation difference 77.50(Ft..) TC=[(11.9*0.2604A3)/( 77.50)]-._38'5-,6--17+ 10.00 min. 16.17min. . - -- ..- Rainfall intensity (I) - . 3.251 fo a ,50.0-year'storm - - Effective runoff coefficient used for area (Q-KCIA) s C - 0.900 Subarea runoff 7.314(CFS)II - '. . . *-. Total initial stream area •2.500(Ac.) . I S I I - I I I Process from Point/Station 110.000 to Point/Station 109.500 **** PIPEFLOW TRAVEL TIME (User specified 'size) **** I - Upstream point/station elevation .'438.50(Ft.) Downstream point/station elevation = 416 00(Ft ) I. Pipe length = 50.00(Ft.) Manning's N 0.013 No. of pipes 1 Required pipeflow =. 7.314(CFS) Given pipe size 18.00(In.). . I Calculated individual pipe f1ow, = 7.314(CFS) - Normal flow depth in pipe - 3.92(In.) Flow top width inside pipe 14.85(In.) - Critical Depth 12.57(In.) I Pipe flow velocity 25.78(Ft/s)' Travel time through pipe -, 0.03 mm. Time of concentration (TC) - 16.20 mm. I I I I S I I I I I I I I I I .- I- 11111111 liii I 1111111 It lilt I I till 11111111-i 111111111111111 liii, 111.1 Process from Point/Station 109-.50,0t0 Po' in 109-.000 **** PIPEFLOW TRAVEL TIME (User specified size) '*** --- - Upstream point/tation elevation - 415.70(Ft.Y". Downstream point station elevation 7 413 80(Ft ) length 38 00(Ft ) Manning's N --0.'013 Pipe No. of pipes 1 Required pipe flow 7.314(CFS) - Given pipe size = 18.00(in'.) Calculated individual pipe flow' 7 314(CFS) Normal flow depth in pipe 6.90(In.)'. Flow top width inside pipe 17 50(m ) .. - Critical Depth= . 12.57(In.) Pipe flow 11.74(Ft/s) velocity— Travel time through pipe - 0.05 mm. . . . . Time of concentration (TC) 16.25 min. 1 I I I- I * * .•* . ... I -I I f I I II 4 1 1 I 1 IHII l I I liii III II II I3IIIIIlIIIl3ilII 111111 11.1 I I IT i-I Process from Point/Station - 123.000 to Point/Station 122.000 **** INITIAL AREA EVALUATION **** User specified-IC' value of 0.900 given for subarea Time -of concentration computed by the natural watersheds nomograph (App X-A) •- • TC - [1l.9*length(Mi)"3)/(elevátion change)]A.385*60(min/hr) + user specified-time of 1000 min.• Initial subarea flow distance 293.00(Ft.) Highest elevation 474.94(Ft.) • S Lowest elevation 449.58(Ft.) • Elevation difference 25.36(Ft.) • • -• - TC=[(11.9*0.0555A3)/( 25.36)]'.385— 1.59+ 10.00-min.- 11.590mm. Rainfall intensity (I) - 4.029 for a 50.0 year storm .0 Effective runoff-coefficient used for area (Q—KCIA) is C = 0.900 S Subarea runoff - 1.849(CFS) S Total initial stream area 0.510(Ac.) I .5-S . -H •' .1 S I I :- 5' .-..1 -- I 5 - .5 5 -•• S. • -. :. I' - . • 5 - S ' S.... I I I I 11111111111 I I I I 11111 I ,I t I I I I I I I I I I I I I I III) I I I I I I I I I I I I I I 1111 Process from Point/Station 122.000 to Point/Station 121.000 V V **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** V U Top of street segment elevation - 449 580(Ft ) End of street segment elevation 440.600(Ft.) V V I Length of street segment 200 000(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 ) 1 Slope from gutter to grade break (v/hz) - 0.083 V Slope from grade break to crown (v/hz) 0.020 V V Street flow is on [1] side(s) of the 'street V I 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 fiowline— 1.500(In.) Manning's N in gutter 0.0150 V Manning's N from gutter to grade break 0.0180 I Manning's N from grade break to crown 0 0180 E stimated mean flow rate at midpoint of street - 2.774(CFS) V Depth of flow 0 249(Ft ) Average velocity 4.185(Ft/s) V V I Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 7.692(Ft.') V , V V Flow velocity V 4.18(Ft/s) ' V I Travel time 0.80 mm. TC ; 12.39 mm. V Adding area flow to street User specified 'C' value of 0.900 given for subarea ' 'V Rainfall intensity 3.860(In/Hr) for a ' 50.0 year storm V I ' Runoff coefficient used for'sub-area, Rational method,Q=KCIA, C 0.900 'V Subarea runoff 1.772(CFS) for 0.510(Ac.) V V Total runoff = 3.621(CFS) Total area ' 1.02(Ac.) ' V I Street flow at end of street ' 3.621(CFS), V ' ' •- V V Half street flow at end of street ,= ' 3.621(CFS) Depth of flow 0 269(Ft ) Average velocity = 4.351(Ft/s) , V Flow width (from curb towards crown)— 8 723(Ft ) I I I I I I 1111111111111 Iii I III liii III 1111111111111111111111 III liii 11111111 I I III 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 ,-w 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 Manning's N from grade break to crown 0.0186 Estimated mean flow rate at midpoint of street 4 313(CFS) Depth of flow 0.335(Ft.) . . Average velocity 2 862(Ft/s) Streetflow hydraulics at midpoint of street travel Halfstreet flow width 11.982(Ft.) . Flow velocity 2.86(Ft/s) ., .. Travel time 1.15 mm. TC 13.54 'mm. .. Adding area flow to street ., User specified 'C' value of 0.900 given.for subarea . . Rainfall intensity = 3 645(In/Hr) for a 50 0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C -0.900 Subarea runoff = 1.279(CFS) for . O.390(Ac,) . Total runoff— 4.900(CFS) Total area—. 1.41(Ac.). ... Street flow at end of street = 4 900(CFS) Half street flow at end of street - 4.900(CFS) Depth of flow 0.348(Ft.) . Average velocity = 2.932(Ft/s) Flow width (from curb towards crówn) 12.649(Ft.) - I - - 1 - tIIIIIIIIIIIIIIIIIIIIpIIIIIIIIIIIIIII,ItIiIIiIII,II,,iiIi,ii,I,,,jI,i Process from Point/S'tatior •l24.00OtoPoint/Statión ' l20.000 **** INITIAL AREA EVALUATION **** r ' - User specified 'C' value of 0 950 given for subarea Time of concentration computed by the - natural watersheds nomograph (App X-A) - TC [11 9*length(Mi)"3)/(elevation change )]A 385 *60(min/hr) " + user specified timeof 10.00mm. • • 5 4 Initial subarea flow distance 352.00(Ft.) • • Highest e-levation- 443.89(Ft.) S • • Lowest elevation 437.63(Ft.) • • Elevation difference - 6.26(Ft.) - - TC=[(11.9*0.0667'3)/( 6.26)].385= 3.37'+ 10.00 mm. 13.37min. Rainfall intensity (I) = 3.675 for a 50.0 year storm: Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 - - Subarea runoff = 1;536(CFS) - Total initial stream area = 0.440(Ac.) • • • 5' I S• I ' -. 5'- I I S .. S •. •5 •••_'• I 1 I 4 1 'I I Process from Point/Station ' 124.000 toPoint/Station 120.000 I **** CONFLUENCE OFMINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2' Stream flow area 0.440(Ac.) I Runoff from this stream - 1.'536(CFS) . Time,of concentration 13.37 mm. : .- Rainfall intensity 3.675(In/Hr') I Summary of stream data: Stream Flow rate - TC Rainfall Intensity No. (CFS) ' (mm) ' ' (In/Hr) 1 4.900 13.54 ' : 3.645 ' I 2 ' 1.536 13.37 . 3.675 Qmax(l) 1.000 * 1.000 * .4.900) + .0.992 * 1.000 * I.536) + 6.424 I Qmax(2)= - . . ' 1.000*. 0.987*' 4.900) + 1.000 * 1.000 * . " 1.536) + .6374 I ' Total of 2 streams to confluence ' Flow rates before confluence point: I 4.900 . 1.536 Maximum flow rates at confluence using above data: 6.424 ' 6.374 Area of streams before confluence: .. I ' 1.410 0.440 . Results of confluence: Total flow rate 6.424(CFS) I Time of concentration = 13.539 mm. Effective stream area after, confluence = ' 1.850(Ac.) - ;_':•• .:- ..' . . . ' I I I H If IHIHIIHIIIHHHHH IIHHIHHHIIIIIIIIHHHIIIIHIiIII: Process from from Point/Station 120.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation 434.40(Ft.) Downstream point/station elevation 426.00(Ft.) Pipe length 42.00(Ft.) Manning's N 0.013 No. of pipes 1 Required pipe flow 6.424(CFS) Given pipe size 18.00(In.) Calculated individual pipe flow 6.424(CFS) Normal flow depth in pipe = 4.49(In.) Flow top width inside pipe 15.58(In.) : Critical Depth 11.77(Iñ.) Pipe flow velocity 18.61(Ft/s) Travel time through pipe '0.04 min. Time of concentration (TC) 13.58 mm. I I '',•• '':'': I I' •. •: , '• •' • • • •' ' I• • .• ••• H • • • • •,: "I I aLa. . • a - ..- Ill I 111111 Ii itt i. 1111,1111 I till ii II 111111 1,1 I I 11111 1111111111! 11111.1111 Process fromPoint/Station ' iO4.000"to Point/Sta,tion - '105.000 **** INITIAL AREA EVALUATION Decimal fraction soil group A 0.-000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 ..- ¶ . .. Decimal fraction soil group D = 1.000 - [SINGLE FAMILY area type I . - - • Initial subarea flow distance 1425.00(Ft.) • Highest elevation 590.O6(Ft.) • 0 • - 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 = [l.8*(l.l-C)*distance".5)/(% S pA(1/3) 0 0 TC — •[1.8*(l.10.5500)*(1425.00A.5)/( 11.58A (1/3)]— 16.52-. Rainfall intensity (I)= 3..2O6 for a 50.0 year storm . 0 • 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 t I .. .* *• .- I :. . 1 • - 0 0 - I S - -I - -• -. 0 1• - I Process from Point/Station. 104.000 to Point/Station 105.000 I CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream-number 2 Stream flow area = 10.140(Ac..) I Runoff from this stream = 17.878(CFS) Time of concentration = 16.52 mm. Rainfall intensity = 3.206(In/Hr) I Summary of stream data: -- - Stream Flow rate TC -,. Rainfall Intensity I No. (CFS) - (mm) -.-• (In/Hr) 1 - 6.424 13.58 - . 3.638 U . - 217.878 16.52 - 3.206 Qmax(l) - - - - - 1.000 * 1.000 * 6.424) + I - 1.000 * - 0.822 * 17.878) + 21.117 Qmax(2) - 0:881 * 1.000 * 6.424) + - 1.000 * 1.000 * 17.878) + 23.539 U Total of 2 streams to èonfluence:' Flow rates before confluence point: U 6.424 - 17.878 Maximum - - - flow rates at confluence using -above data:. - 21.117 23.539 - - Area of streams before confluence: - I 1.850 10.140 -, - - Results of confluence: - - - - - Total flow rate 23.539(CFS) - U Time of concentration = 16.519 mm. - Effective stream area after confluence 11.990(Ac.) U U -------.-.,--- ..- I -- U .:.- U - - - - -: -- - ---I-- ----- - .--- -..: •--- I till till t liii (11111111 It II lit Ii 11111 I,! It Iii 1,1 111111 liii! Iii! 1111111111 Process from Point/Station 105 000 to Poi on * 101 000, **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation , 425.50(Ft.) Downstream point elevation 414 00(Ft ) Channel length thru subarea - I50.00(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 . - .. Manning's 'N' 0.015 .. Maximum depth of channel 1.000(Ft.) - • - •. • •-- - Flow(q) thru subarea =. 23.539(CFS), • • . • : Depth of flow 0. 811(Ft.) ', • • Average velocity - 16.014(Ft/s) • Channel.flow top width = 2.623(Ft.) • •• Flow Velocity, 16.01(Ft/á) . :.. Travel time. • 0.16 mm. . ,.- ..• Time of concentration 16.68 mm: • . Critical depth 1 578(Ft ) : . • * . ' . ••- , _I_ I I I I I I I I I I I Process from Point/Station 105.000 to Point/Station 101.000 **** CONFLUENCE OF MAIN STREAMS **** V I The following data inside Main Stream is listed: In Main Stream number 3 Stream flow area - 11 990(Ac ) I Runoff from this stream - 23 539(CFS) Time of concentration 16.68 min. I Summary Rainfall intensity 3.186(In/Hr) of stream data * V V Stream Flow rate TC Rainfall Intensity No (CFS) (mm) (In/Hr) 162.014 38.92 1.845 I l 2 7.314 1625 3.240 3 23.539 1668 3.186 I Qmax(l)= V 1.000 * 1.000 * 162.014)+ V V 0.56 * 1.000 * 7.314) + 0.579 * 1.000 * 23.539) V + 179.805 I Qmax(2) 0 1.000 * 0.418 * 162.014) + V 1.000*: 1.000 * 7.314) + V • 1.000 * 0.975 * 23.539) + 97.910 V • Qmax(3) V 1.000 * 0.428 * 162.014) + 0.984 * 1.000 * 7.314) + 1.000 * 1.000 * •23.539) + 100.152 Total of 3 main streams to confluence: Flow rates before confluence point: 162.014 -.7.314 23.539 Maximum flow rates at confluence using above data: 179.805 97.910 100.152 I Area of streams before confluence: 159:700 2.500 V 11.990 Results of confluence Total flow rate 179 805(CFS) Time of concentration = 38.918 mm. I Effective stream area after confluence = 174.190(Ac.) 1 1 1 I H1 UIHHIIIIHIIIIIIIIIIIIj(lI,lIIllHjIl)IIIIIIpFIIIIIIIIIHjIIlIIINI - Process from Point/Station 101.000 to Point/Station 100.000 **** 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 =0.013 No. of pipes = 1 Required pipe flow = 179.805(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow - 179.805(CFS) -. Normal flow depth in pipe = 24.40(In.) - Flow top -width inside pipe - 53.75(In..) - Critical Depth - 46.62(In.) Pipe flow velocity = 25.77(Ft/s.) 0 Travel time through pipe 0.18 mm. Time of concentration (TC) 39.10 mm. I 'I I- -, -I 0' -- I, 0 0 H- 0 1 0•0 0 0 0 0 .0001 I .,• - . 11111111111 I I. I I. I I I I I I I I .•. I I I I I 111111111111111111111111111 I I 1.1 I I Process from 'Poiñt/S tat ion" 4 133.000to Point/Station I I I I I I I I 132.000. -, **** INITIAL AREA EVALUATION User specified 'C' value of 0.950 iven 7fór sübaréa • Time of concentration computed by the • - natural watersheds nomograph (App X-A) TC (11.9*léngth(Mi)'3)/(elevation change )]".385 *60(rnin/hr) + user specified time of 10.00 mm * Initial subarea flow distance; 305.00(Ft.). Al ,Highest elevation =• 468.52(Ft) • • - - Lowest elevation 449.58(Ft.) * Elevation difference 18.94(.Ft.) TC=[(11.9*0.0578A3)/( 18.94)]".385c' I.86-+ 10.00 min. = 11.86 miri. Rainfall intensity (I) = 3.969 for a 50.0 year storm Effective runoff coefficient used.for area (Q=KCIA) is C O.950 Subarea runoff 1.207(CFS) Total initial stream area 0;320(Ac.) - - - :-- .- -. -• I • -. '- - :'• I I J I 'I I I I I I I - i • ' :* I 4 - - - I V 4 I ii III I I lilt I 11111111111111111 l 11111111 I I I ii liii' 11111 I 11111 I 11111111.1 Process from Point/Station 132000 to Point/Station 131.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation 449.580(Ft.) End of street segment elevation = 440.600(Ft.) I Length of street segment . 200.000(Ft.) Height of curb above gutter flowline 6.O(In.) Width of half street (curb to crown) I Distance from crown to crossfall grade break - 51.500(Ft.) S Slope from gutter to 5grade.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 V S I Distance from curb to property line 10.000(Ft.) V Slope from curb to property line (v/hz) 0.021 Cutter width = 1.500(Ft,) . V I Cutter hike from flowline = 1.500(In.) S Manning's N iii-gutter 0.0150 5 . Manning's N from gutter to grade break 0.0180 V I Manning's N from grade break to crown 0.0180 Estimated mean flow rate at midpoint of street 1.753(CFS) V Depth of flow 0.217(Ft.) V V S Average velocity 3.953(Ft/s) I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.101(Ft.), Flow velocity = 3.95(Ft/s) - I Travel time 0.84 mm. TC 12.71 mm. S Adding area flow to street User specified 'C' value of 0.950 given for subarea . S I . Rainfall intensity 3.77(In/Hr) for a 50.0 year storm . Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff 1.046(CFS) for 0.290(Ac.) Total runoff 2.253(CFS) Total area 0.61(Ac.) V. I Street flow at end of street - 2.253(CFS) Half Street flow at end of street= 2.253(CFS) V, Depth -of flow 0.234(Ft.) I Average velocity = 4.071(Ft/s) Vj5 V V V Flow width (from curb towards crown)— 6.943(Ft.) VS I - I I V V I I 11111111111 I 11111111 I 111111 I III 1,1_I 111111 11 I 11111111111111 111,1 I I Process from Point/Station, t131.000 to, Point/Station 130.000 I 1111, - **** STREET FLOW TRAVEL TIME -F' SUBAREA FLOW ADDITION **** r Top of street segment elevation,— 440.600(Ft.) End of street segment elevation 437.630(Ft.) Length of street segment 198.000(Ft.) Height of curb above gutter flowlin.. '. ,6.0(In') . Width of half street (curb.tocrown) 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.) r Slope from,curb to proprty line (4/hz) 0.021 . 4 ... 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 gade break to.crôwn =. 0.0180 .. .-, .• Estimated mean flow rate t midpoint of street 2 788(CFS) Depth of flow = 0.294(Ft.) Average velocity 2.634(Ft/s) Streetflow hydraulics at midpoint of street travel - Halfstreet flow width 9.936(Ft.) 1 .4 . - - Flow velocity = 2,63(Ft/s) -. Travel time =- 1.25 mm. ' TC 13.96 min. Adding area flow to street . .- User' specified 'C' value.of 0..90 given forsubarea .' . Rainfall intensity. -. 3.574(In/Hr)for a 50.0 year storm .- . Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.900 Subarea runoff - 0.933(CFS)'fot 0.290(Ac.) .' Total runoff =. 3.185(CFS) ,Total area 0.90(Ac.).. Street flow at end of street '3.185(CFS) .• . Half street flow at. end of street'—*., 3.185(CFS) - Depth of flow = 0.306(Ft.) . ,- Average velocity 2.695(Ft/s). Flow width (from curb towards crown)— 10.539(Ft.) - - I. I I I •'••-.• •.-,.-•. . ,-• ----.--. •...•.•_... ... •...._. •••:. -- .. ,.•-•'-. t I . IIIIIIIIIIIIIiIIIII,IIIIIIIIIIIIIIIlIII.IIIIIIII(llIIIiiIiiiiIIiiiiIiIII L. - Process from Point/Station 135-:1000 to Point/Station -,,,.,l30.:000 , **** USER DEFINED FLOW INFORMATION AT,A .- - POINT 4*** . ... User specified 'C' value of 0.950 given for subarea Rainfallintensity(I)..; 5.578 fora User specified values are as follows: : 56.0year storm TC 7.00min. Raih intensity . . . .. .,• .'5.58(Ir/Hr). .. . :• Total area 0.91(Ac.) . Total ruri6ffl 4.80(CFS) to • . I : * I. ., 111111111111111111111111111111111111, IllIllIllIllIl 1111111 I 1111111111 Process from Point/Station 135.000 to Point/Station 130.000 I **** CONFLUENCE OF MINOR STREAMS. **** Along Main Stream number: 2 in normal stream number 2 Stream flow area 0.910(Ac.) I Runoff from this stream 4800(CFS) Time of concentration 7.00 mm. Rainfall intensity = 5.578(In/Hr) I Summary of stream data:- Stream Flow rate TC . .. Rainfall Intensity No. (CFS) (mm) ., (In/Hr) 1 . 3.185 13.96 3.574 I 2 4.800 7.00 j.5.578 Qmax(l) . . . 1.000 * 1.000 * 3.185) + I 0.641 * 1.000 * 4.800) + 6.261 Qmax(2) - .. 1.000 * 0.50L * .3.185) + I .1.000 * 1.000 * 4.800) + 6.397 Total of 2 streams to confluence: . . Flow rates before confluence point: I .3.185 4.800 . Maximum flow rates at confluence using above data: 6.261 6.397 0 I .Area of streams before confluence: . 0.900 0.910 Results of confluence: . Total flow rate = . •'6.397(CFS) I Time of concentration = 7.000 mm. Effective stream area after confluence = - 1.810(Ac.) I •0 0 .- 1 0 - t I I I 11111 iri, I 11111 II I 111111 I I I 1111111111 ii 111111 I , tI 111111 I III I Process from Point/Station 130.000 to Poiit/Station 100 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** :• Upstream point/station elevation - 434 40(Ft ) Downstream point/station elevation— 400.70(Ft.) " - - Pipe length -' 102.00(Ft.) Manning's N 0013 .- No.. of pipes 1 Required pipe flow 6.397(CFS). Given pipe size 18.00(In.). . .•. Calculated individual pipe flow -. 6.397(CFS) Normal flow depth:in. pipe 3.96(In.) . -. Flow top width inside pipe— 14`91 (In. : Critical Depth ll.74(In-.) - Pipe flow velocity 22.21(Ft/s) . Travel time through pipe 0.08 min : - • Time of concentration (TC) - 7.08 min. * t V I : 1 -I •.:' : :1 I •• ._.- - 1 -: ••. I I IF liii III liii IlilillIlil (Ill 1111 114444441 liii I'I IllillIltIl liii 11111 Il II 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 I Stream flow area 1 810(Ac ) Runoff from this stream 6.397(CFS) Time of concentration 7.08 mm. Rainfall intensity = 5.539(In/Hr) Summary of stream data: . . Stream Flow rate - TC Rainfall Intensity No (CFS) (mm) (In/Hr) 1 179 805 39 10 1.839 I 2 . 6.397 708 --. 5.539 - Qmax(1) 1.000 * .1.000* 179.805) + 0.332 * 1.000 * 6.397) + = 181.929 Qmax(2) = 0.181 * 179.805),t l..000 * 1.000 * 6 397) + 38.940 Total of 2 main streams to confluence:. Flow rates before confluence point: I 179.805 6.397 Maximum flow -rates at confluence using above data: 181.929 -38.940 - - I Area of streams before confluence - . - 174.190 - 1.810 I Results of confluence:' TOtal flow rate = 181.929(CFS) Time of concentration = 39.099 mm'., • 0 I Effective stream area after confluence = 176.000(Ac.) End of computations, total study area = - .176.00 (Ac.) I I I I I I t - ' 4 I 4%' • .• • 4, :' • 4 . • I San Diego County. Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 on Rational method hydrology program based San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 01/01/80 PALOMAR AIRPORT ROAD HYDROLOGY AREA 2; FILE NAME: PALHY2 STATIONS: 234+65, 215+46 -AND 235+65 USER: LTMV REVISED: 9/24/90 ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------- P & D Technologies - SIN 558 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 = 5.6.6% . . 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 C. ************ Element Capacity Space Remaining = 342 Element Points and Process used between Points Number Upstream Downstream - Process 1 299.000 . 280.000: 2 299.000 280.000 Initial Area Main Stream Confluence 3 . .298.000. 282.000 Initial Area I 4 298.000 282.000 .- 287.000 . 286.000 Confluence 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 :. 282.0.00 Confluence 11 282.000 . 280.000 12 282.000 280.000 Improved. Channel Time Main Stream Confluence 13 280.000 279.000 Pipeflow .Time(user inp) 14 . 279.000 278.000 15 . 278.000 . . 200.000 - Pipeflow Time(user inp) Pipeflow Time(user inp) 16 278.000 . 200.000 Main Stream Confluence 17 275.000 274.000 Initial Area .18 274.000 273.000 Street Flow + Subarea - I 19 273.000 .272.000 -. - Street Flow + Subarea . 20 272.000 . 271.000 Street Flow + Subarea 21 271.000 270.000 22 . 270.000 200.000 Street Flow + Subarea Pipeflow Time(user inp) 23 270.000 200.000 Main Stream Confluence End of -listing ............ 1 II I 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 distanèe = I140.00(Ft.) I Highest elevation = 578 0O(Ft ) Lowest elevation = 448.00(Ft.) Elevation difference = 130.0O(Ft.) Time of concentration calculated by the urban I areas overland flow method (App X-C),— 14.85 mm. TC = [1.8*(1.1JC)*distanceA.5)/(%.slopeA(1/3)]. TC = {1.8*(1.10.5500)*(1140.00A.5)/( 11.40A(1/3)]= 14.85 I 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) I Total initial stream area = 10.400(Ac.) I I I I 'I I I I I I I I i' '4 U1IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIItiIJIIIIIIIIIIIIIItIlIIIIlI( Process from Pit/Station 298.000 to Point/Station .282000.. **** 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 . .1 ., Initial subarea flow distance 1380.00(Ft.) .., ,. Highest elevation 575.00(Ft.) ,. . Lowest elevation 448.00(Ft.). Elevtiondifference 127.00(Ft.) - Time of concentration calculated by the.urban areas overland .flow method (App X-C) = 17.55 mm. TC = [1.8*(1.1-0*distance'.5)/(% slope "(l/3)] .7 TC = [1.8*(1.10.5500)*(1380.00A.5)/( 9.20A(1/3)]= 17.55 - Rainfall intensity. (I) - 3.083 for a .50.0 year storm. . Effective runoff coefficient usedforarea (Q-KCIA)isC 0.550 Subarea runoff 10.344(CFS) Total initial stream area 6.100(Ac.). 1 H' .. 1 • I 1 • I p I .-U . I , - •' 0 '' I 4 i II! 11111 I 1111111111111111111 Fl 11111111 liii 111,1111111,111111111.11 Process from Point/Station 287:000. to Point/Station III III I ' 286.00-0. **** INITIAL AREA EVALUATION*** - •:' - - - -' , , ,-. . -. -. ' ... '.4 -. i'. - User specified 'C' value of 0.950 given -for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) TC [11 9*length(M1)A3)/(elevation change)]A 385*60(min/hr) + user specified time of 10.00 mm. Initial subarea flow distance, — 230.00(Ft.)' - .. Highest elevation -= 508.00(Ft.) . . Lowest elevation 506.78(Ft.) Elevation difference — 1.22 (Ft. . TC=((11.9*0.0436A3)/( 1.22)]A.385 3.86 -- 10.00 mm. 13.86 mm. Rainfal-1 intensity (I) '3.589. for a '50.0 year storm -- Effective runoff'coefficient used for area (Q-(CIA) is C Subarea runoff 0.950 Total initial stream area 0 500(Ac ) 1• I 8 I I I I 'l, '- ' - ' . . '''::. " '"' " - - T ': • a'.: .1 - 8. I 1 •'• 4 I I 111111111111111111 1111111111 ñ IIIII11IIIIIIIIHII1IIIIIIIIlIlII I 11111 Process from Point/Station 286.000 to Point/Station 285.000 **** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION **** I .Top of Street segment elevation .506.780(Ft.) End of street segment elevation * 502.210(Ft.) I Length of street segment 250:000(Ft.) Height of curb above guter flowline .- 6.0(In.) Width of half Street (curb to-crown) 53.000(Ft.) - I 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 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/hi) 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 rateat midpoint of street 2.864(CFS) Depth of flow 0.287(Ft.) - Average velocity 2..873(Ft/s) I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 9.621(Ft.) Flow velocity = 2.87(Ft/s) . I Travel time = 1.45min. TC 15.32 mm-. Adding area flow to street * User specified 'C' value of 0.900. given for subarea - - Rainfall intensity = 3.366(In/Hr) for a 50.0 year storm I Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.900 Subarea runoff 2.060(CFS) for 0.680(Ac.) Total runoff 3.765(CFS) Total area - 1.18(Ac.) I Street flow at end of street = 3.765(CFS) Half street flow at end of street 3.765(CFS) Depth of flow 0.312(Ft.) Average velocity 3.011(Ft/s) . . Flow width (from :curb towards crown)— 10.859(Ft.) I I . - I IlIIII.IIIIIIltIIIIIIIIIIIIIIIIIIIIt.IIIIIIIIIIuIIII.IIIIiiI,iIIIIII( Process from Point/Station 285.000 to Point/Station 284.1000 , ****.STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ) ---n Top of street segment elevation - 502 210(Ft ) End of street segment elevation 489 280(Ft ) Length of street sgment - 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 bxeak - 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.) . . 4 Manning's N in gutter.— 0.0150, i .... . 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 - 6 030(CFS) Depth of flow 0.334(Ft.) Average velocity 4 021(Ft/s) - 'Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 11.952(Ft.). .. - '- - ' '•- .., . Flow velocity - 4.02(Ft/s), . . Travel time 1.78 mm. ' TC 17.10 mm. Adding area flow to street .. - .. .. , User specified"C' value of 0.900 given f9r subarea Rainfall intensity = . . 3.135(In/Hr.) for 4a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.900 . Subarea runoff = 4:, Ac 007(CFS) for - l.420(.). ";, .. Total runoff = 7.772(CPS) Totalarea = 2.60(Ac.) .. . Street flow at end of street = - 7..772(CFS): Half street flow at end of street.— 7.772(CFS) Depth of flow - 0.361'(Ft.) Average velocity = 4.220(Ft/s) .; • .' , ' ,- : Flow, width (from curb towards crown)— 13.305(Ft.) - 4- 1 4 I i 5 1 4- I I 11111111111111 111I11111111111111111Ia 1111111111111111111111111111111 I Process from Point/Station 284.000 to Point/Station 283.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** V Top of street segment elevation , 489.280(Ft.) End of street segment elevation VV 463..920(Ft:) V Length of street segment 469.000(Ft.), V Height of curb above gutter flowline - 6.0(In.) V Width of half street (curb to crown) - 53.000(Ft.) . Distance fromcrown to crossfall grade break 51.500(Ft.) .. Slope from gutterto 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 V. Distance from curb to property line - 10.000(Ft,) V. - Slope from curb to property line (v/hz) - 0.021 Gutter width 1.500(Ft.) V -. V• Gutter hike from flowline 1.500(In.) Manning's N in gutter 0.0150 V V Manning's Nfrom gutter to grade break 0.0180 Manning's N from grade break to crown - 0.0180 V Estimated mean flow rate at midpoint of street = 9.326(CFS) Depth of flow 0.349(Ft.) V Average velocity 5.539(Ft/s) V V Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 12.698(Ft.) Flow velocity = . V 5.54(Ft/5). Travel time 1.41 min. TO = 18.51 mm. Adding area flow to street V V User specified 'C' value of 0.900 given for subarea Rainfall intensity - 2.979(In/Hr) for a 50.0 year storm Runoff coefficient -used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff 2.788(CFS) for 1.040(Ac.) Total runoff = 10.560(CFS) Total area 3.64(Ac.) Street flow at end of street . 10.560(CFS) V Half Street flow at end of street - 10.560(CFS) Depth of flow , . 0.363(Ft.) V Average velocity 5.674(Ft/s) V - Flow width (from curb towards crown)— 13.379(Ft.) V V V V ; 1 • ••, • . - IlillIlli 11111 liii 111111 111111 iii ii lilililili 111111111111111 111111. i Process from Point/Station 283 000 to Point/Station .111! 282 000 **** PIPEFLOW TRAVEL TIME (User sjiecified size) **** Upstream point/station elevation = 460 00(Ft ) Downstream point/station elevatin - --459 40(Ft ) Pipe length - I2.00(Ft.) Manning's N— 00l3 • No of pipes 1 Required pipe flow - 10 560(CFS) - Given pipe size 18 00(In ) ) Calculated individual pipe flow - 10 560(CFS) . Normal flow depth in pipe 8 46(In ) Flow top width insidepipe - • 17.97(In.) ;. Critical Depth 14 98(In ) Pipe flow velocity 12 94(Ft/s) . Travel time through pipe 0.02'min. Time of concentration (TC) 18.52 mm. '. • . S • .•t_ .•.. . -. .:.: - ..,•••. - , * •.•.. I - • - - . • •• ; :--•.: • . I I r 1 - .,- I ttIIIIIIIIIIIIIIIIIIIlIIIlIIIIIIIIiIIIIIIlIiIIIIIIlIIIIII;IIIi;III, Process from Point/Station 283.000 to Point/Station 282.000 I **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area 3.640(Ac.) I I Runoff from this stream - 10.560(CFS) Time of concentration 18.52 mm. - Rainfall intensity 2.977(In/Hr) I Summary of stream data: -• . Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) , (In/Hr) 4 1 10.344 17.55 3.083 I 2- 10.560 18.52 2.977 Qmax(l) = - 1.000 * 1.000 * 10.344) + I 1.000 * 0.947 * 10.560) + - 20.348 Qmax(2) = 0.966.* 1.000 * 10.344) + 1.000 * 1.000 * 10.560) + = 20.550 I Total of 2 streams to confluence Flow rates before confluence point: I 10.344 10.560 Maximum flow rates at confluence using above data: 20.348 20.550 I Area of streams before confluence: 6.100 3.640 Results of confluence: . Total flow rate 20.550(CFS) I Time of concentration = 18.524 mm. Effective stream area after confluence = 9.740(Ac.) i . .---- • I -H I T 1 I. I H-, P Process from Point/Station,` 282.000 to Pcint/Statioii ' '280.000' **** IMPROVED CHANNEL TRAVEL TIME ..Upstream point elevation 460.30(Ft.) Downstream point elevation 448.00(Ft.) Channel length thru subarea 75.00(Ft.) Channel base width — 1.000(Ft.) Slope or 'Z' of left channel bank 7 1.000 to Slope or 'Z' of right channel bank 1.000 Manning's 'N' 0.015 Maximum depth of channel 1006(Ft.) • ., Flow(q) thru subarea 20': 550(CFS) - Depth, of flow — 0.620(Ft.) Average velocity -. 20.475(Ft/s) • Channel flow top width — 2.239(Ft.) • : • Flow Velocity= 20..48(Ft/s) • ' • • Travel time 0.06 mm. .. Time of concentration = 18.58 min..• ,Critical depth 1 469(Ft ) I a ,.. ''a • ' - I. . ;,• '4 -.--, •'._; - - -•- .•? 'I - - • I I -. 4 I - .- • - • ,. •. - - .-••• I' '-'I 111111(1111111111111111111(1111 I 111111 I 1111111111 1111111111111(11 I I Process from Point/Station 282.000 to Point/Station 280.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number 2 Stream flow area = 9.740(Ac.) Runoff from this stream 20.550(CFS) Time of concentration 18.58 mm. Rainfall intensity = . 2.971(In/Hr) 4 Summary of stream data Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 19.640 14.85 3.434 2 20.550 18.58 2.971 Qmax(l) 1.000 * 1.000 * 19.640) + 1.000 *. 0.799 * 20.550) + = 36.061 Qmax(2) = 0.865 * 1.000* 19.640) + 1.000 * 1.000 * 20.550) + 37.544 .' Total of 2 main streams to confluence: Flow rates before confluence point: ' 19.640 20.550' ' Maximum flow 'rates at confluence using above data: 36.061 37;544 Area of streams before confluence: 10.400 9.740 -. Results of confluence Total flow rate 37.544'(CFS) Time, of concentration = 18.585 in. Effective stream area after confluence = 20.140(Ac.) 11111111(1111.1 11111111111 IIIII•I I•II 111,11111 II 11111111 I I I I I_I I I '_I II I I,I III Process from Point/Station 280.000 to Point/Station 279-'000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation 448 10(Ft ) Downstream point/station elevation 443.30(Ft.) Pipe length 48.00(Ft.) Manning's.N - 0.013. -. No. of pipes = 1' Required pipe flow = 37.544(CFS) Given pipe size = 24.00(In.) ..• , Calculated individual pipe flow 37.544(CFS) Normal flow depth in pipe = 12.35(In.') Flow top width inside pipe •. 23.99(In.) Critical depth could' not be caThulated. '..' Pipe flow velocity = 23.05(Ft/s)' Travel time through pipe' 0.03 mm. Time of concentration (TC) ' 18.62 .min. 1 i . ... I I I * 1 - ' ' S • I I 1 I Process from Point/Station 279.000 to Point/Station 278.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** I' Upstream point/station elevation 443.30(Ft.) Downstream'point/station elevation 421.50(Ft.) I , Pipe length = 109.00(Ft.) Manning's N = 0.022 No. of pipes - 1 Required pipe.-flow •- 37.544(CFS) Given pipe size 24.00(In.)' . * I . Calculated individual pipe 'flow37.544(CFS) Normal flow depth in pipe.— 13.78(In.) . Flow top width inside pipe— 23.73(In.) Critical depth could not be calculated. , I Pipe flow velocity 20.10(Ft/s) . . Travel time through pipe - 0.09 mm. ' Time of concentration (TC) - 18.71 mm. I '• 'H I . ' ••.;.• , '- I. 'I ' ". -' . ., .1 ,• I.• I 'I liii I II 11111111 I 11.1 111111 I Process from Point/Station .278000 to Point/Station 200.00Q **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation = 421.50(Ft.) Downstream point/station elevation 413.50(Ft.) Pipe length = 86.00(Ft.), : Manning's N - .0. 013 No. of pipes 1 Requiredpipe flow . 37.544(CFS) Given pipe size 24.00(In.) Calculated individual pipe flow - 37.544(CFS) - Normal flow, depth "in pipe 12.62(In.) Flow top width inside pipe 23.97(In.) Critical depth could not becalculated. " Pipeflow velocity 22..43(Ft/s) Travel time through pipe 0.06 mm.. 0 - Time of concentration (TC) =- 18.77 min. 'I :0 . I 00 0 1 '•:0 H -I H 0 -I - •0, •0 0 :1 I r I 111111111111111 I 1,11111 11111111 II II I! I I III 1,1 I II 11111111 III II III ILI II Process fromL Point/Station 275 000 to Point/Station 274.'.0.00 **** INITIAL AREA EVALUATION **** •. : User specified 'C' value of 0.950 iven f6r subarea Time of concentration computed by the 1 natural watersheds. nomograph (App X-A) TC [11 9*length(Mi)"3)/(elevation change)]385 60(min/hr) + user specified time of 10.00 mm - ,. Initial subarea flow distance 561 00(Ft ) Highest elevation 509 52(Ft ) - Lowest elevation = 567,.07 ,(Ft ) Elevation difference 2.45(-Ft.) - TC[(11:.9*0.1063A3)/( 2.45)]".385= 8.28 + 10.00 mm. = . 18.28 mm. . Rainfall intensity (I) 3.003 fora 50.0 year storm- . Effective runoff coefficient used for area (Q=KCIA) is C 0.950 . Subarea runoff Total initial stream area 0.870(Ac.) . - . • . - •: • I I I 1 . I I i ' I I I I I 111111 1111111111111,1 I I I liii 1,1 111111 11111111111 I'I III I 111111,111 I - Process from Point/Station 274.000 to Point/Station 273.000 I **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation 507.070(Ft.) V End of street segment elevation — 505.360(Ft.) . V I 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.) I , Distance from crown to crossfall grade break — 51.500(Ft.) Slope from gutter to grade break (v/hz) =0.083 " V Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street - Distance from curb t6 property line 10.000(Ft.) ' Slope from curb 'to property line (v/hz) 0.060 Gutter width 1.500(Fi.) ' 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 I Manning's N from grade break to crown 0.0160 - Estimated mean flow rate at midpoint of street 3.238(CFS) ' Depth of flow = 0.391(Ft.) V V I Average velocity 1.878(Ft/s) Streetflow hydraulics at midpoint of street travel: 'V Halfstreet flow width 12.735(Ft) V VVV V Flow velocity =. 1.88(Ft/s) I Travel time '2.95 rain. TC - 21.22 rain. Adding area flow to Street V User specified 'C' value of 0.950 given for subarea V I 'Rainfall intensity - 2.727(In/Hr) for a 50.0 year storm Runoff coefficient 'used for sub-area, Rational method,Q=KCIA, C = 0.950 V Subarea runoff 1.373(CFS) for 0.530(Ac.) Total runoff = 3.856(CFS) Total .area 1.'40(A6.) ' I Street flow at end of street ' 3.856(CFS) Half street flow at end of Street 3.856(CFS) V V Depth of flow = 0.411(Ft.) ' Average velocity = 1.944(Ft/s) . V -• I Flow width, (from curb towards crown)— 13.714(Ft.)' .1 I ''"'""''V •'i ' V V F II 1111111111 I II1IIIIIIIIIIII,I I I I IIIIIIIIIiIIIIIIIII1 I 11111.1 i;i liii III Process from Point/Station l 273.000 to Point/Station .. 272J1000 **** STREET FLOW TRAVEL. TIME + SUBAREA FLOW ADDITION **** -, . Top of street segment elevation = 505 360(Ft ) End of street segment elevation 502.210(Ft.) V Length of street segment 250.000(Ft.) - • ,,, Height of curb above gutter flowline 6 O(In ) V Width of half street (curb to crown) = 53.000(Ft.) V . V Distance from crown to crossfall grade break ' 51 500(Ft ) Slope from gutter to grade break (v/hz) 0.083 V ,= V 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.,) V V Gutter hike from flowline =. 2.000(In.) Manning's N in gutter 0.0150 Manning's.N from gutter to gradebre1c =. 0.0150 4. V V Manning's N from grade break to crown 0.0160 Estimated mean flow rate at midpoint of street 4.406(CFS) . V Depth of flow = 0.377(Ft.) V V •. V Average velocity = 2.860V(Ft/S) ., '.. . :. • . V Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 11 993(Ft ) Flow velocity 2.86(Ft/s) Travel time= 1,46 mm. TC .22.68 mm. V Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity 2 613(In/Hr) for a .50 .0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C -0.950 Subarea runoff = 0.993(CFS) for . 0.400(Ac.) Total runoff 4.849(CFS) Total area =. ' 1.80(Ac) . V V Street flow at end of street . 4.849(CFS) Half street flow at. end of street Depth of flow 0.387(Ft) Average velocity 2.913(Ft/s) , . Flow width (from curb towards crown)— 12 499(Ft ) I I 4 I I I I 'H I i 'i 111111111111111111 I III 11111111111 III I'I I IIIIIIIIIIiIIIIIIIIIIIII I III - Process from Point/Station 272.000 to Point/Station 271.000 I **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment 'elevation—' 502.210(Ft.) - -' End of street segment elevation 489.280(Ft.) I 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.) 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 [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 flowline - 2.000(In.) Manning's N in gutter - 0.0150 Manning's N from gutter to grade break - 0.0150 I Manning's N from grade break to crown— 0.0160 Estimated mean flow rate at midpoint of street - 5.980(CFS) Depth of flow - 0.363(Ft.) Average velocity = 4.312(Ft/s) I Streetflow hydraulics at midpoint of street travel: , Halfstreet flow width - 11.333(Ft.) Flow velocity - 4. 31(Ft/s) . I Travel time - 1.66 mm. TC - 24.34 mm. Adding area flow to street .. . User specified 'C' value of 0.950 given for subarea I Rainfall intensity - 2.497(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff - ' 1.992(CFS) for 0.840(Ac.) Total runoff - . 6.841(CFS) Total area - 2.64(Ac.) I .Street flow at end of Street—. . 6.841(CFS) Half street flow at end of street 6.841(CFS). Depth of flow = 0.377(Ft.) . I Average velocity - 4.422(Ft/s) , Flow width (from curb towards crown)—,12.019(Ft.) I I I I I I I I 1 1111 I II I II jill II liii I iii I 11111111111 I1iIiIiiil I III I Il I 1,1 .11 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 595.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) • = 53.000(F.t.) Distance from crown to crossfall grade break 51.500(Ft.) Slope from gutter to grade break (v/hz) - 0.083 Slope from gradebreak 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 7. 787(CFS) Depth of flow 0,362(Ft.) Average velocity = 5.691(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width - 11.250(Ft.) Flow velocity - 5.69(Ft/s) - Travel time 1.74 mm. TC 26.08 mm. Adding area flow to street . User specified 'C' value of 0.950 given for subarea Rainfall intensity . 2.388(In/Hr) for a 50.0 year storm - - Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff 1.656(CFS) for 0.730(Ac.) Total runoff 8.497(CFS) Total area = 3.37(Ac.) Street flow at end of street - 8.497(CFS) - Half street flow at. end of street 8.497(CFS) Depth of flow 0.370(Ft.) Average velocity 5.784(Ft/s) . Flow width (from curb towards crown)— 11.690(Ft.) . V..- -, I I I 111111111! IllIllIllIll II I 11111 I I I 11111111111111111111111 111111111, Process from Point/Station 270.000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 449.10(Ft.) Downstream point/station elevation 413.75(Ft.) Pipe length = 101.00(Ft.) Manning's N = 0.013 No. of pipes 1 Required pipe flow 8.497(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.497(CFS) Normal flow depth in pipe 4.49(In.) . lrt7 ,..4As4 ._ ic ca/T- 11111 I 1111111 I I 1:1 I I 111111 II III, liii I 1111111 11111 I Il 11111 I,I I I II III II Process 'from Point/Station 270.000 to Point/Station. .200.000 ****'CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed In Main Stream number: 2 ..• .-., Stream flow area 3. 37O(Ac.) . -. Runoff from this stream - 8.497(CFS) 'S.. Time of concentration 26 15 min. 'Rainfall intensity 2;384(Iri/Hr). '. Summary of stream data:. Stream ' Flow rate ' TC .' Rainfall Intensity No'. (CFS) - (mm) ' ' (In/Hr) . 1 , 37.544 18.77 ' - 2.952 2 8.497 26.15. ' ' 2.384 Qmax(l) = *•' • 1.000 * 1.000 * 37.544) + 1.000 * 0.718 * 8.497) += 43.644 Qmax(2) 0.808 * l.000,* 37.544) + 1.000* l.000.* 8.497) + 38.814 Total of 2 mainstreams to confluence: Flow rates before confluence point: " 37.544 8.497 Maximum flow rates at confluence using above data: 43.644 • 38.814 Area of streams before confluence: . • 20.140 3.370 I Results of confluence: Total flow rate 43.644(CFS) ' * Time of concentration 18.774 miri. Effective stream area after confluence 23.510(Ac.) . End of computations, total study area . 23.51 (Ac.) , I I I I San Diego County Rational Hydrology Program I CivilCADD/CivilDEIGN Engineering Software, (c) 1990 Version 2.3 I Rational method hydrology program based on V San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study . Date:. 01/01/80 ------------------------------------------------------------------------- I PALOMAR AIRPORT ROAD HYDROLOGY V AREA 3; FILE NAME: PALHY3 . . STATION: 220+90 V V V LTMV REVISED: 9/27/90 V. V ********* Hydrology Study Control Information ********** V P & D Technologies - SIN 558 V V I Rational hydrology study storm event year is 50.0 Map data precipitation entered: V I 6 hour, precipitation(inches) 2.630 24 hour precipitation(inches) = 4.650 V Adjusted 6 hour precipitation (inches) =. 2.630 I 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 S T I N C ************ Element Capacity Space Remaining = 363 V I Element Points and Process used between Points V V V Number Upstream V Downstream Process V 1 350.000 340.000 Initial Area I 2 340.000 330.000 Pipeflow Time(user inp) V 3 . 330.000 320.000 Pipeflow Time(user inp) 4 320.000 . 300.000 Pipeflow Time(user inp) End of listing .............V V 1 V V V V V V V V V V 1 'V V•• V V VI • V•VV,; V... . L 14111111 lltlllllllllillllllllttt4tlllllllllllllllttllllllllllltlllll Process from Point/Station 350.000 to Point/Station 340.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D= 1.000 [SINGLE FAMILY area type Initial subarea flow distance = 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 min. TC = (l.8*(1.1-6)*distance'.5)/(% slope"(1/3)] TC = [1.8*(1.10..5500)*(1070.00A.5)/( 5.84A(1/3)]= 17.98 Rainfall intensity (I) = 3.035 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA)is C -,6.550 Subarea runoff = 7.011(CFS) - Total initial stream area = 4.200(Ac.) I 11411111111111(1111(11 III II II 41411411444441111111141111111 4 I++4l 11114 Process,from Point/Station -. 340.0O0 to Point/Station 330.300 - - **** PIPEFLOW TRAVEL TIME (User., specified size) Upstream point/station elevation - 511.00(Ft.) .' . Downstream point/station elevation 500.40(Ft.) •'- -: - Pipe length 22.60(Ft.) Manning's N 'O.Oi3 No. of pipes = 1 Required pipe flow 7011(CFS)' -.. Given pipe size 18.00(In:) Calculated individual pipe flow = - . 7.011(CFS) -:--- Normal flow depth inpipe..= 3.80(In.) - Flow top width inside pipe = 14.69(In.) - ,- - Critical Depth— 12.30(In:) Pipe flow velocity - -. 2584(Ft/s) i . . - Travel time through pipe— .0.01 min.'_ Timeof concentration (TC) 18.00-mm. . : •, i H 'I. I -. ' - . - -: •.-. . - I I * _,._*_ •. . ,.. -- .:- ,-. , -- * .., I I I I , 111111 II I 111111 Process from Point/Station 330.000 to Point/Station 320.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** U Upstream point/station elevation 500.10(Ft.) Downstream point/station elevation 499.50(Ft.) I Pipe length = 105.70(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow 7.011(CFS) Given pipe size 18.00(In.) I Calculated individual pipe flow, 7.011(CFS) Normal flow depth in pipe 13.17(In.) Flow top width inside pipe - 15.95(In.) I Critical Depth 12.30(In.) Pipe flow velocity - 5.06(Ft/s) Travel time through pipe - 0.35 mm. Time of concentration (TC) 18.34 mm. I I . :•- I ,-..,.. I . I ...-_ I I H .- I• .,,. I -:- I T- * 1 1 - Process from Póiñt/Station ' 320.000 to Point/Station 300.000 **** PIPEFLOW TRAVEL TIME (User specified"size) Upstream point/station elevation 499.20(Ft.) Downstream point/statiOn elevation 483.20(Ft.) 0 Pipe length 80.00(Ft.) Manning's N 0.013 - No. of pipes 1 Required pipe flow - 7.011(CFS)' A , . ' Given pipe size = 18.00(In.) Calculated individual pipe flow 7.011(CFS) ' Normal flow depth in pipe - 4.70(In.) Flow top width inside pipe 15.81(In.) : ,... Critical Depth'—' 12..30(In.) . Pipe flow velocity = 19;09(Ft/s) Travel time through pipe'— 0.07 miii. , Time of concentration (TC)'=A 18.41 mm. 0 End of computations, total study area - 4.20 (Ac.) - -. I '. -:., : ':. I I .40 A I 4 1 f _i A - A • - 0• • 0 • 0 I I . San Diego County Rational Hydrology Program CivilCADD/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: 01/01/80 I PALOMAR AIRPORT ROAD HYDROLOGY AREA 4A1, STREET FLOW TO CURB INLET AND OFF-SITE CURB INLET HAS NO BY-PASS FOR THE Q 50 I LTMV STATION: 196+25, REVISED: 9/27/90 ------------------------------------------------------------------------- ********* Hydrology Study Control Information ********** I--------------------------------------------------------------------------------- P & D Technologies - S/- 558 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 I P6/P24 = 56.6% San Diego hydrlogy 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 356 Element Points and Process used between Points. Number Upstream Downstream Process I l 499.000 498.000 Initial Area 2 498.000 . 497.000 . Street Flow ,+ Subarea. 3 497.000 ,. 496.000 Street Flow + Subarea I 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..............: 1 . I I . ....- ., ... I. IIIIIItIItIIIIII(IIIIIIIII(IlIIItIIIIIlItIIIIt4(IIIIIIIMHIIIIt( Process from Point/Station 499.000 to Point/Station 498.000 I **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea Time of concentration computed by the I natural watersheds nomograph (App X-A) TC [11.9*length(Mi)A3)/(elevatio4 change)]".385 *60(min/hr) + user specified time of 10.00 mm. I Initial •subarea flow distance = 466.50(Ft.) . Highest elevation 510.94(Ft.) Lowest elevation - 507.85(Ft.) - I Elevation difference - 3.09(Ft.). TC=[(11.9*0.0884'3)/( 3.09)]A.385= 6.12 + .10.00 mm. = 16.12 mm. Rainfall intensity (I) 3.257 for a 50.0 year storm Effective runoff coefficient used for area (Q—KCIA) is C -"0.950 I Subarea runoff 3.837(CFS) Total initial stream area 1.240(Ac.) . I.. I I 1 ., . •-- -- I.;..-- 1 IIIIIH Hill (tHu I I 11111111 H ((Hilt liii I H I H III HI I I It I I I I liii. 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..) 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 . 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 Cutter width = 1.500(Ft.). . . . .. Cutter hike from flowline l.SOO(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 = 5.044(CFS) Depth of flow = 0.306(Ft.). Average velocity = 2.130(Ft/s) , Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 10.548(Ft.) Flow velocity = 2.13(Ft/s) Travel time = 2.22mm. . TC = 18.34 mm. ' . Adding area flow to street .' . . User specified 'C' value of .Q.950 given for subarea ' Rainfall intensity = 2.997(In/Hr) for a 50.0 year storm ' Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea,runoff = 2.221(CFS) for 0.780(Ac.) Total runoff = 6.058(CFS) Total area = ' 2.02(Ac.) Street flow at end of street = 6.058(CFS) . Half street flow at end of street 3.029(CFS) Depth of flow = 0.323(Ft.) .. Average velocity = 2.201(Ft/s) Flow width (from curb towards crown)— 11.423(Ft.) I I I , ':1 1111111111 (II I I I I I I 11111 111111111111111111 lull Ill l'l I (III II II II till I 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 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 = 7.437(CFS) Depth of flow 0.305(Ft.) Average velocity 3.175(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.489(Ft.) Flow velocity = 3.17(Ft/s) Travel time = 1.59 mm. TC= 19.93 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity = 2.841(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2.483(CFS) for, 0.920(Ac.) Total runoff = 8.540(CFS) Total area = 2..94(Ac.) Street flow at end of street = 8.540(CFS) Half street flow at end of street ,= 4.270(CFS) Depth of flow = 0.318(Ft.) Average velocity = 3.253(Ft/s) Flow width (from curb towards crown)— 11.141(Ft.) :1 1111111 ill I lii II i 1111111 I 1111(111111111 III fill (1111111 111111111 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 flow1ine 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 [21 side(s) of the street Distance from curb to property line .= 10.000(Ft.) Slope from curbto 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 = . 9.586(CFS) Depth of flow-- 0.309(Ft.) . . .. . •. Average 'velocity 3.931(Ft/s) Streetflow hydraulics at midpoint of street travel: - Halfstreet flow width - 10.715(Ft.) Flow velocity = 3.93(Ft/s) Travel 'time = 1.04 mm. -TC = 20.96 mm. . • ' Adding area flow to street '. . . . . User specified 'C' value bf-.0.950given for subarea. - Rainfall intensity. 2.749(In/Hr) for a 50.0 year storm . Runoff coefficient used for 1sub-area,Rational,method,Q=KCIA, C = 0.950. Subarea runoff = 1.880(CFS) for 0.720(Ac.):- Total runoff = 10.421(CFS) Total area 3.66(Ac.) . . . . Street flow at end of street 1O.421(CFS) . -. Half street flow at end of street 5..210(CFS) - - .-. • Depth of flow = 0.317(Ft) Average velocity = -3.990(Ft/s) Flow width (from curb towards crowri)= 11.112(Ft.) . • - . . -. - .--. •,; .* I - - - •:..,-----•.. 1 I IIIIIIlIIIItIlIIHIiIIIIIIIIItIIIIIIII(IIIIItIIIIIIIIItlIItIIIl+ 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 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 fromgrade 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.) Cutter hike from flowline 1.500(In.) S Manning's Nin 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 = 11.389(CFS) Depth of flow - 0.313(Ft.) Average velocity = 4.521(Ft/s) . Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.901(Ft.) Flow velocity 4.52(Ft/s) Travel time = 0.92 min. TC =' 21.88 min.- Adding area flow to street User specified.'C' value of .0.950 given for subarea Rainfall intensity = 2.674(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 1.727(CFS) for 0.680(Ac.) Total runoff = 12.148(CFS) Total area = 4.34(Ac.) Street flow at end of street = 12.148(CFS) Half street flow at end of street = 6.074(CFS) Depth of flow 0.319(Ft.) S Average velocity = 4.574(Ft/9) Flow width (from curb towards crown)— 11.211(Ft.) S I iii lit liii 1111111 liii liii lit till 11111111111111111111111 111111 liii, $ 4--i- 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. = 6.0(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 Cutter width 1 500(Ft ) Cutter 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 13.575(CFS) . Depth of flow = 0.337(F.t.) .. ... Average velocity velocity = 4.425(Ft'/s) Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 12.095(Ft.) Flow velocity = 4 42(Ft/s) Travel time = 1.i2 min. TC = 23.11'min. Adding area flow to street User specified 'C' value, of 0.950 given for subarea- . * ' Rainfall intensity = 2.582(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2 502(CFS) for 1 020(Ac ) Total runoff = 14 650(CFS) Total area = 5:.3 6 (Ac ) Street flow at end of street= , 14.650(CFS) • . . . . Half 'street flow at end of street= " '7:325(CFS)'- Depth of flow'.= 0.345(Ft.) , Average velocity = 4.489(Ft/s) Flow width (from curb towards crown)=,'12.492(Ft.) End of computations, total study area = 5.36 (Ac.) I I I I I I * : I - - 4 -S-, 4 I 4 I I - - _, I - - I I I :-- _- ,- I - -.4 I I - H I ,.---. .--H .- I I -H - - - - --: I .. - .- H -: - . I.. San Diego County Rational Hydrology Program I .. CivilCADD/CivilDESIGN Engineering Software, (a) 1990 Version 2.3 . Rational method hydrology program based - on I San Diego County Flood Control Division 1985 hydrology manual. Rational Hydrology Study Date: 01/01/80 I . ---------------- PALOMAR AIRPORT ROAD HYDROLOGY AREA 4; Q 50; STATION: 184+85 . . FILE NAME: PALHY4 I LTMV REVISED: 9/27/90 ********* Hydrology Study Control Information P& D Technologies - SIN 558 , ------------------------------------------------------------------------ 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 ************** I N P U T D.A T A L I 'S T I N .G ************ Element Capacity Space Remaining - 341 .I Element Points and Process used between Points Number Upstream Downstream. Process I l 469.000 460.000 2 460.000 • ' 440.000 ' Initial Ara Pipeflow Time(user inp) 3 . 460.000...... 440.000 . Main Stream Confluence 493.000 . 449.000 ' Initial Area I . 5 . ' 449.000 448.000 Street Flow + Subarea 6 448.000 447.000 Street Flow + Subarea 7' 447.000 . 440.000 Street Flow + Subarea 8 447.000 440.000 .. Main Stream Confluence I 9 450.000 451.000 • Initial Area 10 451.000 440.000 Street Flow + Subarea ' 451.000 , - 440.000 Main Stram Confluence I ll 12 ' 440.000 . 420.000 Pipeflow Time(user inp) 13 440.000 420.000 Main Stream Confluence 14 . 450.000 '431.000 •.. . . Initial Area I 15 . 431.000 ' . 420.000 . Street Flow + Subarea 16 431.000 420.000 Main Stream Confluence 17 .' 493.000 429.000 ' Initial Area 18 ' 429.000 . 428.000 • Street Flow + Subarea I 19 . .428.000 427.000 Street Flow + Subarea 20 . 427.000 . 420.000 Street Flow + Subarea I 21 . . 427.000 . -. 420.000 22 420.000 400.000. Main Stream Confluence Pipeflow Time(user inp) End of listing ........ . I fill 11111111111ff 11111111 liii 1111111111111111111 I liii ,i i 1111111111 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 .I 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.) 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*(1.1C)*distanceA.5)/(% slope'(1/3)] I TC [l.8*(1.10.55O0)*(440.00A.5)/( 8.86A (1/3)]- 10.03 Rainfall intensity (I) 4.421 for a 50.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.550 Subarea runoff . 16.998(CFS) I - Total initial stream area . 6.990(Ac.) 'I H I .. ••, -: - .••; --. - I •,. -. H.. I•. H. .-.-....- ,1 I . ' I 111111111111111111 lull 111111 1111111 I I 11111111111 I I I 11111111 I liii 11111 Process from Point/Statioñ 4'60.. 600 to Poiñt/Station 440t'000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 449 0O(Ft ) - Downstream point/station elevation - 448 50(Ft ) ' Pipe length =. , 64.00(Ft.) Manning's N -. 0013 • No. ofpipes 1 Required pipeflow - 16.998(CFS)' . r Given pipe size 24.00(In.) • '•' ..• Calculated individual pipe flow - 16.998(CFS)' ' .•. .' il.) t Normal flow, depth in pipe.— 16.99(In.) . . . •1 Flow top width inside pipe - 21 82(In ) Critical Depth =. 17.83(Iñ.) •• . .' ' ' Pipe flow velocity 7.14(Ft/s)'I • Travel time through pipe O-157 niin Time of concentration (TC) 10-..'187min., - - ,- r ...............• 17 ' .- - I I I 4- I I 4 . I r I 4 I - -I-tlllllll.lIIIIIIIIIII,II.Iiiii,iuillllllllllllllllllllllll-IIjIIIIIII'III Process fromPoint/Statthn 493.000 toPdint/Station ,'449.000., **.**.INITIAL AREA EVALUATION User specified 'C' value of 0 950 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) .., TC [11 9*lngth(Mi)'-3)/(elevation change)]' 385 *60(min/hr) + user specified time of 10 00 min.L .3 Initial subarea flow distance - 320 O0(Ft ) Highest elevation -. 472.95(Ft.) . Lowest elevation 466.04(Ft.) Elevation difference 6.91(Ft.) . TC [(11 9*00606A3)/( :6 91)]A 385 .2.904 10.00 mm. 12.90 mm. Rainfall intensityi(I) 3.760 for a 50.0 year storm .. . Effective runoff coefficient used for area (Q=KCIA) is O950 . Subarea runoff . l.357(CFS) Total i±iitial stream are. 0.380(Ac.) . . . . . . . U I I I I I I I 3 I I I I I I 1111111 I lit till 11111111a 111111111 111111111111111111 11111111 Process from Point/Station 449.000 to Point/Station.. 448.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .. .. • Top of street segment elevation .- 466.040(Ft.) End of 'treet segment elevation - 463.340(Ft.) . I Length of street segment . 300.000(Ft.) Height of curb above gutter flôwline. 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 grad& 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) - 0.020 ' 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 tocrown - 0.0180 Estimated mean flow, rate at midpoint of street ' 2. 393(CFS) Depth of flow 0.303(Ft.) Average velocity 2.076(Ft/s) '. . I Streetflow hydraulics at midpoint of street travel: . Halfstreet flow width 10.398(Ft): Flow velocity 2.08(Ft/s) I Travel time = , 2.41 mm. '. TC'— ;'15.31' mm. . . .. Adding area flow to street . - . . .. User specified 'C' value of 0.950 given for subarea Rainfall intensity . 3.367(In/Hr) for a . 50.0 year storm I 0'.950'.". , Runoff coefficient used for sub-area, Rational method,Q—KCIA, C = 0.950 Subarea runoff l.855(CFS.) 'for ' O.580(Ac.) Total runoff . 3.212(CFS) Total area - 0.96(Ac.) Street flow'at end of street'— - •3.212(CFS)'' Half street flow at end of street .- - 3.212(CFS) Depth of flow = 0.331(Ft.) Average velocity 2.189(Ft/s) . . . . - I Flow-width (from curb towards crown)—' 11.816(Ft.) I I I I 'I I 11111111111 I' I 'I 11111111 I liii Iii i ii liii ii. (1111111111 I II II II .11 .11,1111 Process from Poin/Statin" 448.090 to Point/Station 447.000. **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation 463.340(Ft.) End of street segme'nt elevation - 460.'640 (Ft.,) Length of street segment 300 000(Ft ) Height of curb above gutter flowline 6O(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 (i/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) 0020 Gutter width = 1.500(Ft.) Cutter 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 rat at midpoint of street ' 4032(CFS) Depth of flow 0.355(Ft..) , Average velocity 2.285(Ft/s), . Streetflow hydraulics at'midpo.int of street'trvel: Halfstreet flow width - ' 13.012(Ft.). Flow velocity 2..29(Ft/s) Travel time 219 mm. TC 17.50— min. Adding area flow to street ' r User specified 'C' value of 0,. 950 given for subarea Rainfall intensity 3089(In/Hr) for a '50.0 year storm Runoff coefficient used for sub-areá,' Rational method,Q—KCIA, C =0.950 'Subarea runoff = 1.438(CFS) for 0.490(Ac.)' Total runoff 4.650(CFS) "Totl .area .1.45(4c.) Street flow at end of street Half street flow at, end of street 4.650(CFS). Depth of flow ' ,0.371(Ft.) Average velocity 2.350(Ft/s) ', . . ' •. ,,, . ,. - - Flow width (from curb twards'crowñ)= 13.812(Ft.) ' . •• •• I I. I I I I I 1111111 (11111 1111111111111111111(1! I 1111111! 111111 I 11111 II liii I I I liii ., Process from Point/Station 447.000 to Point/Station .440.000 ****.STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of Street segment elevation— 460.640(Ft.) End of street segment elevation - 457.990(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.) 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) .0.020 Gutter width -l.500(Ft..) I Cutter 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 - 5.420(CFS) Depth of flow 0.393(Ft.) . Average velocity 2.359(Ft/s) . . I Streetflow hydraulics at midpoint of'street travel: Halfstreet flow width 14.922(Ft.) Flow velocity 2.36(Ft/s) . . I Travel time 2.23 mm. TC - 19.72 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity . 2.859(In/Hr) for a 50.0 yearstorm I Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff 1.304(CFS) for 0.480(Ac.) Total runoff 5.954(CFS) Total area . 1.93(Ac.) I Street flow at end of. street 5.954(CFS) Half street flow at end of street - 5.954(CFS) Depth of flow - 0.405(Ft.) I Average velocity 2.404(Ft/s) Flow width (from curb towards crown)— 15.508(Ft,) I . . . .. I .• . .' .. . I.• --H.-..-- tltlllltlllllilllllllill)II(I(IIIIIIIIIlIIIII,IIIIIIIIIII,IIIIIIlIIIii • Process from Point/Station 447 000 to Point/Station 446.000 T CONFLUENCE OF MAIN STREAMS **** • . The following data inside Main Stream is listed • In Main Stream number: 2' - Stream flow area 1 930(Ac ) I Runoff from -this stream • 5954(CFS) - Time of concentration 19 72 min. Rainfall intensity -2.859 (In/jir) - Program is now starting with Main Stream No 3 :. I 111111 I IIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIII 111111111111111111111111 Process from Point/Station 450.000 to Point/Station 451.000 **** INITIAL AREA EVALUATION -**** User specified 'C' value of 0950 given for subarea V * Time of concentration computed by the V V V natural watersheds nomograph (App X-A) V V V TC [11.9*length(Mi)A3)/(elevation change)]'.385 *60(min/hr) V + user specified time of 10.00 min. V V V Initial subarea flow distance - 517.00(Ft.) V V Highest elevation 469.26(Ft.) V V Lowest elevation - 463.53(Ft.) V V V Elevation difference - 5.73(Ft.) V V TC_[(ll.9*0.0979A3)/( 5.73)]-.385— 5.43 + 10. 1. 00 mm'- 15.43 mm. Rainfall intensity (I) - 3.350 for a 50.0 year storm Effective runoff coefficient usedfor area (Q—KCIA) is C - 0.950 V Subarea runoff - 2.228(CFS) Total initial stream area - 0.700(Ac,) V IIII.IIIIIItIIIIIIIII!IIIIiuIIu(I,lIPIuIli(IIIIlIIIIulIIIIIIIIIII.iIIIIII Process from Point/Station- 451.000 to Point/Station 440000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** - Top of street segment elevation - 463.530(Ft.)' .. -. .. End of street segment elevation 457.990(Ft.) Length of street segment - 385.000(Ft'.) .- . Height of curb above4 gutter flowline 6.0(In)- . .Y 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 link 10.000(Ft.) - -- Slope from curb to property line (v/hz) :— 0.020 - ,Gutter width 1.500(Ft.) Cutter 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-- 3.198(CFS) Depth of flow 0308(Ft.) Average velocity 2.651(Ft/s) Streetflow. hydraulics at midpoint of street travel: . Halfstreet flow width - 10.654(Ft.) . . . Flow velocity - 2-. 65(Ft/s) Travel time - 2.42 min. TC - 17.85 min. ..Adding area flow to street User specified 'C' value of 0.950 given for §ubarea - - Rainfall intensity = - -3.049.(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C.— 0.950 Subarea runoff.— 1.767(CFS) for 0.610(Ac.) Total runoff ' 3.995(CFS) Total area - 1.31(Ac.) - • - Street flow at end of street = - - -3.995(CFS) Half street flow at-end of street - - 3.995(CFS) - - . • ' - Depth of flow - 0.330(Ft.) ,. • - . • Average velocity 2.759(Ft/s) Flow width (from curb tOwards- crown)— 11.732(Ft.). I I - - - -: . • * - • . - - • ,, - .- -- .- - . I- -- - -• .•,; .- ': - * • - - .-- •..' -_- 1- I I I iiiii ilIllIllilIlil I Fill I III liii 1.111111111111111111111111111111111111 Process fromPoint/Station 451.000 to Point/Station 440.000 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed:. ' In Main Stream number: 3 5 Stream flow area 1.310(Ac.) I Runoff from this stream - 3.995(CFS) Time of-concentration 17.85 mm. 1 Rainfall intensity 3.049(In/Hr) Summary of stream data: '. Stream Flow rate TC: . Rainfall Intensity No. (CFS) .(min) - (In/Hr) 16.998 10.18 6.380 I i 2 5.954 19.72 . 2.859 3 3.995 17.85 3.049 I Qmax(l) 1.000 * 1.000.* 16.998) + 1.000 * 0.516 * 5.954) + 1.000 * 0.571 * 3.995) + - 22.351 I Qmax(2) = - 0.653 * 1.000 * 16.998) + 1.000 * 1.000 * 5.954) + 0.938 * 1.000 * 3.995)+ 20.797 I Qmax(3) 0.696 ,* 1.000* 16.998) + 1.000 * 0.905 * 5.954) 1.000 * 1.000 * 3.995) + + - 21.219 Total of 3 main streams to confluence: Flow rates before confluence point: I 16.998 5.954 3.995 Maximum flow rates at confluence using above data: 22.351 20.797 21.219 I Area of streams before confluence: 6.990 1.930 1.310 Results of confluence: - Total flow rate - 22.351(CFS) Time of concentration -. 10.184 mm. I Effective stream area after confluence lO.230(Ac.) I I S 11111111 I Ill IllIllIllIllIll 111113 1111111111111 I IlIllIllIlIl 11111 11111 Process from -Point/Station 440.000 to Point/Station 420.000,,' I **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station 'elevation 448.20(Ft.)' Downstream point/station elevation -, 446.10(Ft.) ' '• '. ' Pipe length - 106.50(Ft.,) Manniñg'sN -,O.013' •• ' ' No. of pipes 1 Required pipe flow 22. 351(CFS) •. " .,.' ' Given pipe size 24.00(In..) Calculated individual pipe flow' - " 22.351(CFS) • ', ' ' " ', Normal flow' depth in pipe '• 14.85(In.) ' Flow top width inside pipe - 23. 31(In.), ' ' ,•, ' ' ' Critical Depth'—, 20.23 (In..,.) , • • •' ' Pipe flow.velocity 10.95(Ft/s) • ': • - Travel time through pipe 0.16 mm. • ' • " ' ' ' Time of concentration (TC)— 10.35 mm. • ' , '1 I 'I I 'I I LI lilt II I I- I I 1.1 I I I 1111$ I I 1.1 Ii Ill--IL LIII LIII It LIII lilt 111111 III Process from Poin/Station 450 000 to lPoint/Station , 43l.',,060, **** INITIAL AREA. EVALUATION - -•- - User specified 'C' value of 0 950 given for subarea Time of concentration computed by the , natural watersheds nomograph (App X-A) ,. TC [11 9*length(Mi)A3)/(elevatiof change)]' 3854*6O(min/hr) + user specified time of 10-.00 mm Initial subarea flow distance - 517 OO(Ft ) • Highest' elevation Lowest elevation = 463 53(Ft ) Elevation difference= 5.73(Ft.) . . TC[(i1.9*0.09793)/( 5..73)]385 5.43 + 10.00 mm. 15.43 mm. Rainfall intensity (I) 3.350for a 50.0 year storm Effective runoff coefficient used for area (Q-KCIA). is C, 0.950 runoff.— . 2.291(CFS) ,Subarea Total initial stream area - - 0.720(Ac.) ii H.' I IIIIIIIIIIIIII;IIIIIIIIII,,,IIIIIIIIIIIIIIIIIII,IIIIIIIIIII,IIII,I,III Process from'Point/Station 431.000 to Point/Station 420.000 U **** STREET FLOW TRAVEL TIME +.SUBAREA FLOW ADDITION **** Top of street segment elevation '.,463.530(Ft) End of street segment elevation 457.990(Ft.) I .Length of street segment 385.'OOO(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 Streit flow is on [1] side(s) of the street I Distance from curb to property line - 0.000(Ft.) , Slope from curb to property line (v/hz) - 0.020 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 - .. 3.214(CFS) ' Depth of flow - '0.309(Ft.), Average velocity - 2.653(Ft/s) " •• ' •• I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 10.678(Ft)' .- . - . . •. Flow velocity - '2.65(Ft/s)' I Travel time . 2.42 min. • TIC' — 17.85 , mm.. , Adding area flow to street User specified 'C' value of 0.950 given for subarea - Rainfall intensity 3.050(In/Hr) for a 50.0 year storm I ' Runoff coefficient used for sub-area, 'Rational method,Q=KCIA, C = 0.950 Subarea runoff 1.680(CFS).for 0.580(Ac.) Total runoff - ' 3.972(CFS) Total area - 1.30(Ac.) I Street flow at 'end of street : 972 (CFS) Half street flow at end of street '- 3.972(CFS) '• Depth of flow 0.329(Ft.) . Average velocity = 2.756(Ft/s) Flow width (from curb towards crown)— 11.703(Ft) I I I • '• •• ' •:. $ I -. -. - -- 1111111111 ..&-. • . II Il-I I lilt I I I I I I I III liii I I liii 111(111(1 I 1111 II I II! 11111 I Process from Point/Station 431 000 to Point/Station 420 000' **** CONFLUENCE OF MAIN STREAMS'**** - -..-- . - .• ..-.-. The following..data inside Main Stream is listeth '. . -In Main Streaii number: 2 •. - Stream flow area 1 300(Ac ) r Runoff-from this stream - - -, 3.972(CFS) - - - Time of concentration 17.85 min.- & Rainfall intensity 3 050(In/Hr) - Program is now starting with Main Stream No 3 :- -, -. . -- - : - L 4 - - -. -. •1. - • •., --. 1 - - - •••• •• 0 4 4 1 I. .4 -• / 0 -. -. - - - . . -t s-.... - - .• : - -. • -:. • -f: • - • •- . . - . • -.. 51 • - - .. -. ' •. - - - - - - .-- I ............. 0 -4 -• I I 4 - - 0 - - ,•._ . - - 0 • 0 - . . - .- .4 . •. - - 44 - •. __, . I-. '- -. - . #j_ • - 0 • - - I • - I - : 11111111111 11111 I .11111111 I ilIllIluIllIllIl I I I I I 1111111111 I 111111111 I I Process from Point/Station 493.000 to Point/Station 429.000 **** INITIAL AREA EVALUATION **** User specified -ICI value of 0.950 given for subarea Time of concentration computed by the - natural watersheds nomograph (App X-A) TC - (11.9*length(Mi)'3)/(elevation change)]' .385 *60(min/hr) - + user specified time of 10.00 min.- Initial subarea flow distance 320.00(Ft.) Highest elevation 472 95(Ft ) Lowest elevation 466 04(Ft ) Elevation difference 6.91(Ft.) TC[(11.9*0.0606'3)/( 6.91)]".385— 2,90 + 10.00 min. 12.90 mm. Rainfall intensity (I) - 3.760 for a 50.0 year storm Effective runoff coefficient used for area (Q—KCIA) is C .0.950 Subarea runoff - 1.250(CFS) - Total initial stream area - 0 350(Ac ) - - I - I Process from'Pdint/Station 429.000 to Point/Station. 428:000 **** STREET FLOW TRAVEL TIME '+ SUBAREA FLOW ADDITION Top of street segment elevation— 466.040(Ft.) . End of street segment elevation 463 340(Ft ) Length of street segment - 300 000(Ft ) Height of curb abovegütter flowline 6.0(In.) . . Width of half street (curb to crown)- 53.000(Fi.) . - . Distance from crown to crossfall grade break 51.500(Ft.) T Slope from gutter-to grade break (v/hz) .0.083 Slope from grade break. to crow (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) - 0.020 4 -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 -grade break 0.0180 S - Manning's N from grade break) to crown 00180 . . Estimated'mean flow rate at midpoint of street Depth of flow 0.287(Ft.) - - Average velocity 2.014(Ft/s) • - - Streetflow hydraulics at midpoint of- street travel: • • - Halfstreet flow width 9.600(Ft.) Flow velocity 2.01(Ft/s) . • • Travel time 2.48 min. • Td - 15.39 min. • • • • Adding area flow to street • -. • - User specified 'C' value of 0.950 given for subarea . S Rainfall intensity - 3.356(In/Hr) for a 50:0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C.— 0.950 • S - Subarea runoff 1,339(CFS) for 0.420(Ac;) - S Total runoff 2.589(CFS). Total area-- • 0.77(Ac.) 5' 5 Street flow at end of street - • 2.'589(CFS) - Half street flow at end of Street - 2589(CFS) - Depth of flow.— 0.310(Ft.) - - 0, • •• - • - - Average velocity - 2.105(Ft/s) S • Flow width (from curb towards crown)— 10.764(Ft.). • •• H _S_S S -- S •-:. S-••S S'S-••-I ._5 * .. .1 • • -• - ••• -. S '• -; 5 5 . -. -- I -' • - S • - : - - - - -. -. -. I -• -I: I I I 1111111111 II I (1111111 II I I 11111111111 I I 1111111111111 - - Process from Point/Station 428.000 to Point/Station 427.000 * STREET FLOW TRAVEL TIME +. SUBAREA FLOW ADDITION **** Top of street segment elevation - 463.340(Ft.) End of street segment elevation460.640(Ft.) I Length of street segment 300.000(Ft.) Height of curb above gutter flowline - 60(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) 0.020 Gutter width 1.500(Ft.). - I Gutter hike from flowliñe 1.500(In.) S 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 - 3.312(CFS) Depth of flow - 0.334(Ft.) Average velocity 2.202(Ft/s) I Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width— 11.972(Fti) Flow velocity 2.20(Ft/s) S I Travel time 2.27 min. TC— 17.66: min.. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity 3.071(In/Hr) for a 50.0 year storm I Runoff coefficient used for sub-area, Rationa1 method,Q—KCIA, C - 0.950 Subarea runoff 1.255(CFS) for 0.430(Ac.) Total runoff 3.844(CFS) Total area 1.20(Ac.) I Street flow at end of street 3.844(CFS) Half street flow, at end of street -. 3.844(CFS) Depth of flow 0.350(Ft.) - I Average velocity - - 2.264(Ft/s) Flow width (from curb towards crown)— 12.753(Ft.) I - :- I I I . I - S I-- IIIIIIIIIlIuIlIIIIIIIIIIIIIIIuIIuIIlIIIiIi,III,lII,tIIIIIIIiIIII,III Process from Point/Station 427 000 to Point/Station 420.:000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 460 640(Ft ) End of street segment elevation - 457 990(Ft ) Length of street segment - 315 000(Ft ) Height of curb above gutter flowline - 6 O(In ) Width of half street (curb to crown) —5 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) - 0.020 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 6.9180 Manning's N from grade break to crown - 0'0180 Estimated mean flow rate at midpoint of street 4 580(CFS) Depth of flow 0.373(7t.) Average velocity 2.280(Ft/s) - 5- Streetflow hydraulics at midpoInt of street travel: Halfstreet flow width - I3.919(Ft.) Flow velocity = 2.28(Ft/s) - Travel time - 2.30 mm. TC - 19.96 mini Adding area flow to street 5. User specified 'C' value of 0.950 given for subarea Rainfall intensity 2. 838(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff 1.240(CFS) for 0.460(Ac.)' -, Total runoff 5.084(CFS) Total area 1 66(Ac ) Street flow at end of street 5.084(CFS). Half street flow at end of -street 5.084(CFS) Depth of flow 0.386(Ft.) Average velocity = 2.328(Ft/s) -.- -. Flow width (from curb towards crown)— 14.534(Ft.) - •_,••, -- t , • - I 8" I Process from Point/Station 427.000 to Point/Station 420.000 I **** CONFLUENCE OF MAIN STREAMS -**** The following data inside Main Stream is listed: . . In Main Stream number: 3 Stream flow area 1.660(Ac.) - I Runoff from this stream - 5.084(CFS) . . Time of concentration - 19.96 mm. I Rainfall intensity- 2.838(In/Hr) Summary of stream data: ' V Stream Flow rate VVV TC . Rainfall Intensity'. No. (CFS) (mm) . ., (In/Hr) -S. .. • 1 22.351 .10.35 , . C 335 2 . 3.972 17.85 . . . 3.050 3 5.084 19.96 . 2.838 I Qmax(l) 1.000 * 1.000 *. 22.351) + . 1.000 * 0.580 * 3.972) ,. + 1.000 .* 0.518 * 5.084) + - .27.289 I Qmax(2) 0.703 * . 1.000 * 22.351) + . 1.000.* 1.000 * 3.972) 1.0.00 * 0.894 * 5.084) + - 24.241 I Qmax(3) V . 0.655 * 1.000 * 22.351) I 1.000 0.930 * 1.000 * 3.972) * 1.000 * , :5.084) + .+ -. 23.409 Total of 3 main streams to confluence: I Flow rates before confluence point: 22.351 . -,3.972 5.084 . . Maximum flow rates at confluence using above data: V 27.289 24.241. 23.409 . V I Area of streams before confluence: V V 10.230 1.300 1.660 Results of confluence: Total flow rate - 27.289(CFS) V V Time of concentration - . 10.346 min. V V I Effective stream area after confluence 13.190(Ac.) V V I VV, ;VV ; I .' ;•:' i .-... 11111111111 111111 111111 Ill I I 1111111 111,1111 I'I ii lull II 11111! 111111 -. - Process from Point/Station 420 000 to Point/Station 400 1)00 **** PIPEFLOW TRAVEL TIME (User specified size) .14** Upstream point/station elevation - 445 80(Ft ) Downstream point/station elevation— 405 .O0(Ft.) Pipeléngth 120.00(Ft:) 0.013 . .Manning's,N ... F: No of pipes = 1 Required pipe flow = 27 289(CFS) ' Given pipe size=' ,24'.00(In.) Calculated individual pike flow 27.289(CFS) '. .,' . F Normal flow depth in pipe - 7.41 (In ) - Flow top width, inside pipe 22. l7(In.) Critical Depth 21 77(In ) t Pipe flow velocity ' 33.10(Ft/s) ,Travel time through pipe 0.06 min. • • .- -. . ., Time of doncentration(TC).— :10,41 mm. ......... • . End of computations, total study area - 13 19 (Ac ) & - .•.i • ' • . F.. . •• .:, - F ,. - .' 4P, ', • . 4) - F • F - • - ••' -- F 41 ,14 •F .4,.r .1 . .'•.•• $ I . .• 'F. - • . F F . - '4 ---4. . .- 4 • . - •% - F •1 •' 4 . . . - . -, $.1 •-. - F • . •F -. F' • ' 4 F , 4 4F - I4 "San Diego County-Rational Hydrology Program' CivilCADD/Civi1DESICN 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: 01/01/80 ----------------------------------------------------------------------- PALOMAR AIRPORT ROAD HYDROLOGY AREA 5A; NO BY-PASS FOR Q50 STATION.: 164+85 FILE NAME: PAL5A •, LTMV REVISED: 9/27/90 - - ------------------------------------------------------------ ********* Hydrology Study Control Information ********** - - P & D Technologies '- SIN 558 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 S 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 • r 2 558.000 • 557.000 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 - 553.000 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 Pipeflow Time(user inp) - End of listing..............- - - - •-•- - I.- - •• • * •- - I S S I I liii 11111 I IllIllIllIll 1111111111111111111111II 111111111111111111 I III 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 Time of concentration computed by the - I natural watersheds nomograph (App X-A) •- TC [11:9*length(Mi)3)/(elevation change) ]A .385 *60(min/hr) + user specified time of 10.00 mm. S I Initial subarea flow distance - 522.00(Ft.) Highest elevation 468.94(Ft.) : Lowest elevation - 463.19(Ft.) Elevation difference - 5.75(Ft) I TC[(11.9*0.0989A3)/( 575)]A.385_ 5.48 + 10.00 mm. , 15.48 mm. Rainfall intensity (I) - 3.342 for a 50.0 year storm - Effective runoff coefficient used for area (Q—KCIA) is C =0.950 I Subarea runoff - 2.477(CFS) Total initial stream area - - 0.780(Ac.) I - I Iii lilt ilillillili i 11111111 111111 Ii 1111111111111111111111 l liii III Ill Process from Point/Station 558.000.to Point/Station '. '551, 0'00 **** 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.) Heightof curb above gutterflowline - 6O(In:)i'' Width of half street (curb to crown) - 53.000(Ft.1V)', Distance from crown to crossfall grade break' - 51 500(Ft ) ,Slope from gutter to gradebreak (v/hi).- 0.083- Slope from grade break to crown (v/hz)- .- 0.920 Slope, 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) 0060 Gutter width 1 500(Ft ) . r 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 ' V Estimated mean flow rate at midpoint of street'- 3.334(CFS) Depth of flow 0.316(Ft.) Average velocity 3'. 663(Ft/s) •. . Streetflow hydraulics at midpoint of street travel: Halfstreet flow widthV , 8.987(Ft ) 1 Flow velocity 3.66(Ft/s) , Travel time 1,67 minI. • TC 17.15 mm. .Adding area flow td street', User specified 'C' value of 0.950 given for subarea Rainfall intensity .-'. 3.129(In/Hr)' for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,QKCIA, C -O950 Subarea runoff 1.605(CFS) for 0.540(Ac.) Total runoff'-... 4I.082(CFS) Total area 1.32(Ac.) V Street flow at end of street 4.082(CFS) . Half street flow at end of street ' 4.082(CFS) :.. - Depth of flow =. 0.334(Ft.) . - . • . Average velocity 3.785(Ft/s) Flow width (from curb towards crown)— 9.879(Ft.) V • ' V V V ,V.: . •,. •, . V V V • V V _ V • V 4:'• • V - V - I I I . - I V • p 'V -. • •.•V V V I I I 1u111111111111I I 1111 I IllIllIllIll 1111111 III Process from Point/Station 557.000 to,Point/Station 556.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation 453.720(Ft.) . End of street segment elevation 446.650(Ft.). I Length of street segment — 315.000(Ft.) V V Height of curb above gutter flowline — V6.0(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 . V 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.) V Slope from curb to property line (v/hz) . 0.060 Gutter width — 1.500(Ft.) V I Gutter hike from flowline 2.000(In.) V Manning's N in gutter — 0.0150 Manning's N from gutter to grade break 0.0150 V I Manning's N from grade break to crown 0.0160 V Estimated mean flow rate at midpoint of street— 4.839(CFS) Depth of flow 0.357(Ft.) V V V V Average velocity 3.681(Ft/s) V V V I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width — 11.010(Ft..) V Flow velocity — 3.68(Ft/s) V I Travel time 1.43 min..TC 18.58 mm. V Adding area flow to street V V User specified 'C' value of 0.950 given for subarea Rainfall intensity— 2.972(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff 1.383(CFS) for 0.490(Ac.) Total runoff — V 5.465(CFS) Total area •1.81(Ac.) Street flow -at end of street V 5.465(CFS) V Half street flow at end of street 5.465(CFS) Depth of flow 0.369(Ft.) V V Average velocity 3.764(Ft/s) V V Flow width (from curb towards crown)— 11.616(Ft.) 1 1 I - -- itli ill 111111111 illillilil 11111111! 111111111 III illi t 1111.11 Ill Ii liii,, Process from Point/Station 557.000 to Point/Station 556.-OW""' •. **** CONFLUENCE OF MAIN-STREAMS **** -• The following data inside Main Stream is listed In Main Stream number: 1 • .- - Stream flow area 1.810 (Ac.) • ..-. - . - Runoff from this stream 5.465(CFS) : - • Time of concentration 18.58 min. . Rainfall intensity 2 972(In/Hr) I Program is now starting with Main-Stream No. 2. .. - -' • -• ' • ,-• • I ; • - I I 4 I I 4 I - , - - - •: ':. -. . I - I I I V.. V I (111111111111111111111111111111111111111111111111111 111111111111 I I II I Process from Point/Station 551.000 to Point/Station 552.000 V I *** INITIAL AREA EVALUATION User specified 'C' value of 0.950 given for subarea V •V V' Time of concentration computed by the . V V I natural watersheds nomograph (App X-A) V V V TC - (11.9*length(Mi)"3)/(elevation change) ]".385 *60(min/hr) V + user specified time of 10.00 mm. V V I Initial subarea flow distance - 522.00(Ft.) V Highest elevation - 468.94(Ft.) V V Lowest elevation 463.19(Ft.) V Elevation difference - 5.75(Ft.) V TC=[(11.9*0.0989A3)/( 5.75)]",385- 548 -i-. 10.00 mm. 15.48 mm. • Rainfall intensity (I) 3.342 for a 50.0 year storm V V Effective runoff coefficient used for area (Q-KCIA) is C 0.950 V I V Subarea runoff = 2.794(CFS) V Total initial stream area . 0880(Ac.) V I 1 V V VV: V VV:VV •V V H V I - I V V V V V I V V V I V V V V V V• V V I V: V V . I V . VH V -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.),' •. V Length of Street segment - 315.000(Ft.) - . . .. V . V. V• Height of curb above gutter flowline - 6.0(I1i.) . Width of half street (curb to crown) - ..53.000(Ft.) Distance from crown to crossfall grade breaks - 51.500(Ft.)' Slope from gutter to grade break (v/hz) 0.083 4 •. V ' ,• V . Slope from grade break to crown (v/hz) V 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.) V , . V -, , . le Gutter hike from flowline 2.000(In.) - ".. ,•, 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 at midpoint, of street - - 3.779(CFS) Depth of' flow = 0.321(Ft.) . . • V -Average velocity 3.984(Ft/s) . '. Streetflow hydraulics at midpoint of street travel: V Halfstreet flow width - 9.197(Ft) Flow velocity 3.98(Ft/s) . Travel time 1.32 mm.. TC - 16.80 ''Min. Adding area flow to street User specified 'C' value of 0.950 given for subarea • V Rainfall intensity 3.171(In/Hr) for. a 50.0 year storm' Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff' 1.868(CFS) for 0.620(Ac.) Total runoff = 4..662(CFS) Total area; V_I 1;50(Ac.) . Street flow at end of. street = 4.662(CFS)' Half street flow at end of street - 4.662(CFS) Depth of flow = 0.339(Ft.) - - • . Average velocity = 4.125(Ft/s) . -. . . - • Flow width (from curb towards crown)— 10137(Ft.) • : ., -. .,• ': .: ' -' V: .:, ' .:' '• ., I ,. . I I liii I 11111 till I , 1111111 1111111 I ilillllill 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.)' 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 - 0.0150. ., Manning's N from gutter to grade break 0.0150 I Manning's N from grade break to crown— 0.0160 * Estimated mean flow rate at .midpoint of street = 5.594(CFS) Depth of flow 0.371(Ft.) Average velocity . 3.781(Ft/s) . I Streetflow hydraulics at midpoint of street travel: . Halfstreet flow width 11.735(Ft.) Flow velocity - 3.78(Ft/s) . ,. .. I Travel time = 1.39 min. '.. TC = 18.19 mm. Adding area flow to street . . . User specified 'C.' value of 0.950 given for subarea Rainfall intensity 3.013(In/Hr) for a 50.0 year storm I Runoff coefficient used for sub-area, Rational method,Q—KCIA, C - 0.950 Subarea runoff 1.717(CFS) for 0.600(Ac.) Total runoff = 6.379(CFS) Total area 2.10(Ac.) I Street flow at- end of street - 6.379(CFS) Half street flow at end of street - - 6.379(CFS) Depth of flow = 0.385(Ft.) . .. * I . Average velocity 3..876(Ft/s) Flow width (from curb towards crown)— 12.422(Ft.) . . I I I .. ..* :.-.. . I -• —. 11111111111 111111 IIIi 111111111111111 11111111111111111111111111111111 II Process from Point/Station . 554.-000 to Point/Station 5-56.000 PIPEFLOW TRAVEL TIME (User speified size) **** Upstream point/station elevation 438 00(Ft ) Downstram point/station elevation 436 80(Ft) Pipe length 106 50(Ft ) Manning's N — 0 013, No of pipes = 1 Required pipe flow, = 6 379(CFS), Given pipe size 18 00 (In ) I Calculated individual pipeflow — 6 379(CFS) Normal flow depth in pipe 927.6 (in ) Flow top width inside pipe 17 94(In ) : Critical Depth 11 71(In ) I 4 a Pipe flow velocity 6 52(Ft/s) t. Travel time through pipe 027 min. 4 Time of concentration (TC) t, 18.46-min. .14 4 41 1 - - - : - a 4. - .- •a a — * - I- .- - a :-.- •i. -- —. - *• • - * - -- - •a* - *• I • ..•_*-_ * ••• 1 a- - I 1111111111111 I I liii) 11111 11111 I 111111 ii,i 1111111111111111111 iii tiliti Process from Point/Station 554.000 to Point/Station 556.000 **** CONFLUENCE OF MAIN STREAMS I The following data inside Main Stream 'is listed: In Main Stream number: 2 ' . Stream flow area 2.100(Ac.) . I Runoff from this stream - 6.3.79(CFS) . Time of concentration,- 18'.46'min..• Rainfall intensity - 2.984(In/Hr) Summary of stream data: . . Stream Flow rate. TC .: Rainfall Intensity . No. (CFS) (mm) . . (In/Hr) .5.465 ' 18.58 .. 2.972. . I 2' 6.379 18.46 ' . 2.984 . ' . Qmax(l) . I , , 1.000 *1.000 * 5.465) 0.996 * 1.000 * 6.379) + + = 11.818 Qmax(2) 1.000.* 0.994 * 5.46.5) + -• I ' ' 1.000 * 1.000 * ' '6.379) ,. + 11.810 - Total of 2 main streams to confluenôe ' . .. Flow rates before confluence point: I 5.465 6.379 Maximum flow rates at confluence using above data: 11.818 11.810 I Area of streams before confluence: 1.810 2.100 . .. . ' I Results of confluence: Total flow rate 11.818(CFS) . . Time of concentration - 18.579 mm. I Effective stream area after confluence — 3.910(Ac-.) - .-..=.. . -..,-'. .- , I ' '- -,... ' .. .•. . .' - ' . . ' .,= H I 1111111111111 liii III I IllIllIllIll II1IIIIIIIIIIIIIII 1IIIIII,IIIII III II I ,Process from Point/Station 556.000 toPóint/Station 555.000' **** PIPEFLOW TRAVEL TIME (User specified size) *** Upstream point/station elevation - 436.50(Ft;) . Downstream point/station elevation - 413.50(Ft.) Pipe length 71 O0(Ft ) Manning's N - 0.013 , No. of pipes 1 Required pipe flow - 11.818(CFS) '. Given pipe size = 18.00(In..).- Calculated individual pipe flow 11.818(CFS)' Normal flow depth in pipe -. 5.43(In.) Flow top width inside pipe 16.52(In.) - Critical Depth = 1568(In.) Pipe flow velocity - 26.33(Ft/s) Travel- time through pipe 0.04 mm. Time of concentration (TC) -- 18.62 mm. End of computations, total study area - 3.91 (Ac - •-: -*• -. . . -S I I I I- g. • - :. r - • - • I I 7 I V I I I I I I 1 . . V V 1 . V 1 V V . • .. ...,,. V.: .. U... V I :. V V, • V . :.• .. V' I I I .•.•'H...t ':::.,: :' San Diego County Rational Hydrology Program I Civi1CADD/CivilDESIGN ..Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program,based on I San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 01/01/80 I PALOMAR AIRPORT ROAD HYDROLOGY . AREA 5; TIE INTO EXISTING S .D. SYSTEM .@ EAST LOKER AVE. FILE NAME: PALHYS; Q LTMV REVISED: 9/27/90 . Hydrology Study Control Information ********** ,P & D Techn6logies - SIN , 558 I Rational hydrology study storm event year is 50.0' Map data' precipitation entered: ' 6 hour, precipitation(inches) 2.630 I 24 hour precipitatioi(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 ************** I.N PUT DATA LI S T INC ************ Element Capacity Space Remaining - 346 Element Points and Process used between Points Number Upstream 'Downstream Process . I .1- 2 -599.000 597.000 - 597.000 . 598.000 Initial Area Street Flow + Subarea 3. - 598.000.: ..-595.000 - Pipeflow Time(user 'inp) 4 . , 595.000 '590.000.. ' Pipeflow Time(user inp) I 590.000 , '58O.000' Pipeflow Time(user inp) 6 590.000 580.000 Main Stream Confluence 7 .. 587.000 ' 585. 000 . Street Flow + Subarea 8 - -. 585.000' ' 587.000 , - Confluence I 9 586.000 588.000 -. , Initial Area 10 ' . 588.000 . 589.000. Street Flow + Subarea I . 11 - 12 589.000 ' 585.000 , '589.000 585.000 . Street Flow + Subarea Confluence . . 13 .• 585.000 * ' 580.000- Pipeflow Time(user inp) .. 14 585.000 ,' 580.000.' -. Main Stream Confluence ' I 15 580.000 : 570 .000 ' Pipeflow Time(user inp) 16 - 570.000 560.000 Pipeflow Time(user inp) 17 , 570.000 ' 560.000 - Main Stream. Confluence 18 - ' ' 564.000 ' 563.000 , Initial Area ' I 19 , 563.000 .. 562.000 ' , . Pipeflow Time(user inp) - 20 - - 562.000 . 560.000 - -Pipeflow Time(user inp) I 21 . , 22 ' 562.000 , . - 560.000 . 560.000 , - 500.000 -. Main Stream Confluence Pipeflow Time(user inp) End of listing............. 1 '4 111111111111111 I I 11111 I I II 11111111111111 II 11111111111 11111111 I 11111F Process from Point/Station 599.000 to Point/Station 597.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) TC [11.9*length(Mi)"3)/(elevation change) ]A .385 *60(min/hr) + user specified time of 10.00 mm. Initial subarea flow distance -. 505.00(Ft.) Highest elevation 449.10(Ft.) Lowest elevation 443 31(Ft ) Elevation difference - 5.79(Ft.) TC-[(11.9*0.0956"3)/( 5.79)]".385- .5.26 + 10.00 mm. = 15.26 mm. Rainfall intensity (I) - 3.373 for 'a 50.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.900 Subarea runoff - 6.042(CFS) - - Total initial stream area - 1.990(Ac.) '-p H I I iiiiii'iiii il,iii iii I'I 1I'i I i III i III liii i'i 11111111 I iii I I (i I I Fl II I f Process fromPoint/Station' 597.000 to Point/Station 598.000 r - **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation 443.310(Ft..) End of street segment elevation - 437 640(Ft ) Length of street segment 425 000(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/h2;) - 0.083 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street Distance frm' curb to property line' ..' 10.000(Ft.) Slope from curb to property hue (v/hz) - 0.020 ' Gutter width l.'SOO(Ft,,) Gutter hike from flowhine 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 '7.955(CFS) Depth of flow,—' 0.413(Ft.) Average velocity '3.065(Ft/s) 'Streetfiow hydraulics at midpointof street travel: Halfstreet flow width 15.888(Ft.) Flow velocity 3;016(Ft/s) Travel time 2.31 mm. TC 17.57' .min. Adding area flow to street' User specified 'C' value of 0'.900 given for subarea Rainfall intensity 3.080(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q—KCIA, C = 0.900 .Subarea runoff 3.493'(CFS) for 1.260(Ac.) Total runoff = 9.535(CFS) Total area - - 3.25(Ac.) ,. Street flow at end of street , 9.535(CFS) Half street flow at end of street = ' 9.535(CFS) Depth of flow - 0.437(Ft.) . Average velocity 3.183(Ft/s) Flow width (from curb 'towards crown)— 17.100(Ft.) -' '' ' '.' '•' '. I I lIIIIIIII)IIIIlIIIIIII!IIIIlIuIIIIIIIttJIIIIIlIHIIIIIIII 11111111111 Process from Point/Station 598.000 to Point/Station 595.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** U Upstream point/station elevation 433 50(Ft ) Downstream point/station elevation 433 10(Ft ) I Pipe length - 1430(Ft.) Manning's N 0.013 No. of pipes - 1 Required pipe flow - 9.535(CFS) Given pipe size - 18 00(In ) I Calculated individual pipe flow 9 535(CFS) Normal flow depth in pipe 9.45(In.) Flow top width inside pipe - 17.98(In.) I Critical Depth 14 30(In ) Pipe flow velocity 10.14(Ft/s) S Travel time through pipe = 0.02 mm. Time of concentration (TC) = 17.60 min. I I I I I I I I I I I I I •5.'H••• 111111 III I I I I liii 11111111 Iii 1111111111 I I I I_i II 1.1 111111 I I I I I I I I II I I k Process from Point/Statior 595'.0'00 to Point/Station 590 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation .432.60(Ft.)1 .. Downstream point/station elevation— .428.60(Ft.) Pip. length -. 299.70(Ft.) Manning's N— 0.013 No. of pipes'— 1 Required pipe flow •9.535(CFS), Given pipe size 24.00(In.) •I , It * Calculated individual pipe flow -, 9.535(CFS) . I Normal flow depth in pipe 10 03(In ) - Flow top width inside pipe - 23 67(In ) Critical Depth 13.26(In.). ••• Pipe flow velocity 7.67(Ft/s) Travel time through pipe.— 0.65 mm. • .' . . Time of concentration (TC).— 18.25 miñ. .. I I I L I I I I I Process from Point/Station. 590.000 to Point/Station 580.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation.— . 428.30(Ft.) Downstream point/station elevation 427.30(Ft.) I Pipe length 193.10(Ft.) Manning's N 0.013 No. of pipes = 1 Required pipe flow 9.535(CFS) Given pipe size = 24.00(In.) I Calculated individual pipe flow 9.535(CFS), , Normal flow depth in pipe 13.20(In.), Flow top width inside pipe 23.88(In.) Critical Depth 13.26(In.) .. . . Pipe flow velocity - 5.38(Ft/s) Travel time through pipe - 0.60 mm. Time of concentration (TC) - 18.85 mm. . .-- I ... H I 7 I I -.--•-'T .-: -.- I .: -' .------, - ..- I I • t liii I iii i IrVI i ui IVii:IVI '11111111 ii iii Process from Polnt/Station 590 000 to Point/Station' 580'-000 **** CONFLUENCE OFVMAIN STREAMS ***- • .. .. V V V The following data .inside Main Streamis' listed:: £ V InMàinStreamnumber: 1 . ' . Stream flow area - 3 250(Ac ) Runoff from this stream - .9.535(CFS) V Time of concentration £ .18.85 mm. Rainfall intensity - 2 944(In/Hr) Program is now starting with Main Stream No ,.'2', * V V 1V -. .-.. . . V • * VV 4* **• I - V. V • -V £ V V £ V V V , V •V - V- £ V *'V V V V.. _ I V-V I 4; I / 4 I r )IIIII(IIuIIIIHIIIIIIIIIpIuIIIIIIIIIIIIIIIIIuIIIuIIIHIIIiIII(IIiIIII Process from Point/Station 587.000 to Point/Station 585.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation 439.800(Ft.) End of street segment elevation - 432.350(Ft.) Length of.street segment - 555.000(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.) -. 0.020 Gutter width l.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 - 0.000(CFS) Adding area flow to street User specified 'C' value. of 0.900 given for subarea Rainfall intensity -. 2.944(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q—KCIA, C 0.900 Subarea runoff 6.042(CFS) for 2.280(Ac.) Total runoff 6.042(CFS) Total area - 5.53(Ac.) Street flow at end of street - 6.042(CFS) Half street flow at end of street 6.042(CFS) Depth of flow 0.378(Ft.). . Average velocity - 2905(Ft/s) . Flow width (from curb towards crown)— 14.172(Ft.) .. .54 . . 4 1111 * I 1,1 1111.111111 1111111 111_I III 11111 1111 Process from Point/Station 587 000 to 1,1 II I I I I I II I 111111 II liii Point/Station ' 585 00O,4 **** CONFLUENCE OF MINOR STREAMS **** (5 t - - ..: -. . - ..........._,.: - ' - .) ,. Along Main Stream number 2 in normal stream number 1 Stream-flow area 5:53O(Ac.) 4 5•,_• . . - - ,• .• •... RunOff fromthis stream . 6.,042(CFS),t--,' Time of concentration 18 85 min." Rainfall intensity 2 944(In/Hr) - 3 'S•' p-4 •• I -----'•'- .5 . --:- .5 .. -.- S ....- - t ' •5__•_ . - -. t, - S..- - .4. • •• S ' - - -S. '. -- ,, 5. , 5, ;. 6 - -; -• S , , • . '5 -. . - . S S - S., - -• ' : : I I I I I I I I I I I I I I 1 I I I 2 11111111111111111111111 I I I IllIlIllIllIlIllI I 1111111 Process from Point/Station .586.000 to Point/Station 588.000r V I **** INITIAL AREA EVALUATION '**** . V. . User specified 'C' value of 0.950 given for subarea Time of concentration computed by, the I natural watersheds nomograph (App X-A) . V TC— [11.9*1ength(MiY3)/(elevation change)]".385 *60(min/hr) + user specified time of 10.00 mm. I Initial subarea flow distance - 410.00(Ft.) Highest elevation 448.62(Ft.) - V Lowest elevation = 443.73(Ft.) : V I . Elevation difference4.89(Ft.) . V TC_[(11.9*0.0777A3)/( 4.89)]".385— 4.42 + 10.00 mm. - 14.42 mm. Rainfall intensity (I) - 3.500 fór.a 50.0 year storm Effective runoff coefficient used for area (Q—KCIA) is C'—.0.950 V Subarea runoff - 1.563(CFS) V Total ,initial stream area V O.470(Ac.) I I . V VVV V V: V V• V V _VV V V V I V V :VV V - •V - .V.V V V V .VV V ;V I - - - - •VV;. V . VV V . .. - - VV V I 1(A 111 I!.I liii I 1111(111111 11,1 I 11111 liii 111111111111111111111 III II Process from Point/Station 588.000 to Point/Station S 589.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION - - -.. Top of street segment elevation - 443 730(Ft ) End of street segment elevation - 435 730(Ft1 )4 Length of streetsegment - 450,000(Ft.) . .- Height of curb above gutter flówline- 6.0(In.) Width of half street (curb to crown). = 53.00O(Ft) . Distance from crown to crossfall gadebreak 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 curbto property line (v/hz)— 0.020 . Gutter width - 1 500(Ft )Al Gutter hike from flowline 1.500(In.) .. . .- . . Manning's Nin gutter -,,0-.0150 ..................... . Manning' 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 2.627(CFS) Depth of flow = 0.281(Ft.) Average velocity = 2.800(Ft/0 . Streetfiow hydraulics at midpoint of street travel: -. - Halfstreet flow width 9.311(Ft.,) .. Flow velocity 2.80(Ft/s) . l- Travel time -. 2.68 mm. i TC - 17.09 min.- . . Adding area flow to street . . User specified 'C' value' of 0.950 given for suba*ea - Rainfall intensity . 3.13.6(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C— 0.950 Subarea runoff 1.907(CFS)' for' 0.640(Ac.) Total runoff-- .. 3.469(CFS) Total area . l.11(Ac.) Street flow at end of street.— 3.469(CFS) . . Half street flow at end of street— 3.469(CFS) . . . Depth of flow = 0.306(Ft.) - Average velocity 2.934(Ft/s) - Flow width (from curb towards crown)— 10.541(Ft.) - - -- .. •0 • I - - - : - - - . . - • . -. - I• I I I II 1.1 1111111111111111111 I I 11111111111 I III I 11111 II I I II1 I III I I I 11111111 Process from Point/Station 589.000 to Point/Station 585.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation 435.730(Ft.) End of street segment elevation = 432.350(Ft.) * Length of street segment 280.000(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) 0.020 Gutter width 1.500(Ft.) Cutter 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 4.470(CFS) Depth of flow 0.350(Ft.) Average velocity 2.624(Ft/s)' = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width— 12.774(Ft.) Flow velocity = 2.62(Ft/s) Travel time = 1.78 min. TC 18.87 mm. Adding area flow to street - User specified 'C' value of 0.950 given for subarea Rainfall intensity 2.942(I.n/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff - 1.789(CFS) for 0.640(Ac.) Total runoff = 5.258(CFS) Total area - 1.75(Ac.) Street flow at end of street - 5.258(CFS) - Half street flow at end of street - 5.258(CFS) Depth of flow c 0.368(Ft.) Average velocity - 2.709(Ft/s) - Flow width (from curb towards crown)— 13.675(Ft.) I I I 11111111 I 11111 ... I I I 11111111 I I I I I (111111111111111111111111 II I 111111 • I Process from-Point/Station" -589.000 to Point/Station ''585.'060 , **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 i normal stream number ,2 Stream flow area 1.750(Ac,.) Runoff from this stream - ' 5.258(CFS) * Time of concentration 18.87 min.- .'Rainfall intensity - 2.942(In/Hr) -: -.'• Summary of, stream data: - • . • _ , , -f - ' Stream Flow rate'' TC Rainfall Ihtensity',' '- • No. .(CFS) (mm) (In/Hr) ' •- F '' ' •'' - . . '-; J ; - I 1 6.042 18.85 •• 2.944 2 5.258 18.87 2.942 , - -4 '' •. - Qmax(1) . , . - . • ' ' 1.000 * 1.000 ,* .6,042) +-- 1.000 * 0.999 * 5.258) +-' '11:293 ,• 0 , -, • .' - Qmax (2) ' , , -. :''- 0.999 * 1.000 * 6.042) +, 1.000 * 1.000 * '5.258) + - , 1l.295'-.- - - ' '. - . •, . -- Total of 2 streams to confluence: Flow rates before confluence point: 6.042 5.258 - ' - '. ' -- •'" - -' ' * Maximum flow rates at confluence using abóvé data: 11.293 11. 295 - Area of streams before confluence:- 5.530 -. 1.750' Results of confluence: Total flow rate ll.295(CFS) Time of concentration = 18.872 mm.-- ' ' •. . - --Effective stream area aftèr'âonfluènc&=. . 7.280(Ac.) - • - •, . ':-. .1: - *: , .:7 . I' -. H •., I I . - ;-. -- -- - 0• I -'I -- ' ; -- - I- - •"'Ol I liii 1111111111111111111(1111111111111111111111 I 11111111 11111111111111 I Process.from Point/Station 585.000 to Point/Station 580.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 427.50(Ft.) I .Downstream point/station elevation— 427.30(Ft.) Pipe length - 14.30(Ft.) Manning's N - 0.013 . No. of pipes - 1 Required.'pipe flow - 11.295(CFS) Given pipe size - 24.00(In.) - I Calculated individual pipe flow • 11.295(CFS) Normal flow depth in pipe - 10.89(In.) Flow top width inside pipe - 23.90(In.) I Critical Depth = 14.46(In.) Pipe flow velocity - 8.16(Ft/s) Travel time through pipe 0.03 mm. Time of concentration (TC) - 18.90 min. I . . I ..;, :•:.. I . . . I I.- .. -. .-. I I ... •-' I - -: 3 I I 111111111111 I iii ui ii iii i ,i iiii i(iii iii i iuiu i'i, 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 7.280(Ac.) Runoff from this stream - 11.295(CFS) Time of concentration -' 18.90 mm. Rainfall intensity.— 2.939(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity .. ' . No. , (CFS) . . (mm) .. (In/Hr) '1 . 9.535' 18.85 , ' 2.944 2 . 11.295 18.90 . 2.939 Qmax(l) = 1.000 * 1:000 * ' 9.535) + . , 1.000 * , '0.997 * 11.295) + - . '20.797 Qmax(2) 0.998 * 1.000 * 9.535) + , 1.000 * ' ' 1.000.* 11.295)-+ ", 20.812 . Total of 2 main streams to confluence: ' Flow rates before confluence point:- 9.535 ' ,11.295 Maximum flow rates at confluence usiiig above data: 20.797 - 20.812 ' ç • , Area of streams before confluence:'., 3.250 -. .. '.7.280 I ' ' • . Results of confluence: ' - ' " - S Total flow'rate= 20.812(CFS) • -' - . - Time of concentration - 18.901 mm. Effective stream area after confluence - 10.530(Ac.-) -. I - •' ' ; • ' :' •. ' - 1 - I I 1 II IlIlIllIll 1(1111111111111111 IllIllillIlIt 1111111 11111 I 111111111111 Process from Point/Station 580.000 to Point/Station 570.000 PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station-elevation - 426.80(Ft.) Downstream point/station elevation - 425.88(Ft.) . I . Pipe length - 176.80(Ft.) Manxing's N 0.013 No. óf'pipes 1 Required pipe flow, - 20.812(CFS) Given pipe size 30.00(In.) I Calculated individual pipe flow 20.812(CFS) Normal flow depth in pipe - 18.56(In.) Flow top width inside pipe - 29.14(In.) . I Critical Depth 18.59(In.) Pipe flow velocity 6.53(Ft/s) . Travel time through pipe 0.45 min. Time of concentration (TC) 19.35 min.-. . I I I I H H - . I ..':,.. I ' . - . • ' . . I •0 ,.-.:-. I .-, I I 111111111 i ti ii a a i t ía i iuli IlilIllilil ía II luau I I 11111 I ii i Process from Point/Station '570.000 to Pint/Statiod' 560-.000 -, ****PIPEFLOW TRAVEL TIME (User specifieàsize)**** - Upstream point/station elevation - 425 86(Ft ) Downstream point/station elevation 425 22(Ft ) Pipe length 120.10(Ft,) Manning's N 0013 No. of pipes 1 Required pipe flow 20812(CFS) 'Given' pipe size- 30.00(In.) : Calculated individual pipe flow - 20.812(CFS) Normal flow depth in.pipe 18.40(In.) .' Flow top width inside pipe -.. 29.22(In.) • Critical Depth 18 59(In ) Pipe flow velocity 6.59(Ft/s) . . ., Travel time through pipe - -0.30 mm .' Time of concentration (TC) - 19.66 mid.. • • : ., - I I I r / I H • I + L V * I I - I . . .. • .•..,.-•. . . , ..-. 4 ... * J_ -,. .Y**,••. --.,-. - liii 11111111111 I IllIlIllIll 11111111111111 I I 11111(11111(11111111111111 I Process from Point /Station' . 564.000 to'Poicit/Station' - .. 563.000 EVALUATION User specified.'C' value of 0.950givenfor subárea -- 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 : I areas overland flow method (App X-C) - 8.42 min.',. - TC ... [1.8*(1.1-C)*distance'.5)/(% slopeA(1/3)] TC [l.8*(l.l.0.9500)*(ll6006'.5)/( 1.30A,( 1/3),]— 8.42 - - Rainfall intensity (1) 4.950 for a' 50O year sto*m . Effective runoff coefficient.used for area (QKCIA) is C —'0.950 Subarea runoff 7.759(CFS) . Total initial stream-area - -. . 1.650(Ac.). -4 • I - - •,. . S -. - . I I r I - r - - - 5, I I I I I 111111111111111 11111111111111111 II III I I I 1111 I 11111111111 I I I I 111111 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..) I . Pipe length ' 5.62(Ft.) Manning's N 0.013 * No. of pipes = 1 Required pipe flow - 7.759(CFS) Given pipe size 18.00(In.) I Calculated individual pipe flow - 7.759(CFS) . Normal flow depth in pipe 5.92(In.) Flow top width inside pipe 16.92(In.) I Critical Depth 12.95(In.) Pipe flow velocity.- Travel time through pipe' 0.01. mm. Time of concentration (TC) - 8.43 min., * I . .'•.•' :'.. . '' . ' I I I I . *'•'•'•'•'• I I .,.-H''• : I III I I 1111111111111111111 II I I I I III 111111 III) I'I III II'I 111,11111111111111 II I Process-from"Point/Station 562 000 to Point/Statioi' 560 000 **** PIPEFLOW TRAVEL TIME (User specified size)**** '- T.Jpstreani.point/stationelevation 426.28(Ft.) Downstream point/station elevation - 425 22(Ft ) Pipe length 217 70(Ft ) Manning's N '0.013 No of pipes 1 Required pipe flow 7 759(CFS) 4 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 pipe - 24 00(In ) Critical Depth - 11 89 (in. )- Pipe flow velocity - 5.00(F/s) Travel time through pipe - 0.73 mm. Time of concentration (TC) - 9.16-min. S :: ' 4 $ 44 : 4 I 11111 I I I I I I 11111 I 111111111 111111 11111 I I I I I I I I I I I I I t I I I I 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 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: S In Main Stream number: 2 5 S 5 Stream flow area 1 650(Ac ) Runoff from this stream - 7.759(CFS) S Time of concentration - 9.16 mm. 5 S S S Rainfall intensity 4691(In/Hr) Summary of stream data: S S Stream Flow rate TC Rainfall Intensity No. (CFS) (mm); (In/Hr) S 1 20.812 19.66 2.-866 2 7.759 9.16 4.691 S Qmax(l) S S S 1.000 * 1.000 * 20.812) + S 0.611 * 1.000* 7.759) + - 25.552 Qmax(2) - 1.000 0.466 * 20.812). + 1.000 * 1.000 * 7.759) + 17.452 Total of 2 main streams to confluence: S S Flow rates before confluence point: S S S 20.812 7.759 Maximum flow rates at confluence using above data: 25.552 17.452 Area of streams before confluence: S 10.530 1.650 Results of confluence Total flow rate = 25.552(CFS) S Time of concentration - 19.656 mm. Effective stream area after confluence - 12.180(Ac.) till, ililillil tilt, II ll ill II 11111111 H li 11111 till ri 11111 lil liii iI liil Process from Point/Station 560.-000 to Point/Station 500.000 " **** PIPEFLOW TRAVEL TIME (User specified size) **** - - - -. ---.e •-,, .4- -' - Upstream point/station elevation 425 22(Ft ) Downstream point/station elevation- 425.05(Ft.) Pipe length 29.50(Ft.) Manning's N — 0.013 No. of pipes 1 Required pipe flow 25'552(CFS) :4-' '- -•- , ' Given pipe'size 36.00(In.) Calculated individual pipe flow ' 25.552(CFS)- • * Normal flow depth inpipè =- ;18.09(In.) Flow top width' inside pipe- 36;O0(In.) . , -• ;- Critical Depth = 19.58(In.)-s' Pipe flow velocity 7 18(Ft/s) Travel time through pipe — O.07,min. ' Time of concentration (TC) — 19.72 mm. . End of computations, total study area — 8.03. (A ) -- 4- • - . .--- - - 4 - I * 4 ' '_4•- : - - _*• ' 4 4 " -_ 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: 01/01/80 ------------------------------------ .----------- ---------------- ---------- PALOMAR AIRPORT ROAD HYDROLOGY AREA 6; Q50; STATION: 123+00 FILE NAME: PALHY6 . LTMV . REVISED: 9/27/90 ********* Hydrology Study Control Information ********** P & D Technologies - SIN. 558 ----------------------------------------------------------------------- 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 S T I N G************ Element Capacity Space Remaining - 351 . Element Points and Process used between Points Number Upstream Downstream Process 699.000 698.000 Initial Area 2 698.000 697.000' Street Flow + Subarea 3 697.000, 695.000 Street Flow + Subarea 695.000 . 693.000 Pipeflow Time(user inp) 693.000 690.000 Pipeflow Time(user inp) 6 690.000 , 660.000 Pipeflow Time(user inp) 7 660.000 650.000 . Pipeflow Time(user inp) 8 690.000 650.000 Main Stream Confluence 9 655.000 . 654.000 Initial Area 10 . 654.000 653.000 Street Flow + Subarea 11 653.000 652.000 Street Flow + Subarea 12 652.000 651.000 . . Street Flow + Subarea 13 651.000 650.000 * Main Stream Confluence 14 650.000 . * 600.000 Pipeflow Time(user inp) End of listing............... . . ." * . . .... . 4* I I 111111111 I liii IllIllIllIlill I lull 1111111 11111 1111111 Process from Point/Station. . 699.000 to Point/Station 698.000 INITIAL AREA EVALUATION User specified 'C' value of 0.950 given for subárea . . V .• Time of concentration computed by the .• V V I natural watersheds nomograph (App X-A) TC (11.9*length(Mi)3)/(elevation.change)]".385 *60(min/hr) . + user specified time of 10.00 mm. . .. . I Initial subarea flow distance - 562.00(Ft.) V Highest elevation 449.01(Ft.) . Lowest elevation = 441.89(Ft.) Elevation difference 7.12(Ft.) - V I TC...[(11.9*0.1064A3)/( 7.12)]A.385_ 5.50 + 10.00 min. 15.50 mm. Rainfall intensity (I) - 3.340 for a 50.0 year storm Effective runoff coefficient used for area (Q—KCIA) is C—O.95O . V I Subarea runoff - 2..221(CFS) . V. Total initial stream area 0.700(Ac.) I I I I - I I . V ;.,. _ • •V I I I . . • V; . S F IIII 111111--I 11111 liii I-I t III tIllIllIllIll lit 11111 liii 111111 ii liii --I It I Process from Point/Station 698'OOO to Point/Station 697 bOO **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** - Top of street segment elevation-' 441 890(Ft ) End of street segment elevation — 423 060(Ft )' Length of street segment 528 000(Ft ) Height of curb above gutter flowline .1 n t * Width of half street (curb to crown) — 53 000(Ft ) " Distance from crown to crossfall grade 1reak 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 a' I Slope from curb to property line (v/hz),--,0.020 Cutter width 1 500(Ft ) • Cutter hike from flowlirie = 1;500(In.) . ... Manning's N in gutter — 0.0150 ' Manning's N fro& gutter to grade break 0.0180 Manning's N from grade break to crown — 0.0180 5 Estimated meanflow rate at midpoint of street- 3.379(CFS) S Depth of flow — O.273(Ft.) Average velocity 3. 906(Ft/s) . .. • Streetflów hydraulics at midpoint of street travel' Halfstreet flow width — ..8.911(Ft.). • : Flow velocity.- 3.91(Fts)' S a' . .•. Travel time — • 2.25 mifi. TC — 17.75 min.• T. • . S Adding area flow to street • .. • User specified 'C' value of 0.950 given for subarea Rainfall intensity — 3.060(In/Hr) for a 50.0 year storm S Runoff coefficient used for sub-area,Ratiorialmethod,Q=KCIA, C- 0.950 Subarea runoff — 2.122(CFS) for 0730(Ac.) • '. S Total runoff = - 4.343(CFS) Total area — 1.43(Ac.) Street flow at end .of street — 4.343(CFS)-, . Half street flow at end of street 4.343(CFS) Depth of flow 0.295(Ft;) . . Average velocity - 4.069(Ft/s) S S S Flow width (from curb towards crown)- •9.981(Ft.)- . S I I - ':.--.•-. I a I I a V • •''• lii 1.1 1111111111111111 I 11111)11111 Ii liii till 11111.111111111111111111 i+ .'• Process from Point/Station 697.000 to Point/Station. 695.000' , **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation _ 423.060(Ft.) • V End of street segment elevation - - 395.320(Ft.) Length of street segment - 520.000(Ft.) - V Height of curb above gutter flowline - 6.0(In.) V Width of half street (curb to crown) - 53.000(Ft.) V V V V Distance from crown to crossfall grade break - VS1.500(Ft.) Slope from gutter to grade break (v/hz) - 0.083 . V •. - V V 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.) V Slope from curb to property line (v/hz) - 0.020 V V V Gutter width 1.500(Ft.) V V • V Gutter hike from flowline - 1.50'0(In.) V V Manning's N in gutter - 0.0150 V V V Manning's N from gutter to grade break 0.0180 V V V V V V Manning's N from grade break to crown - 0.0180 Estimated mean flow rate at midpoint of street - 5.498(CFS) V Depth of flow 0298(Ft.) V V V V Average velocity 5.005(Ft/s) V • V V Streetflow hydraulics at midpoint of street travel: V V Halfstreet flow width 10.135(Ft.) V Flow velocity V 5.01(Ft/s) • V V V V V 'Travel time 1.73 mm. TC - 19.48 min.VV V Adding area flow to street V V V User specified 'C' value of 0.950 given for subarea V Rainfall intensity - 2.882(In/Hr) for a 50.0 year storm V Runoff coefficient used for sub-area, Rational metho'd,Q=KCIA, C 0_950.' Subarea runoff 2.081(CFS) Vf 0.760(Ac.) Total runoff 6.424(CFS) Total area 2.19(Ac.) V Street flow at end of street - 6.424(CFS) V V V V Half street flow at end of street - 6.424(CFS) V Depth of flow - 0.312(Ft.) V Average velocity = 5.143(Ft/s) V V Flow width (from curb towards crown)— 10.853(Ft.) V V •" V V V • VV Vi' V 1 I I iLllltlititiiilillillltllllltllllltliltlllllllllttllll(IItIIttlIll Process*from SPoint/Station 695.00O là Point/Station.' 93:óOO **** PIPEFLOW TRAVEL .TIME.(User specified size) Upstream point/station, elevation 392.77(Ft.) .: . Downstream point/station elevation 39207(Ft.) •- Pipe length .= 70.00(Ft.) Manning's. N 0.022 . No of pipes 1 Required pipe flow - 6 424(CFS) Given-pipe size 18.00(In.) Calculated. individual pipe flow 6.424(CFS), - : Normal flow depth.in pipe -- 18.00(In.) : I Flow, top widthinside pipe.— O.00(In.) , Critical Depth 11.77(In,) 7 Pipe flow velocity - 3.51(Ft/s) Travel, time through pipe - 0.33min. ' •• Time of concentration (TC) - 19.82 mm. ••• . S • • .....• S • - i r 4 , •:- - .S . •, - - '-: S . ... SI . ., . l * - - -. t &.... -• 't - -I - - -'-- -- - 1,1 I I I I II I I 111111 11111111, I I I I I I I I I 11111 1111111.11 (11111111 II 11111 11111 Process from Point/Station 690 000 to Point/Station 660 000 **** PIPEFLOW TRAVEL TIME (User specifiedsize) **** 0 Upstream point/station elevation -. 389.70(Ft.) - - Downstream point/station elevatio'n'- 379 80(Ft') - Pipe length 157 10(Ft ) Manning's N 0 013 No of pipes - 1 Required pipe flow - 6 424(CFS) Given pipe size 18 00(In ) Calculated individual pipe flow 6 424(CFS) Normal flow depth in pipe - 6 05(In ) Flow;top width inside pipe '17.0I(In.) V Critical Depth - 11 77(In ) Pipe flow velocity - 12 32(Ft/s) Travel time through pipe 0.2l.min. Time of concentration (TC) 20.06 mm. I tl I • 4 - -- I I 4 i 4 I I 1111111111111 1111111111t 111111 111111111111.11111311111 I 11111 I 111111 I I I Process from Point/Station 660.000 to Point/Station 650.000 **** PIPEF )W TRAVEL TIME (User specified size) ***' I Upstream point/station elevation - 379 50(Ft ) Downstream point/station elevation 378.60(Ft.) I Pipe length - 14.30(Ft.) Manning's N 0.013 No. of pipes 1 Required pipe flow - 6.424(CFS) Given pipe size = 18.00(In.) I Calculated individual pipeflow 6.424(CFS) Normal flow depth in pipe 6.05(In.) Flow top width inside pipe - 17.01(In.) Critical Depth 11.77(In.) I Pipe flow velocity 12.31(Ft/s) Travel time through pipe 0.02 mm. Time of concentration (TC) - 20.08 min. I I I I I / I I I I . .. ' I I I 11111111 I I 11111111111,1 I I I 111111111111111111111111111(111111111111111 Process from Point/Station' 690.000 to Point/Station 650.000 **** CONFLUENCE OF MAIN STREAMS **** S The following data inside Main Stream is-listed: In Main Stream number: 1: Stream flow area 2.190(Ac) - Runoff from this stream - sI.6:424(CFS) Time of concentration 20.08 mm. - Rainfall intensity - 2.827(In/Hr) S f Program is now starting with Main Stream No. 2 5_S 715 -I S -. - -H • - -i S I 1 I '-' •;••_S H -: I I I - I I -, •-1. - • • -S... • I I iiiiiii lIllIlIllIll I 111111 I 111111 ! 11111111111 I 11111111111111 Process from Point/Station . 655.000 to Point/Station 654.000 **** INITIAL AREA EVALUATION I . User specified 'C' value of 0.950 given for subarea Time of concentration computed by the I natural watersheds nomograph (App X-A) TC (11.9*length(Mi)"3)/(elevation change)]".385 *60(min/hr) +user specified time of 10.00 mm. I Initial subarea flow distance 562.'00 Ft.) Highest elevation 449.01(Ft.) Lowest elevation 441.89(Ft.) Elevation difference - 7.12(Ft:) I TC=,[(119*01064A3)/( 7.l2)]".385.. 5.50 + 10.00-mm. 15 .,50 min. Rainfall intensity (I) - 3.340 for a 50.0 year storm Effective runoff coefficient usedfor area (Q=KCIA) is C 0.950 I Subarea runoff - 3.522(CFS) . Total initial stream area - 1.110(Ac.) I I I - I - I I - .. _- -• I - ---. - I .-.- I - :- I H. I I I 1111111 I III 11111 iiii"iii iuii ill I,1 1111111 II 11111.1 II I II I• 111111 I•I I I Process from Point/Station 654.000 to Point/Station"' 653.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 441.890(Ft.) * . End of street segment elevation - 423.060(Ft.) .. Length of street segment - 528.000(Ft.) Height of curb above gutter flowline 6.0(In.) 0 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 tine - 10.000(Ft.) Slope from curbproperty line (v/hz) - 0.O20 --to 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— 4.649(CFS) Depth of flow - O.301(Ft.) 0 Average velocity - 4.116(Ft/s) • Streetflow hdraulics at midpoint of street travel: Halfstreet flow width— 10.287(Ft.) Flow velocity - 4.12(Ft/s) Travel time - 2.14 mm. TC - 17.64. mm. Adding area flow to street -. User specified 'C' value of 0.950 given for subarea Rainfall intensity— 3.073(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q—KCIA, C -• 0.950 Subarea runoff - - 2.073(CFS) for •0.710(Ac.) Total runoff - 5,595(CFS) Total area 1.82(Ac.) Street flow at end of street— • 5:595(CFS) Half streetflow at: end of street - 5.595(CFS): 0 • - Depth of flow - 0.318(Ft.) 0 • Average velocity - 4.. 253(Ft/s) • 0 Flow width (from curb towards crown)— 11.155(Ft.) . 0• HI I - 0 , - •. . .* • 0• -. 4 I I HIIIIIIIIIIIII)uIIIIlHIIIIIII IHIIIIIIIIIlIIIIIIIIIIIIIIIII i Process from Point/Station. 653.000 to Point/Station 652.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 423:060(Ft.) End of street segment elevation 394.460(Ft.) Length of street segment . 538.000(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.) I Slope from curb to property line (v/hz) 0020 Gutter width = 1 500(Ft ) Cutter 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 ,,- 6.794(CFS) 'Depth of flow . 0.318(Ft.) Average velocity - -5.187(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width.— ll.129(Ft.) . Flow velocity = 5 19(Ft/s) Travel time - 1.73 mm. TC 19.37 mm. Adding area flow to street . User specified 'C' value of 0.950 given,for subarea Rainfall intensity. . 2.893(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.950. Subarea runoff - 2.144(CFS) for. - 0.780(Ac.)-. Total runoff = . 7.739(CFS) TotaIarea - 2.60(Ac.) Street flow at end of street 7.739(CFS) . Half street flow at-end of street = 7.739(CFS) . Depth of flow - 0.330(Ft,) . Average velocity - 5.312(Ft/sY . . . Flow width (from curb towards crown)— 11 772(Ft ) 1111111 I liii I I'I I I, I -I III l I I I 'I II III!I (liii, I 11111 Process from Point/Station 652 000 to Point/Station 651'.000 **.**-STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation -' 394460(Ft.) • -: End of street segment elevation - 387.220(Ft.) •' Length of street' segment - 161.800(Ft;) Height of curb above gutter flowlin - 6.0(In.) Width of half street (curb to crown')— 53.000(Ft') Distance from crown to'crossfall grade brek.— 51-.500 (Ft.) •' Slope from gutter to grade break (v/hz) '• 6.083 Slope from grade break to crown (v/hz) - 0.020 Street flow is on[l] side(s) of'thé street" Distance from curb' to property line4 10.000(Ft) Slope from curb to property line -(v/hz) - 0.020 - ' Gutter width 1.500(Ft,) Gutter hike from flowline - 1.500(In.) Manning's Yin gutter 0.0150 .- '• -' ,' 4 Manning's N from gutter to grade break - 0:0180 Manning's N from grade break to crown 0.0180 • ' " Estimated flow mean rate at midpoint of street - 8!081(CFS)' , Depth of flow - 0.344(Ft.) - ' •' •- Average velocity 4.993(Ft/s) Streetfiow hydraulics at midpoint of street travel:,, " '• . Halfstreet flow width - 12.439(Ft.) ' : ' '• ' ' ,,P Flow velocity 4.99(Ft/s) .. 44r Travel time— 0.54 mm. TC 1991 miit. - ' - - Adding area flow to street , 4. User specified 'C' value of 0.950 given for subarea Rainfall intensity 2.842(In/Hr)fo a - '50.0 year storm - Runoff coefficient .used for süb-area Rational method,Q=KCIA, C= 6.950 Subarea runoff - 0.621(CFS) for Total runoff 8.360(CFS) 'Total ara.- 2.83(Ac.) Street flow at end of street 8.360(CFS) - - '' - Half street flow, at end of street - 18.360(CFS) Depth of flow 0.347(Ft.),; ' Average velocity 5 025(Ft/s) Flow width (from curb towards'crown) 12.619(7t.) i• I 'S I I ,e. I 111111 111111 I I ti liii Hil II III liii 11111111111 1111111111111111111 1.1 I Process from Point/Station 651.000 to Point/Station 650.000 . A I **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream,is listed: In Main Stream number: 2 I Stream flow area 2.830(Ac.). Runoff from this stream 8.360(CFS) Time of concentration - 19.91 mm. : I .Rainfall intensity - 2.842(In/Hr) . Summary of stream data: . . Stream Flow rate . TC . Rainfall Intensity. . . I No. (CFS) (mm)' . ' (In/Hr) I i 6.424 20.08 . 2.827. . 2 8.360 19.91 . . 2.842 Qmax(l) . 1.000 * . 1.000 * 6.424) + .. 0.994 * 1.000 * 8.360) + - 14.738 Qmax(2) . . 1.000 * 0.991 * . 6.424) + I 1.000 * 1.000 * . 8.360) +.- - 14.729 Total of 2 main streams to confluence: . . I Flow rates before confluence point: 6.424 . 8:360 Maximum flow rates at confluence using above data: - I 14.738 14.729 Area of - . . streams before confluence: . 2.190 2.830 Results of confluence: - .. Total flow rate = 14.738(CFS) . . I Time of concentration 20.078 min. Effective stream area after confluence - 5.020(Ac.) I . H I A I I '- ••. ,. ;_ . .-.. . . IIIIIII 1111(11 -i1III 11111111 I lilt_I 1$ I III 11.1 It I Process from Point/Station 650.000 to Point/Station I 11111 1111-i-I- .. '600 000 **** PIPEFLOW TRAVEL TIME.,(User specified size) 9. Upstream point/station elevation '378.10°(Ft.) . . Downstream point/station elevation = 376.70(Ft.) Pipe length 52 00(Ft ) Manning's N .0.013' No. of pipes - r Required pipe flow - - 14.738(CFS)--- Given pipe size 18 00(In ) , Calculated individual pipe flow 14 738(CFS) Normal f1owdèpth in-pipe— 12.81(In.) . '. . Flow top width inside ,pipe 16.31(In.). l Critical Depth— 16.80(In.) Pipe flow velocity - 10.96(Ft/s) Travel time through pipe 0.08 min. Time of concentration (TC) 20.16 mm... End of computations, total study area 5 02(Ac VI I .. , c..f fr ..- ;.• . - -. . . •-. S ••__ f. . . - - . -•• . 5 - .. - • -• - - 1 I 4 0 - I 4 I I - I I :-. I -: '_•; ,. I ; I I . I ..- -::I:. I -'. I - j - -. _: I -: I : I. .- H- I ----. .- : I .,.'. .- -- I '- - - - S IT. 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: 01/01/80 ------------- ------------------------------------------------ I PALOMAR AIRPORT ROAD HYDROLOGY - AREA 7; Q 50; STATI0N: 111+16.20 • • . FILE NAME: PALHY7 I LTMV REVISED: 9/27/90 - ------------------------------------. . . ,. Hydrology Study Control Information ********** I P & D Technologies - SIN 558 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 I 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 . T --. D A T A . L I S T I N C ************ .• Element Capacity Space Remaining 361 Element Points and Process used between Points Number Upstream. Downstream ' Process . I l 730.000 720.000 Initial Area 2 720.000' 710.000 - Street Flow + Subarea 3 710.000 700.000- - Street Flow + Subarea End of listing ..... . • . I I . •.- . -'.- - I I I I +A i (11111111111111111111111114141411111 lit 111111441141111111444 111111 Process from Point/Station 730.000 to Point/Station 720.000 **** INITIAL AREA EVALUATION User specified 'C' value of 0.950given for subarea Time of concentration computed-by the natural watersheds nomograph (App X-A) TC [11.9*length(Mi)"3)/(elevation change)].385 *60(min/hr) . + user specified time of lO.00min. Initial subarea flow distance 500.00(Ft.) Highest elevation 393.14(Ft.) Lowest elevation = 371.68(Ft.) - Elevation difference 21.46(Ft.) - - TC—[(11.9*0.09473)/( 21.46))".385 3.14 + 10.00 min.-- 13.14 mm. Rainfall intensity (I) = 3.715 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.950 Subarea runoff = 2.612(CFS) . Total initial stream area = 0.740(Ac.) 1 00000 $ I till I 11111114 III I IlIIIIll Ill lilt I I l'I i:i illl 111111 liii III ('I I 11111 t ,l Process from Point/Station 726.000 to Point/Station 710.000 **** STREET FLOW. TRAVEL TIME + SUBAREA FLOW ADDITION '**** 00 Top of street segment e1evation 371.680(Ft.) End of street segment elevation — 358.540(Ft.0)o Length of street segment —, 350.000(Ft.) ' 0 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 -- 5L500(Ft.) 0 0 0 Slope from gutter to' grade break (v/hz) = p.083 0 0 Slope from gradebreak to crown (v/hz) 0.020 0 •0 Street flow is on [1] side(s) of the street A. 0 .,Distance from curb0 to property line lo.000(Ft.) Slope from curb to property line (v/hz) -0.020 0 , . . •o 0 0 -• 0 0 •' ', 0 Gutter' width. = 1.500(Ft,) , '0 Gutter hike 'fr'om flowline 1.500(In.) 0 Manning's N in gutter i= 0.0150 0 0 Manning's.N from gutter to grade br&ak 0.0180 Manning's N from grade break to crown = 0.0180 0 Estimated mean flow rate at midpoint of street 3.565(CFS) o Depth Of-flow 0.275(Ft.) Average velocity 4.025(Ft/s) Streetflow hydraulics at midpoint of street travel: 0 Halfstreet flow width 9.025(Ft.) Flow velocity = 4.02(Ft/s) Travel time = 00; 1.45 mm. TC 01459 mm. 0 Adding area flow to street 0 * 0 o•, 1 0 - 0 User specified 'C' value of 0.950 given for subarea 0 Rainfall intensity 3.473(In/Hr) for .a 0 50.0 year. stom 0 0 Runoff, coefficient used for sub-area, Rational iiiethod,Q=KCIA, C = 0.950 0 Subarea runoff =, 1.782(CFS) for O'.540(Ac.) ' Total runoff = 4.393(CFS) Total area — 1.28(Ac.) 0 0 0 0 0 Street flow at end of street'— 4.393(CFS), Half street flow at end of street'— 4393.(CFS) • 0 ' . , •0 O Depth of flow = 0.293(Ft.) 0 •' Average velocity = 4.165(Ft/s) ' 0 0 ' : , 0 0 Flow width (from curb towards crown)= • 9.918(Ft.) 0 •, 0 0 0 0 , 0 0 0 - 0, - 0 0 I I I I 11111 11111 44 4 I I 11141 I I I 11144144111111111411111111111111411111 Process from Point/Station 710.000 to Point/Station 700.000 **** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION,**** Top of street segment elevation 358.540(Ft.) I End of street segment elevation - 341.490(Ft.) Length of street segment 333.800(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 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) 0.020 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 midpointof street = 5.303(CFS) Depth of flow = 0.296(Ft.) I Average velocity = 4.886(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 10.070(Ft.). I Flow velocity = 4.89(Ft/s) Travel time = 1.14 mm. TC = 15.73 min.. Adding area flow to' street User specified 'C' value of 0.950 given for subarea I Rainfall intensity'- 3.309(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 1'.666(CFS) for 0.530(Ac.) I Total runoff = 6.059(CFS) Total-area'- 1.81(Ac.) Street flow at end of street = 6.059(CFS) Half street flow at end of street ,-, 6.059(CFS) I Depth of flow = 0.309(Ft.) Average velocity = 5.000(Ft/s) Flow width (from curb towards crown)- 10.680(Ft.) End of computations, total study area 1.81 (Ac.) I..•H '' ' I I '- I I I I I I I I I V - • V V San Diego County Rational Hydrology Program V CivilCADD/CivilDESICN Engineering Software, (c) 1990 Version 2.3 Rational method hydroloy program based on - San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study V Date: 01/01/80-,V - --------------------------------------------------------------------- PALOMAR AIRPORT ROAD HYDROLOGY V V V AREA 1; Q 100; STATIONS: 240+97 AND 243+50 , FILE NAME: 1PA100 V V V LTMV REVISED: 9/27/90 V V V -------------------------------------------------------------------------- ********* Hydrology Study Control Information P & D Technologies - S/N 558 . V Rational hydrology study storm event year is 100.0 V Map data precipitation entered:. V V 6 hour, precipitation(inches) 3.000- V V 24 hour precipitation(inches) 5:200 V Adjusted 6 hour precipitation (inches) 3.000 P6/P24 57.7% San Diego hydrology manual 'C' values used V Runoff coefficients by rational method ************** I N P U T r D A T A L I S T I N C. ************ Element Capacity Space Remaining 334 Element Points and Process used between Points V V Number Upstream 1 102.000 2 102.000 3 110.000 4 110.000 5 109.500 6 109.000 7' 283.000 8 123.000. 9 . 122.000 V 10 121.000 11 V 121.000 12 110.000 13 124.000 14 V 124.000 15 120.000 16 - 120.000 17 . 104.000 18 V 104.000 19 V 105.000 20 105.000 21 V 101.000 22 101.000 23 V - 270.000 24 133.000 25 132.000 V Downstream 101.000 101.000 V 110.000 109.500 V VVV 109.000 101.000 123.000 1221.000 121.000 120.000 120.000 V 124.000 120.000 V l20.000- 105.000 105.000 105.000 f05.000 - 101.000 101.000 100.000' 100.000, 133.000 V 132.000'- 131.000 -Process Initial Area Main Stream. Confluence Initial Area Pipeflow Time(user inp) .Pipeflow Time(user inp) Main Stream Confluence User Defined Info. Street Flow + Subarea Street Flow + Subarea Street Flow + Subarea Confluence V User Defined Info. Street Flow + Subarea Confluence Pipeflow Time(user inp) Confluence Initial Area Confluence V Improved Channel Time Main Stream Confluence Pipeflow Time(user inp) Main Stream Confluence User Defined Info. Street Flow + Subarea Street Flow + Subarea I I I H I I I I I :. . -•• I 26 131 000 130 000 Street Flow + Subarea 27 131.000 l3O:000 28 135.000 130.000 -.' User Defined Info. 29 '135 .000 I30.000 'Confluence . 130.000 100.000 Pipeflow Time(user inp) 31 130.000 100.000 Main Strearn Cnfluene .- End of listing - -.'- ..•s,' . - 8- - . - : - * - -•. --• '- -- .. -. - . 4: 4- •1 -J . - .- 4 • 2S •S••_, • I -.- '5 4 - .- *5 4 • .. • - 5 - - - - - : •i ..• .•. -- ;• . • - •_ ;. . • . -5 -•r : * - . • S r .3 . . I I I 1111111 tl 111111111111111111111i lilllI ll l Ill iltIll IllilIllil il ill-f Process from Point/Station 102.000 to Point/Station 101.000 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 1.000 [SINGLE FAMILY area type ] , Initial subarea flow distance — 5000.00(Ft.) T I Highest elevation 705.00(Ft.) Lowest elevation 414.00(Ft.) Elevation difference 291.00(Ft.) I Time of concentration calculated by the urban areas overland flow method (App X-C) 38.92 min. TC = [1.8*(1.1-C)*distance".5)/(% slopeA(1/3)] I TC [1.8*(1.1-0.5500)*(5000.O0".5)/( 5.82A(l/3)]=. 38.92 Rainfall intensity (I) 2.104 for a 100.0 year storm 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 I H: i I - I I I I I III II I I I I I I I l lIt I I I I I I I 11111111111 I I I 11111 4 I lll I I I III I 111111 Process' from Point/Statio& 102.000 to Point/Station ' 101.000 **** CONFLUENCE OF MAIN 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 184.807(CFS) . .. Time of concentration 38.92 mm., Rainfall intensity 2..104-(In/Hr) Program is now starting withMainStreamNo 2 I itiiiiiiiiIII.ItIIIIIIIfIII.IIIIIlIIIIIIIIIuIIIIIIIIIII1IIIIIIIIIIIIIII Process from Point/Station, 110.000 to Point/Station 110.000 I **** INITIAL AREA EVALUATION User specified 'C' value of 0.900 given for subarea Time of concentration computed by the I natural watersheds nomograph'(App X-A) TC = (11.9*length(Mi)"3)/(elevation change) ]".385 *60(min/hr) + user specified time of 10.00 min. I Initial subarea flow distanbe 1375.00 (Ft.) Highest elevation 520.00(Ft.) Lowest elevation 442.50(Ft.) - Elevation difference 77.50(Ft.) I TC=[(ll.9*0.2604A3)/( 77.50)]A.385 6.17 + 10.00 mm. 16.17 mm. Rainfall intensity (I) 3.708 for a 100.0 year storm Effective runoff coefficient used for area (Q=.KCIA) is C - 0.900 I Subarea runoff - 8.343(CFS) .. Total initial stream area 2.500(Ac.) I H -. I I H . .- I -..H- I:. I I H' I :1 irIiiI,H.HI,I,IIIIInhItIII,i,IrItIIIIIIIlH,II,,,lI,IIIHIIIIImlI Process from Point/Station •110.000 to Point/Station 109.500 **** PIPEFLOW TRAVEL TIME (User specified size)• Upstream point/station elevation.= 438.50(Ft) . Downstream point/station elevation = 416.00(Ft.) Pipe length = 50.00(Ft.) Manning's N 0.013 No. of pipes = 1 Required pipe flow 8.343(CFS) Given -pipe size= 18.00(In.) Calculated individual pipe flow = 8343(CFS) Normal flow depth in pipe 4.18(In.) Flow top width inside pipe l52l(In.) Critical Depth 13.43(In.) - Pipe flow velocity 26.79 (Ft/s) Travel time through pipe 0.03 mm. Time of concentration (TC) 16.20 mm. •• I 1 :1 I 1 •• •• 1 :• I :1 I 00 i H I Process from Point/Station 109.500 to Point/Station 109.000 **** PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation 415.70(Ft.) - Downstream point/station elevation 413.80(Ft.) I Pipe length 38.00(Ft.) Manning's N 0.013 No. of pipes 1 Required pipe flow - 8.343(CFS) Given pipe size 18.00(In.) I Calculated individual pipe flow = 8.343(CFS) Normal flow depth in pipe 7.41(In.) Flow top width inside pipe 17.72(In.) Critical Depth = 13.43(In.) I Pipe flow velocity = 12.16(Ft/s) Travel time through pipe 0.05 mm. Time of concentration (TC) .= 16.25 mm. - I I I I I. I_ - --•: I I -- i I I -- I 11111111111 11111(1 III II Il l Ill ill) 11111111 II ....... 111111111 fF Process from Point/Station 109.000 to Poirt/Station 101 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area 2 500(Ac ) Runoff from this stream 8343(CFS) Time of concentration . 16.25 mm. - Rainfall intensity 1.696(In/Hr) -. Program is now starting with Main Stream No .,3 I I I 'F I ::.... I H H I 1 H. 1 H , 1 I .1 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.) 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 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 1O.000(Ft.) Slope, from curb to property line (v/hz) 0.020 Gutter width l.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 1.900(CFS) Depth of flow = 0.202(Ft.) . Average velocity 5.354(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.326(Ft.) Flow velocity =. 5.35(Ft/s) . Travel time - 0.91 min. TC 10.91 mm. Adding area flaw tostreet User specified 'C' value of 0.900 given for subarea Rainfall intensity - 4.,778(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method',Q=KCIA, C = 0.900 Subarea runoff 2.150(CFS) for 0.500(Ac.) . Total runoff 3.670(CFS) Total area 0.51(Ac.) Street flow at end of street ,- ' 3.670(CFS) Half street flow at end of street 3.670(CFS),- Depth of flow = 0.245(Ft.) .. , Average velocity - 5.772.(Ft/s) . Flow width (from curb towards crown)— 7.514(Ft.) 'I I 1 'I 1 I' I - Process from Point/Station 122.000 to Point/Station '121.000 I **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION **** Top of street segment elevation 449.580(Ft.) End cf street segment elevation -440.600(Ft.) I Length of street segment -. 200.000(Ft.) Height of curb above gutter flowline 6.0(m5) Width of half street (curb to crown) - 53.000(Ft.) I Distance from crown to crossfall grade break -. 51.500(Ft..) Slope fromgutter 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) - 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 E - . . . stimated mean flow rate at midpoint of street 5.505(CFS) Depth of flow 0.306(Ft.) Average velocity - 4.662(Ft/s) . l Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width 10.534(Ft.) , Flow velocity 4.66(Ft/s) - - I Travel time 0.72 mm.' TC 11. 63 min.- - Adding area flow tostreet . User specified 'C' value of 0.900 given for subarea I Rainfall intensity 4.586(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 , Subarea runoff - 2.105(CFS) for, O..510(Ac.) Total runoff 5.775(CFS.) Total area = 1.02(Ac.)' I Street flow at end of'street 5.775(CFS) Half street flow at end of street - . 5.775(CFS) - Depth of flow = -0.310(Ft.) I Average velocity = 4.701(Ft/s) S Flow width (from curb towards crown)—' 10.757(Ft.) S S I I:. . ---•- k - -- - I- -. -4 I 11111 III 1.1 I lit till i'i II l'li•I Ii ll I ' ' I I I I 1:11 I III (111111111 III I,•I III ('I III IIIII Process from.Point/Statidri.. 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 crowntocrossfal1:grade break — '51.500(Ft:) Slope from gutter to grade break (v/hz) 0083 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the str'eet •'' - - ' - S Distance from curb, to.property line -- 10.000(Ft.) 'Slope from curb topropertyline (v/hz) = 0021 .* "t ., '• : 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 0.0180t ' I •. ' .5 Estimated mean flow, rate at midpoint of street 6':879(CFS) ' Depth of flow 0.386(Ft.) .•,4 Average velocity.- 3.134(Ft/s) . • r hydraulics at midpoint of street travel: " .• Streetflow Halfstreet flow width= 14.573(Ft.) S , • :" Flow velocity 3.13(Ft/s) • # - ' Travel time.- 1.05 mm. - TC = 12:68' mm.' ' Adding area flow to street -, . •. - - - User specified 'C' value of ogoo given for .subarea " • " - Rainfall intensity = - 4.337(In/Hr)-for a 100.0 year storm Runoff coefficient used for sub-area, Ratioral method,Q=KCIA, C =0.900 'S Subarea runoff'- 1.522(CFS) for, .0.390(Ac.) • S • Total runoff = 7.297(CFS) Total area -. •'' 1.41(Ac) Street flow at end of street 7297(CFS). - I Half street flow at end of street 7.297(CFS) Depth of flow= - 0.394(Ft.) - - Average velocity 3.172(Ft/s) - 1, Flow width (from curb towards crown)- 14.932(Ft.) - .--. • ', I.. .. - .5 •. - 'S I - - '- c• -. -' I - ,• H. ,* •- -. I 1 1 I Process from Point/Station 110.000 to Point/Station .124.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** F User specified 'C' value of 0.900gi3i6n for subarèa Rainfall intensity (I) 5.055 for a 100 0 year storm User specified values are as follows TC 10 00 mm Rain intensity 5 05(In/Hr) Total area OOl(Ac.) Total runoff 1.03(CFS) I - - - -- I- I r I 2 I I I 4 - I 4 I F I S -' I • I Process from Point/Station 124.000 to Point/Station 120.000 **** STREET FLOW TRAVEL TIME -f SUBAREA FLOW ADDITION **** I Top of street segment elevation - ,443520(Ft.) End of street segment elevation . 437.590(Ft.) I Length of street segment 277.000(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) 0.020 Gutter width = 1.500(Ft.) . V 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 = 1.267(CFS) Depth of flow = 0.220(Ft.) Average velocity 2.743(Ft/s) I Streetflow hydraulics at midpoint of street travel: V Halfstreet flow width = 6.249(Ft.) . V Flow velocity 2.74(Ft/s) I Travel time 1.68 min. . TC 11.68 min. Adding area flow to street V User specified 'C' value of 0.950 given for subarea Rainfall intensity V 4.572(In/Hr) for a 100.0 year storm I Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 1.998(CFS) for 0.460(Ac.) Total runoff = 3.028(CFS) Total area = 0.47(Ac.) I Street flow at end of street 3.028(CFS) Half street flow at end of street 3.028(CFS) Depth of flow 0.285(Ft.) . I Average velocity 3.097(Ft/s) V Flow width (from curb towards crown)— 9.520(Ft.) V I V V VVVVVVV V. V •V . : I . V . V. .. -. I V•V. V.. I . I 1111111111111111111,1111111111 l -l-ll 111111 ii till, Ill,l,lILl, 1111111 III I Process from Point/Station 124.000 tb'Póint/Station' 120 000 .. ' **** CONFLUENCE OF MINOR STREAMS**** 'Along-Main Stream number: 3 inn6rma1 stream number 2 Stream flow area . . O.470(Ac.) - -•. '. - -. - Runoff from this stream - 3.028(CFS) - Time of concentration = 11.68 min.'. - Rainfall intensity 4.572(In/Hr) Summary of stream data I Stream Flow rate .TC ' 'Rainfall'Intensity No. (CFS) (mm) - .. (In/Hr) 11 7.297 12.68 - 4.337 2 3.028 11.68 4.572 Qmax(l) 1.006'* i.000.* .7.297) + 0.949* 1.000*, - 3.028) + = •. l0170 - Qmax(2) 1.000 * 0.921* 7.297) + - 1.000 * . 1.000* . - -3.028) + = 9.752 Total of 2 streams' to confluence: ... - Flow rates before confluence point: . . 7.297 3.028 0 '0 • Maximum flow rates at confluence using above data: 10.170 9.752 Area of streams before-confluence: 1.410 •' 0:470 Results of confluence:, .- . Total flow rate 10.'170(CFS) -.-. . . . -. Time of concentration 12.680 mm. - ,Effective stream area after confluence— 1.880(Ac) I - •.- ::- ' 0' I - 0 • •,0• 0 'TI - •0 - i:-. :. ' . .. - 0 I I liii Ill i-i 1111111 liii 111111 I lilt lilt II liii 11111111111111111111111111 il Process from Point/Station 120.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation 434.40(Ft.) . Downstream point/station elevation 426.00(Ft.) I Pipe length 42.00(Ft.) Manning's N 0.013 No. of pipes 1 Required pipe flow 10.170(CFS) Given pipe size 18.00(In.) I Calculated individual pipe flow = 10.170(CFS) ' Normal flow depth in pipe = 5.69(m.) Flow top width inside pipe 16.74(In.) Critical Depth 14.74(In.) I Pipe flow velocity 21.23(Ft/s) Travel time through pipe 0.03 min. Time of concentration (TC) 12.71 min. I' I : I I : H I H H . 1 : I H • I I ..:..H . I H. - I 1111111 11111-11111 till I II 11111111 i I Process fiom Point/Station. 120'.00O. to Point/Station-"105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normalstream number 1 Stream flow area 1:880(Ac.) Runoff from this stream 10.170(CFS) Time of concentration 12.4 711nin. 0. Rainfall intensity 4 330(In/Hr) i .. 1 4 I • :.. S i 5' I 5; • I I IS e • S S S - • - - S. - I I I .- I H .- .••..• '-.H .5 liii I 111111111111111111 III 1111111 11111111111111111111 ii 11111111 11111 ii 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 0.000 Decimal fraction soil group D 1.000 [SINGLE 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*(1.1C)*distandeA.5)/(% slope"(1/3)] TC [1.8*(1.10.5500)*(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 III 1141111 - I I liii till 11111 liii 1111111 II ll 111141111 11111111111 liI It II lIII Process from Point/Station'. ' '1'04,. 00O to Point/Station 105000 **** CONFLUENCE OF MINOR STREAMS -- Along Main Stream number: 3 in normal stream number 2 . •, - '-- ,. ,. . . Stream flow area 10 140(Ac ) Runoff from this stream 20.394(CFS) Time of concentration 16.52mm. Rainfall intensity 3.657(In/Hr),' Summary of stream data I Stream Flow rate TC Rainfall Inensir.. No (CFS) (mm) . ' :'.. 1 10.170 12.71 4.330-.1'--'.' 2 20.394 16.2 . 3.657 Qmax(l) - 1.000 * 1.000 * ' 10.170) + 1.000 * 0.770 * 20.394) + - '- 25865 . . . ... ' Qmax (2) 0.845 * 1.000 * : .10.170) + 1.000 * 1.000 * .' 20.394) + 28.983 Total of 2 streams to confluence: Flow rates before confluence point: ' .5 10.170 20.394 Maximum flow rates at confluence using above data: , 25.865 .28.983 Area of streams before confluence: 1.880 10.140 Results of confluence: Total flow rate = . 28.983(CFS) Time of concentràtibn = , 16.519 mm. , Effective stream area after confluence = 12.020(Ac.) S S S, I )II11I 1 t Process. from Point/Station 105.000 to Point/Station 101.000 **' IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation 425 50(Ft ) Downstream point elevation 414.00(Ft.) Channel length thru subarea 15000(Ft.) Channel base width 1.000(Ft.) . Slope or 'Z' of left channel bank 1.000 Slope or 'Z' of right channel bank 1.009 Manning's 'N' 0.015 Maximum depth of channel 1. 000(Ft.) Flow(q) thru subarea 28 983(CFS) Depth of flow 0. 902 Average velocity = 16.890(Ft/s) . Channel flow top width 2.804(Ft.) Flow Velocity =. 16.89(Ft/s) Travel time 0.15 min. Time of concentration 16.67 min... . . . . Critical depth 1 750(Ft ) 4 4 I 1111111111(11111 i iiiiiiiiii 1111111 I i 11111 i iii III 11111 I 111111 I ii Process from Point/Station 105 000 to Point/Station '101..,000 **** CONFLUENCE OF MAIN STREAMS **** • * .The following data inside Main Stream is 1 i's téd: ,In Main Stream number: .3 - Stream flow area =. 12.020(Ac,) . - Runoff from this stream 28 983(CFS) - ' Timeof-concentration - 1667 nun. Rainfall intensity = 3.636(In/Hr) .. ' . ' '.'T Summary of stream data: Flow rate -TC Rainfall ,Streaii .. • Innsity. ..' No. (CFS) . (mm) (In/Hr) •3• -. . * - V.- • 4 •-,- . .4 V •• . 4.. 1 184.807 38.92 to 2.104 .-- 2 8.343 16.25 3.696 3 28.983 16.67 . 3.636 Qmax(1) . • • .1.000* 11.000 * - 184.807)+ 0.569 * 1.000 * 8.343) . + . 0.579 * 1.000 * 28.983) + 206.329 Qmax(2)= . V . * .•• '. * . 1.000 * 0.418 * 184:807) + 1.000 * 1.000 *- . 8..343) V + . -L.000 * 0.975 28.983) -'.113.757 • Qmax(3) = 1.000* 0.428 * 184.807) + 0.984* 1.000 *: • 8.343) + '*, 1.000 * • 1.000 28.983) + = 116.337 • . Total of 3 main streams to confluence: Flow rates before confluence point: * * I 184.807 . 8.343 28.983 Maximum flow rates at confluence using above data: . 206.329 113.757 116.337 Area of streams before confluence:' . • 159.700 2.500 12.020 ' • • Results of confluence: - . Total flow rate = 206.329(CFS) * Time of concentration - • 38.918 mm. . • * Effective stream area after confluence. - 174.220(Ac.) I * • • V .• I I I l4IIIt$IIIIItIIIIIIIIIIIIIIIIIIIIII.IIIIIIIIlIIItIII.IIIIlIIIIIIIIII Process from Point/Station 101.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation 414.00(Ft.) Downstream point/station elevation . 400.70(Ft.) I Pipe length - 280.00(Ft.) Manning's N 0.013 No. of pipes 1 Required pipe flow . 206.329(CFS) Given pipe size = 54.00(In.) I .Calculated individual pipe flow - 206.329(CFS) Normal flow depth in pipe 26.41(In.) Flow top width inside pipe 53.99(In.) Critical Depth - 48.90(In.) . . I Pipe flow velocity 26.70(Ft/s) - Travel time through pipe 0.17 mm. Time of concentration (TC) -.. 39.09 mm. I I I - H . I H I .:. I J. 1111111111111 111111111 I IIIIIIIlI Process from Poiit/Statioñ 1O1.00Oto Point/Staioi 1OOOOQ **** CONFLUENCE OF MAIN STREAMS ****. 4 17. The .following data inside Main Stream is listed: In Main Stream number: 1 :Steam flow area 174.220(Ac.) 'Runoff from this stream ' 206.329(CF8) Time of concentration - 39.09 mm. Rainfall intensity 2.098(Ix/Hr) ' . • Program Is now starting with Main Stream No 2 I I i till, hi :11111 ; till till , i Process from Point/Station 270.000 to Point/Station 133.000 USER DEFINED FLOW INFORMATIONAT A POINT 'C' User specified value of 0.950 given for subarea Rainfall intensity (I)5.055 for a 100.0 year storm Use± specified values are as follows: . I TC 10.00 mm. Rain intensity 5.05(In/Hr) .. - Total area 0.01(Ac.) Total runoff - 1.22(CFS) I I I I : I I _.1 . .. ...: I 1- 1 •- I 11111 till it ill 1111 lit 11111111111 till I llllillllilli 11111 (iiii i(i liii it I * Process from Point/Station 133.000 to Point/Station :'132.000 **** STREET FLOW TRAVEL TIME +' SUBAREA FLOW ADDITION- **** Top of street segment e1evatioii., 468.52O(Ft.) . . End of street segment elevation' 449.580(Ft.) Length of street segment . 305.000(Ft.) . Height of curb above gutter flozline '= 6.10(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) 0.020 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 thidpointof street 1.409(CFS) - Depth of flow - 0.194(Ft.) - Average velocity 4.482(Ft/s) • • Streetflow hydraulics at midpoint of street travel:' • Halfstreet flow width 4.931(Ft.) . ,Flow velocity 4.48(Ft/s), • Travel time 1.13 min. TC 11.13 min. • Adding area flow to street • . User specified 'C' value of 0.950 given for subarea Rainfall intensity - ',4.716(In/Hr) for a •lOO.Oyear storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 1.389(CFS) for 0.310(Ac.) Total runoff =. 2.609(CFS) Total area = - 0.32(Ac.) Street flow at end of street- • 2.609(CFS) Half street flow at end of street = 2.609(CFS) • - Depth of flow = 0.233(Ft.). . ' • Average velocity - 4.779(Ft/s) . Flow width (from curb towards'crown) 6.890(Ft.) • Process from Point/Statibn 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 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 - 3.791(CFS) Depth of flow 0.273(Ft.) Average velocity = 4.382(Ft/s) ' Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 8.910(Ft.) Flow velocity 4.38(Ft/s) Travel time 0.76 mm. TC 11.89 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity -. 4.519(In/Hr) for a 100.0, year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C -,0.950 Subarea runoff - l.245(CFS) for 0.290(Ac.) Total runoff = 3.854(CFS) Total area - 0.61(Ac.) Street flow at end of street = 3.854(CFS) Half street flow at end of street=:. 3.854(CFS) Depth of flow = 0.275(Ft.) Average velocity = 4.394(Ft/s) Flow width. (from curb towards crown)— 8.977(Ft.) t g. .4 ;.• I lilt III iii i iii ii i. i tiii iiiiiiiiii iii 111111 111111111111 it II 11111) Ii! II F-. Process from Point/Station - 131.000 to Point/Station : 130.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation 440.6 OO(Ft ) End of street segment elevation 437 630(Ft ) Length of street segment = 198 000(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) = 0.021 -- 4 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 .= 4 770(CFS) * Depth of flow— 0.346(Ft.) Average velocity = 2 901(Ft/s) Streetflow hydraulics at midpoint of street travel Halfstreet flow width 12 542(Ft ) Flow velocity 2-. 90(Ft/s). - Travel time 1.14 min. TC 13:03 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea ' * Rainfall intensity 4 261(In/Hr) for a 100 0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0 900 Subarea runoff = 1.112(CFS) for- 0.290(Ac..) Total runoff 4.966(CFS) Total area 0.90(Ac.) Street flow at end of street = 4 966(CFS) * Half street flow at end of street = 4 966(CFS) Depth of flow - 0.350(Ft.) Average velocity = 2 924(Ft/s) Flow width (from curb towards crown)" 12.757(Ft.) S - -'S - 'I I 1111111111 tIll tIll IlIlillIlli lit I lilllllllill Process from Point/Station 135.'000 111111 I lit IlillilIll liii - to Point/Station 130 000, . **** USER DEFINED FLOW INFORMATION AT A POINT -- User specified 'C' value of 0.050 given for subarea Rainfall intensity (I) - 5.055 fora 100.0 year storm User specified values 'are as follows: , •' ... ' ,, , TC = 10.00 -min. Rain intensity - 5.05(In/Hr),, Total area = 0 91(Ac) Total runoff - 5 47(CFS) I .''.-: :--•', :1 tj I I: 'I - - -.• ..- . -. ' • - ' ' I I 1 I I ':.'.,• ' I. I I I I 11111111111 1111111111 IIIIIIItIiii I I 1111111 I IIIIII111IIIIIIIIIIIIII1I 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 Stream flow area = 0.910(Ac.) .' .. .I Runoff from this stream - 5.470(CFS) Time of concentration 10.00 mm. Rainfall intensity - 5.055(In/Hr) . I Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 4.966 13.03 4.261 I 2 5.470 10.00 5.055 Qmax(l) = . 1.000 * 1.000 * 4.966) + I . 0.843 * 1.000 * 5.470) + 9.577 Qmax(2) = O.767* 4.966) + 1.000 * 1.000 * 5.470) + 9.281 I Total of 2 streams to confluence: . . Flow rates before confluence point: I 4.966 5.470 Maximum flow rates at confluence using above data: 9.577 - 9.281 I Area of streams before confluence: 0.900 0.910 Results of confluence: Total flow rate = 9.577(CFS) - I Time of concentration 13.032 mm. Effective stream area after confluence 1.810(Ac.) .1 . . 'S 455 -. 'S * jilt ii 111111-i ll 1-ii I t•l it ti Il-LI l•l II ll•l Illi l•l II l (liii I .I Process from Point/Station 130 000 to Poin/Station' liii iii S. 100 000 **** PIPEFLOW TRAVEL TIME (User specified size)**** '. Upstream point/station elevation 434 40(Ft ) Downstream point/station elevation =' 400.70(Ft.) Pipe length 102 00(Ft ) Manning's N —4.013 No of pipes 1 Required pipe flow, 9 577(CFS) Given pipe size S Calculated individual pipe flow _: 9.577(CFS,) Normal flow depthin pipe 4.85(In.) . Flow top width inside pipe - 15.97(In) ' *S•. 4 - Critical Depth- 14.33(In) - S ' Pipe flow velocity = S 24.97(Ft/s) Travel time through pipe - 0.07 mm. 5. Time of concentration (TC) = .13. 10':min. 5 - S) IS S • ••_€ $ - I I I - 5 • S,.S-.. 5 - . I S - . S . -• - 5 - *SS 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 9 577(CFS) Time of concentration = 13.10 miri. Rainfall intensity = 4.247(In/Hr)' Summary of stream data: ..Stream,,-Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 206.329 39.09 2.098 2 9.577 13.10 : 4.247 Qmax(l) = 1.000 * 1.000 * 206.329) + 0.494,* 1.000 * 9.577) + 211.060 Qmax(2) = 4.000 * 0.335 * 206.329) + 1.000 * 1.000 * 9.577) + 78 721 Total of 2 mainstreams to confluenäe: Flow rates before confluence point: 206.329 9.577 Maximum flow rates at confluence using above data: 211.060 78.721 Area ofstreams before confluence: 174.220 1.810 Results of confluence Total flow rate = 211.060(CFS) Time of concentration - 39.092 mm. Effective stream area after confluence = 176.030(Ac.) End of computations, total study area = 176.03 (Ac.) 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: 01/01/80 ---------------------------------------------------------------------- PALOMAR AIRPORT ROAD HYDROLOGY - 4 AREA 2; STATIONS: 234+65,235+4:6 AND 235+65- FILE NAME: 2PA100 LTMV REVISED: 9/27/90 ********* Hydrology Study Control Information P & D Technologies -'SIN 558 Rational hydrology study storm event- yearis 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 U T D A T A L I S T I N G ************ Element Capacity Space Remaining = 342 . 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 - 5 287.000 286.000 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 - 11 282.000 280.000 Improved Channel Time 12 - 282.000 280.000 Main Stream Confluence 13 . 280.000 279.000 Pipeflow Time(user inp) 14 279.000 278.009 - Pipeflow Time(user inp) 15 278.000 200.000 Pipeflow Time(user inp) 16 - 278.000 200.000 Main Stream Confluence 17 275.000 274.000 Initial Area 18 274.000 273.000 Street Flow + Subarea 19 273.000 - 272.".000-1 Street Flow + Subarea 20 - 272.000 271.000 1 Street Flow + Subarea 21 : 271.000 270.000 Street Flow + Subarea 22 270.000 200.000 Pipeflow Time(user inp) 23 270:000 200.000 Main Stream Confluence End of-listing . L I 11 4 I 111,1111111 I 11111 11111111111111111111 11111 III 111111 I iI IiI 1111111111111 Process from Point/Station 299.000 to Point/Station 280.000 . . . **** INITIAL AREA EVALUATION ,**** '.. '. ".. - User specified 'C' value of 0.550given for subarea .' -. Initial subarea flow distance 1140 00(Ft ) Highest elevation 578 O0(Ft ) Lowest elevation 448.00(Ft.) . . Elevation difference 130.00(Ft.) Time of concentration calculated by the urban • • .. . .• .., areas overland flowmethod (App X-C)"—'14.815 mm TC [l.8*(l.1C)*djstánceA.5)/(% .slope A(l/3)] TC . [1.8*(1.10:5500)*(11:40.00A.$)/( .11.40A(l/3)]=. 14.85 . -- Rainfall intensity (I) 3.917 fora '100.0 year storm Effective runoff cofficient used for area (Q=KCIA) is C-= 0550 • Subarea runoff 22.404(CFS) ,: . • Total initial stream area 1 4 I : : :: I liii huH 11111111111111 I I 1-1111111111111111 II H (11(1111111111111111 Process from Point/Station 298.000 to Point/Station " 282.000 ****.INITIAL AREA EVALUATION Decimal fraction soil group A - 0.000 S ' Decimal fraction soil group B 0.000 * S Decimal fraction soil group C 0.000 Decimal fraction soil group D l.'OOO . [SINGLE FAMILY area type Initial subarea flow distance 1380.00(Ft.) S 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 = [l.8*(l.l.C)*distanceA.5)/(% slope'(1/3)J S TC =. [l.8*(l.l0.55O0)*(l38O.0OA.5)/( 9.20A(1/3)]= 17.55. 5 5 I Rainfall intensity (I) - 3.517 for a 100.0 year storm S Effective runoff coefficient used for area (Q=KCIA) is C 0.550, Subarea runoff . 11.799(CFS) • S Total initial stream area 6.100(Ac.) S ' S I -'I S S , - i':' •- S I S '5 • 55 5 5•55 S.; I S S J S S S •, * * , .5 5 S-I I I IIIIII5IlIlIIIIIIIII1tIIIIIIiI.IItIt-I-IIIIIIIIiIlIIIIIIIIII.I!IIIIiIIIlII Process.fromPoint/Station : 287.000 to-Point/Station 286.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) .5 - (11.9*length(Mi)3)/(elevation change)]".385 *60(min/1ir). . 4TC + user specified time of 10.00 mm-. Initial subarea flow distance 230:O0(Ft.) Highest élevâtion 508.00(Ft.) ..Lowest elevation 506.78(Ft.) Elevation difference - 1.22(Ft.) - TC_[(11.9*0.0436A3)/( .122)]A385.. 3.86 + 10.00 mm. = . 11.86 min. Rainfall intensity (I) - 4.094 for a 100.0 year storm Effective runóff coefficient used. for area (Q-KCIA) is C 0.950 * Subarea runoff- 1.945(CFS) . . . Total initial stream area -- • 0.500(Ac.) . . '5 1 4 5 5 5 5. . . 4- .5 5•• 5 . .1 ' . '- . S ., .5•' ,T I, '5 . • I . - • • • 5 - , - •• • - • 'I I. I 1 . • - '• .' 1 I I 11111111111 i I II1IHIHIIIIIIII1I I II 1111111 I I 11111111111 III III I I 11111 Process from Point/Station 286.000 to Point/Station 285.000, **** STREET FLOW TRAVEL TIME +. SUBAREA FLOW ADDITION **** I Top of street segment elevation ' 506.780(Ft.) End of street segment elevation - 502.210(Ft.) , I Length of street segment - 250.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crow-ri), 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) - 0.021 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 E ' stimated mean flow rate at midpoint of Street 3.267(CFS) Depth of flow 0.299(Ft.) Average velocity 2.938(Ft/s) -• I Streetfiow hydraulics at midpoint of street, travel: Halfstreet flow width 10.203(Ft.) Flow velocity 2.94(Ft/s) ' I Travel time = 1.42 min. TC 15.28 mm. Adding area flow to street User, specified 'c' value of 0.900' given for subarea I Rainfall intensity 3.845(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.353(CFS) for , 0.680(Ac.) S S Total runoff 4.298(CFS) Total area 1.18(Ac.) I Street flow at end of street = 4.298(CFS) S Half street flow at end of street - 4.298(CFS) Depth of flow = .0.325(Ft.) I Average velocity = 3.084(Ft/s) - Flow width (from curb towards crown)= 11.500(Ft.') I .---:- -' I I - .. S --S-'.'-.••' '• .:,j... itt IIH 11111 ii 1111111 11111111 I I I I I I I 1111111 11111111 I I 11111 I I I 11111 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 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 stree't' S Distance from curb to property line =' 40.000(Ft.) ' - Slope from curb to .property' line (v/hz) 0.021 - Cutter width= 1.500(Ft.) Cutter hike, from flowline l.'SOO(In.) Manning's N in gutter =' 0.0150 ',• . 'fl 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'. 884(CFS) Depth of flow 0.348(Ft.) . . . Average velocity - . 4.123(Ft/s) Streetflow hydraulics at midpoint of street travel: .... * . llalfstreet flow width 12.643(Ft.) S_S Flow velocity 4.12(Ft/s) . - -. Travel time = 1.745 min. ' TC'= -17.02, min: . Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity ' 3 587(In/Hr) for a 100.0-year storm Runoff coefficient used for sub-area, Ratioñai,method,',Q=KCIA,'C = 0.900 Subarea runoff 4.584(CFS) for 1.420(Ac.) , Total runoff 8.882(CFS) Total area'— 2.60(Ac..)' - 'Street flow at end of street'— 8.882(CFS) Half street..flow at end of street— . 8.882(CFS) Depth of flow 0*.376(Ft.) Average velocity ,4.333(Ft/s) Flow width (from curb towards crown)— 14.066(Ft.) I I I p I S - - - I. 0 II 1111111111111 I ilillilillI ill 11 illIllill I. IllillIlil illilillllllll III ; Process from Point/Station 284.000 to Point/Station ,283.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I 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) - 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 [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.) - 0 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 10.658(CFS) Depth of flow 0.364(Ft.) Average velocity 5..684(Ft/s) I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.430(Ft...) Flow velocity = 5.68(Ft/s) S - I Travel time = 1.38 mm. .TC 18.40 mm. Adding area flow to street User specified 'C' value of 0.900 given for subarea ' I Rainfall intensity - 3.411(In/Hr)- for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff 3.193(CFS) for 1.040(Ac.) Total runoff = 12.075(CFS) Total area 3.64(Ac.) I Street flow at end of street 12.075(CFS) Half street flow at end of street = 12.075(CFS). Depth of flow 0.378(Ft.) I Average velocity = 5.826(Ft/s) Flow width (from curb towards crown)— 14.147(Ft.) I . --•:. I 0 .0.0 -0 ,-S. .•._: I' 5. I '.-- I _0 __.. i • , - i liii,,, 1111111111 liii iii iii1 1111111 1i i 111111 III iii Ilil liii Ii liii - I ProcessfromPoint/Station 283.-000' Ito Pdirit/Statior 282.000 **** PIPEFLOW TRAVEL TIME (User.speifiedsize)**** .. Upstream point/station elevation: 460 OO(Ft) • Downstream point/station elevation.-'.459.40(Ft.) '- Pipe length - 1200(Ft.) Manning's N- 0:013 !' No. of pipes 1 Required pipe flo 12075(CFS) . Given pipe size • 18.0O(In.)'- ' • • Calculated individual pipe 'flow 12.075(CFS) .. - •• . Noñial flow depth in pipe = 9.15(In.) .. Flow top width inside pipe 18.00(In.) Critical Depth 15.81(In.) Pipe flow velocity 13.39(Ft/s) ,.•. • Travel time through pipe 0.01 mm. • . . . Time of concentration (TC) - 18.41 mm. . -- -. -: - ••, I I I I I I V.; . = ,• ' .•, 1111111111 11111 1111111 II 111111111 11111 I liii . Process' from Point/Station - 283.000 to Point/Station 282.000 . I **** 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 12.075(CFS) - Time of concentration 18.41 mm. . .' Rainfall intensity— 3.410(In/Hr) I Summary of stream data:' Stream Flow rate TC - - Rainfall Intensity No. (CFS) '(nun) V (In/Hr) 1 11.799 - 17.55 - ' 3.517 I .2 12.075 18.41 . . 3.410 Qmax(l).= . 1.000 * 1.000 * 11.799) + . -- - I .1.000 * 0.953 * 12.075) + 23.308 308 Qmax(2) 0.970 * .. 1.000 * 11.799) + - - Total of 2 I 1.000 * . 1.000 * 12.075) + = . 23.514 streams to confluence: .- . Flow rates before confluence point: V V I 11.799 12.075 . . Maximum' flow rates at confluence using above data: 23.308 23.514 . V Area of streams before confluence: - V I .. 6.100 3.640 ' V Results of confluence: V - Total flow rate - - 23.514(CFS) . V I Time of concentration = 18.412 mm. V Effective stream area after confluence = . 9,740(Ac,,) V- - 1 1 V ..V ' -• :- -- V V I •. V4 ' -:--:'-.-- .' V ,, . V I l liii I 111111 iiii ii III I Iii IIII'IIIIiIIt.I1 II Ill I lIt 111.111111111111111 II I Process fromPoint/Station '282.000 to Piiit)Station' *280 * '000 ••- -. **** IMPROVED CHANNEL TRAVEL. TIME ****• Upstream point elevation 460 30(Ft ) - Downstream point elevation 448.00(Ft.) Channel length thru subarea 75.00(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 .-. Manning's 'N' 0.015 • Maximum depth of channel 1'.000(Ft. ) • Flow(q) thru subarea 23.514(CFS) Depth of flow 0.665(Ft.) • Average velocity = 21.215(Ft/s) I Channel flow top width - 2.331(Ft;) - •• Flow Velocity = 21.22(Ft/s) .. -I- Travel time 0.06 mm. Time of concentration 18.47 mm. • • Critical depth - - 1.578(Ft.) • - - • • L- - r : I 1 1 t I i 1• 4 I 1111111(11111 IIIIIIIIIII'I 111111111111111111111111111 111111111111 I liii Process from Point/Station 282.000 to Point/Station 280.000 I ** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 I Stream flow area 9.740(Ac.) . Runoff from this stream 23.514(CFS) Time of concentration - 18.47 mm. Rainfall intensity = 3.403(In/Hr) . I Summary of stream data .. Stream Flow rate TC . Rainfall Intensity No. (CFS) . .(min) (In/Hr) I . 22.404 14.85 3.917 2 23.514 18.47 .3.403 . Qmax(l) - 1.000 * 1.000 * 22.404) + 1.000 * 0.804 * 23.514) + 41.309 Qmax(2)— . 0869 * 1.000 * 22.404) + I 1.000 * 1.000 * 23.514) + 42.977 Total of 2 main streams to confluence: I Flow rates before confluence point: 22.404 23.514 . Maximum flow rates at confluence using above data: * I . 41.309 42.977 .. Area of streams before confluence: 10.400 9.740 Results -of confluence: . Total flow rate - 42.977(CFS) I Time of concentration 18.471 min. Effective stream area after confluence = 20.140(Ac.) I - .. ,.* ,. . I. H ... H °.. I .. 1 I IIIIHIIHIHIIIIHIIIIIIIt)IIIIIIIIIIIIIIIlI,IIIIIIHIIjIIIiIiIIHjI Process from Point/Station 280.000 to Point/Station 279.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation .. 448.10(Ft.) Downstream point/station elevation 443.30(Ft.) • : Pipe length 48.00(Ft.) Manning's N - 0.013 I No. of pipes 1 Required pipe flow - 42.977(CFS) 0 Given pipe size 24.00(In.) • • 0 Calculated individual pipe flow 42.977(CFS) Normal flow depth in pipe - 13.41(In.) • Flow top width inside pipe 23.83(In.) 0 Critical depth could not be calculated. • 0 Pipe flow velocity = 23.81(Ft/s) 0 Travel time through pipe = 0.03 mm. Time of concentration (TC) = 18.50 mm, 01 • :1 H H •00 •01 • :0 ,, i 0 • 0, 0 •• '0 HI :1 , 0 •,. • 0,• , , ,' .1 0 0 I • • • • 0' I•. • 111111 I liii I 11111111 Hit Illilillil IiiIIIIIItiI liii ii 1)1111111111111 Process from Point/Station 279.000 to Point/Station 278.000 **** PIPEFLOW TRAVEL TIME (User, specified size) *** I Upstream point/station elevation 443.30(Ft.) Downstream point/station elevation 421.50(Ft.) I Pipe length 109.00(Ft.) Manning's N - 0.022 No. of pipes - 1 Required pipe flow = 42.977(CFS) Given pipe size = 24.00(In.) I Calculated individual pipe flow -. 42.977(CFS) Normal flow depth in pipe - 15.07(In.) Flow top width inside pipe 23.20(In.) Critical depth could not be calculated. I Pipe flow velocity 20.71(Ft/s) * Travel time through pipe = 0.09 mm. Time of concentration (TC) 18.59 mm.. I I I I I I 'I 1 'I • 'I I I 11111,111111111111111111 I 1.1 I liii 11111.11 liii 1111.11111111 I I 11111111 I I Process from Point/Statioi 278 000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (Usrspécified sie) **** Upstream point/station elevation 421.50(Ft.) Downstream point/station elevation - 413 50(Ft ) Pipe length 86.00(Ft.). Manning's N 0.013 . . No. of pipes 1 Required pie'flow . . 42.977(CFS) Given pipe size = 24.00(In) .. ..' :. . Calculated individual pipeflow.- 42.977(CFS) : Normal flow depth in pipe = 13 71(In ) Flow top width inside pipe = 23.75('In.) Critical depth could not be calculated 4 Pipe flow velocity . 23.15(Ft/s) - -; - Travel time through pipe -, 0.06 min.,. Time of concentration (TC) 18:65mm. , i I . .: .- - -. - -• - I I I I I, 4 I 111111 liii 111111 1111111111111111111111111I I I I I 11111 I I I lIlIlIllIllI Process from Point/Station 275 000 to-Point/Station 274 000 ****,INITIAL AREA EVALUATION User specified 'C' value of 0.950 given for subarea - Time of concentration computed by the . . .: natural watersheds nomograph (App X-A) t I TC= [11.9*length(Mi)A3)/(elevation change) ]".385*6O(min/lr) - +user specified time óf 10.00 min-. Initial subarea flow distance 561 00(Ft ) ' Highest elevation =, 509.52(Ft.) I • Lowest elevation 507.07(Ft.) Elevation difference 2.45(Ft.) TC_[(ll.9*O.1063A3)/(1 2.45)]A.385 8.28-I- 10.00 mm. 18.28 mm. Rainfall intensity' (I) 3:426 for a 100.0 year storm - Effective runoff coefficient used for area (Q=KCIA) is ,C - P.950 Subarea runoff 2.832(CFS) • • - . Total initial stream area 0.870(Ac.) •• -: : . - I - - .- •- I I H i I -, - • - I -I I -. I I - I I I 1111111 I 1111111111 111111111 I 11111 11111111111111 I I 11111 1,1 1111111 1,1 III Process from-Point/Station. 274.000 to Point/Station .. 273.000 I **** 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.)V V V V V Width of half street (curb to crown) 53.000(Ft.) .. V 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 V V V Street flow is on [1] side(s) of the street I Distance from curb to property line V 10.000(Ft.) •-. . V Slope from curb to property line (v/hz) = 0.060 V Gutter width 1.500(Ft.) I Gutter hike from flowline - 2.000(In.) V V V Manning's N in gutter 0.0150 Manning's N from gutter to grade-break 0.0150 I Manning's N from grade break to crown 0.0160 Estimated mean flow rate at midpoint of street 3.694(CFS) Depth of flow = 0.406(Ft.) V V Average velocity =.* 1.928(Ft/s) V. I Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width 13.468(Ft.). V V Flow velocity = 1.93(Ft/s) V V V V V Travel time 2.87 min. TC 21.15 mm. - V Adding area flow to street User specified 'C' value of 0950 given for subarea Rainfall intensity 3.118(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA,.0 = 0.950 . V V Subarea runoff = 1.570(CFS) for 0.530(Ac.) V Total runoff = 4.402(CFS) Total area Street flow at end of street 4.402(CFS) . V Half street flow at end of street = V 4.402(CFS) V V Depth of flow = 0.427(Ft.) V V Average velocity = 1-. 997(Ft/s) - V. Flow width (from, curb towards crown)= 14.496 (Ft.) I i 111111 till ill i't ii I i'i till, iii (I', ii ,, iii, ri liii, 11111, I ii iii Process from'—Point/Station, ' 273 000t to Point/Station 272 000 **** STREET FLOW. TRAVEL TIME + SUBAREA FLOW ADDITION . - -. -. - - - — - ........ .• - ,s .......4. Top of street segment elevation -505 360(Ft ) End of street segment elevatiân — 502.210(Ft.) Length of street segment '250.000(Ft.) Height of curb above gutter flowline — 6 0(Ir ) ;width of half stret (curb to crown) 53.000(Ft.) ., '• . 4 . 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/hi) 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 toproperty line (v/hz) 0.O60- • 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 —-V0160 Estimated mean flow rate at midpoint of street' 5.030(CFS) Depth of flow 0.391(Ft.) . Average velocity = 2.933(Ft/s) •: . . Streetfiow hydraulics at midpoint'àf' 'street' trvel: • Halfstreet flow width'— 12.698(Ft.)' ' • Flow velocity = 2.93(Ft/s) • •. '• •.' . Travel time 1.42mm. , . TC.= 22.57. min.3 • Adding area flow'to street • . '• . • i User..specified 'C' .value of0.950 given for subarea . ., Rainfall intensity.—,' 2.990(In/Hr) for a 100.0 year storm Runoff doefficient used for .sub-'area, Rational 'method,Q=KCIA;3 C 0.950' ' Subarea runoff . 1.136(CFS). for 0.400(Ac.) . Total runoff = 5.538(CFS) Total area - 1.80(Ac.) Street flow at, end of street 5;538(CFS) Half street flow at end of street " 5.538(CFS) •. - Depth of flow O.4Ol(Ft.) • •,. ,• ., . Average velocity = 2.989(Ft/s)' • . '• . . .... • Flow width (from curbL towards. crow)— 13.229(Ft.) - $ I I I I 11111 liii I I I II Ii 11111 I liii I I 1.1 III II II I I I liii 11111 I 11111 I I II! 111111 Process from Point/Station 272.000 to Point/Station 271.000 ****'STREET'FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation= -, 502.210(Ft.) ' End of street segment elevation 489.280(Ft.) - I Length of streei segment 430.000(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 = 0.0150 . Manning's N from gutter to grade break 0.0150 I Manning's N from grade break to crown 0.0160 Estimated mean 'flow rate at midpoint of street 6.830(CFS) Depth of flow 0.377(Ft.) . - .•.• Average velocity = 4.420(Ft/s) - I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.011(Ft.) Flow velocity 4.42(Ft/s) - I Travel time 1.62 min. TC 24.19 mm. • Adding area flow to street •. User specified 'C' value of 0.950 given for subarea . I Rainfall intensity 2.859(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff 2282(CFS) for • 0.840(Ac.) Total runoff = 7.820(CFS) Total area = ,2.64(Ac.) I Street flow at end of street • 7.820(CFS) Half street flow at end of street , 7.820(CFS) Depth of flow = 0.391(Ft.) , I Average velocity = 4.537(Ft/s) S Flow width (from curb towards' crown)-. 12.732(Ft.) I ' '. S • - • • • S - -. - S - •' 5 5 I I '' •-•-.•,. . • I 1 :-. . 'Z, •.:. • ..' I • r • •' , , 5, 5 • S • • .4 I 1111111111111 i I huh liii llii, iii ii 1111111 II iii liii 11111111 II III Process främ Point/Station 271:000 toPoint/Station 270:000 **** STREET FLOW TRAVEL; TIME + SUBAREAL FLOW ADDITION **** Top of street segment elevation - 489 280(Ft ) End of street segment elevation 457 920(Ft ) Lengthof street segment -. 595OOO(Ft.) ' Height of curb above gutter flowline 6.0(In.).. Width.of half street (curb to crown) 53.000(Ft.) Distance from rown 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' t. — lO.0O0(F) 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 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 at midpoint of street - 8 901(CFS) Depth offlow 0.375(Ft.) * Average velocity = 5.835(Ft/s) - Streétflow hydraulics at midpoint of street travel: V Halfstreet flow width = 11.929(Ft.) Flow velocity = 5 83(Ft/s) Travel time = 1.70 min. TC 25 89 mm Adding area flow to street User specified 'C' value of 0.950 given for subarea -. Rainfall intensity 2.-737(In/Hr) for a 100.0 year storms -' Runoff coefficient used for sub-area ',Rational method,Q=KCIA, C 0.950 Subarea runoff = 1 898(CFS) for 0 730(Ac ) 11 Total runoff = 9.718(CFS) Total area '. 3.37(A c:) Street flow at end of street 9.718(CFS). Half street flow at end of street = 9 718(CFS) Depth of flow = 0 384(Ft ) C Average velocity = 5 934(Ft/s) Flow width (from curb towards crown)— 12.390(Ft.) V V 4 I I 1 I I I till 1111111-I 1111111111111111 11111111111111 III 1111111111111,11111111111 Process from Point/Station .270.000 to Point/Station 200.000 *** PIPEFLOW TRAVEL TIME (User specified size) **** • I Upstream point/station elevation 449 10(Ft ) Downstream point/station elevation 413.75(Ft.) I Pipe length 101.00(Ft.) Manning's N 0.013 No. of pipes 1 Required pipe flow = 9.718(CFS) Given pipe size 18.00(In.) I Calculated individual pipe flow 9.718(CFS)- Normal flow depth in pipe Flow top width inside pipe 15.93(In.) I Critical Depth 14.44(In.) - S * Pipe flow velocity 25.59(Ft/s) Travel time through pipe = 0.07 mm. Time of concentration (TC) 25.95 mm. I I I I I I I I I I I I 1 1111111111111111111111111. I I 111111 I III I II I III 11111 I 1111111 III 1,1 •I li-i' Process from Point/Station 270.000 to Point/Station 200.000 ****-CONFLUENCE OF MAIN STREAMS'**** The following data inside Main Stream is listed: In Main Stream number: '2 Stream flow area 3.370(Ac.) Runoff from this stream 9.718(CFS) Time of concentration 25.95 min.. '. Rainfall intensity 2.732(In/Hr) Summary of stream data: Stream Flow rate TC ' Rainfall Intensity ' No. (CFS)' ' (mm) . ' (In/Hr) ' 1 42.977 ' 18.65 .' . 3.381 2 9.718 25.95 '2.732 Qmax(l) 1.000 * 1.000 * . 42.977) + - 1.000 * - 0.719 *. 9.718) + 49.961'. Qmax(2) = . 0.808 * - 1.000 * 42.977) + 1.000 * 1.000 * 9.718) + , .44.449 Total of 2 main streams' to confluence:' Flow rates before confluence point: 42.977' 9.718 Maximum flow rates at confluence' using above data: 49.961 , 44.449 Area of streams before confluence: 20.140 , 3.370 Results of confluence: . Total flow rate , 49.961(CFS) - - Time of concentration 18.654 min.. Effective stream area after confluence = - 23.510(Ac.) End of computations, total study area ,. 23.51 (Ac.) I I I H San Diego County ,Rational Hydrology Program I CivilCADD/CivilDESIGN EngineeringSoftware, (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: 01/01/80 I PALOMAR AIRPORT ROAD HYDROLOGY . AREA 3; Q 100; FILE NAME: 3PA100 STATION 220+90 LTMV REVISED: 9/27/90 .. ********* Hydrology Study Control Information ********** P& D Technologies-- SIN 558 Rational hydrology study storm event year is 100.0 Map data precipitatior entered: I 6 hour, precipitation(inches) 3.000 , 24 hour precipitation(inches) 5.200 Adjusted 6-hour precipitation (inches) 3.000 - I P6/P24 - 57.7% 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 363 I Element Points and Process used between Points Number Upstream Downstream Process I l 350.000 340.000 Initial Area 2 340.000 330.000 Pipeflow Time(user inp) 3 330.000 320.000 Pipeflow Tiiñe(user inp) 4 320.000 .300.000. Pipeflow Time(userinp) End of listing.............. • I I H I I I I ,..- -- - . •. I .-.•-.•.•,- ., - 0 I till I ii Ii IiliilIiIii liii,, Ill IlilillIt 11111111111111111.11111. Iii 11111 - Process from Point/Station .350:000 to Point/Station 340.000 I **** INITIAL AREA EVALUATION Decimal fraction soil group A 0.000 V V• . .: Decimal fraction soil group B - 0.000 .. - U Decimal fraction soil group C -.0.000 V V Decimal fraction soil group D -.1.000 . V [SINGLE FAMILY area type I Initial subarea flow distance 1070.00(Ft.) ' V Highest elevation 575.00(Ft.) • - ., .. V V Lowest elevation = 512.50(Ft.) I Elevation difference 62.50(Ft.) Time of concentration calculated by the urban.' areas overland flow method .(App X-C) 17.98 min.- V TC (1.8*(1.1C)*distanceA..5)/(% slopeA(l/3)]. V V I TC = [1.8*(l.10.5500)*(1070.00.5)/( 5.84A (1/3)]- 17.98 V V Rainfall intensity (I).-, 3.462 for a 100.0 year storm - V Effective runoff coefficient used for area (Q=KCIA) is C - 0.550 V Subarea runoff = 7.997(CFS) V I Total initial stream area 4.200(Ac.) V V u •', I .•:.-..;-•' F V . - •.- V I I I V ,' I I V V.V: VV: . VV V . i 4 S I I 11111111111111 ii 111A1111 I 111111 III huH 111111 liHIlhlliHI liii, liii I * Process fromPoint/Station - 34O.00O-o'Poin/Statioi — 33O.00O S **** PIPEFLOW TRAVELTINE (User specified size) **** S -- S S - S - _S5 5S --S.. _S Upstream,point/station'el.evation= 511.00(Ft.) . Downstream .point/statin elevation S 500.40(Ft:) Pipe length - 22.60(Ft.5) Manning's N 0.013 - .• S - No of pipes 1 Required pipe flow —. 7*997(CFS) .• Given pipe size'-.18.00(-In) -. . • - - Calculated individual pipe flow 7 997(CFS) Normal flow depth in pipe— 4.05(In.)- 5 . Flow top width inside pipe 15.04(In.) 5- S Critical Depth 13.15(In-.) . - • '. •- . Pipe flow velocity 26 84(Ft/s) t time through pipe 0.0115 mjn. • - ;• - . 'Travel Time ofconcentration (TC) = 18.60mjrL- ' \ '• •' p - - . - - S • - -. • - S •• ,• - • - S S - •4 S 1' • 51. S . - -. - -' •5 •S-..f- -. 5 • S •••S -s -s 4 S •5- • - S • • - - :- - - - . St5 S .5. •' •_$ -: I . I r - I - .1 .. : I . IIIIIIIIIIIIIIIIIIIIIIIIHIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 11111 liii Process from Point/Station 330000 to Point/Station 320.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation .500.10(Ft.) Downstream point/station elevation - 499.50(Ft.) I Pipe length = 105.70(Ft.) Manning's N =0.613 No. of pipes 1 Required pipe flow 7.997(CFS) Given pipe size 18.00(In.) I Calculated individual pipe flow 7.997(CFS) Normal flow depth in pipe = 14.93(In.) Flow top width inside pipe 13.54(In.) I Critical Depth= 13.15(In.) Pipe flow velocity 5.10(Ft/s) Travel time through pipe = 0.35 mm. Time of concentration (TC) - 18.34 mm. I I .. . I I -.- I I H I •-----.: 4 - I. I-, I I I 111111111111(11 I 111111 lt tilt Ill I) 111,1111(111111111111.111111111F Process from Point/Station 320 000 to Point/Station 300 000 **** PIPEFLOW TRAVEL TIME (User specified size)',**** I Upstream point/station elevation - 499.20(Ft.) - .4. Downstream point/station elevation 483.20(Ft.) •, Pipe length 80 00(Ft ) Manning's N 0.013 No. of pipes 1 Required pip flow 7.997(CFS). Given pipe size - 18 00(In ) Calculated individual pipe flow = 7 997(CFS) Normal flow depth in pipe 5 03(In ) Flow top width inside pipe 16 15(In ) Critical Depth 13 15(In ) 7. Pipe flow velocity = 19 83(Ft/s) Travel time through. pipe 0.07 min. Time of concentration (TC)— 18.41 min. End of computations,total study area— 4.20(Ac.) I :. - . •1 .: I I -.. .-• - 4 I ~ I 4 4 - •- - I 4 I -. %•_ I : San Diego County Rational Hydrology Program I CivilCADD/Ci7i1DESIGN Engineeing 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: 01/01/80 ------------------------------------------------------------------------- I PALOMAR AIRPORT ROAD HYDROLOGY U AREA 4A; Q 100; STATION: 196+25, FILE NAME: 4PA100 . . I LTMV REVISED: ********* Hydrology Study Control Information ,********** P & D Technologies SIN 558 Rational hydrology study storm event year is 10O. 0. Map data precipitation entered: . I 6 hour, precipitation(inches)= 3.000. . 24 hour precipitation(inches) 5.200 . Adjusted 6 hour precipitation (inches) = 3.000 I P6/P24.— 57.7% 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 C Element Capacity Space Remaining 356 I . Element Points and Process used between Points Number, Upstream Downstream Process, I .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 I . 495.000 494.000 • Street Flow + Subarea 6 494.000 493.000 Street Flow -i Subarea End of listing . . . F • .•, . . I t I ' I ,.. .. ..:'' .• . . , I I I I I I I I I I L• I IIIIIIIIIIIJIIIIIII!IIIIIIIIIIllI'IIIIIIIIIIIIIIIIIIIIIiIIIiIIIIIIIIIII' Process from Point/Station 431.000 to Point/Station 420.000 **** STREET FLOW TRAVEL TIME ,+ SUBAREA FLOW ADDITION **** * Top of street segment elevation 463.530(Ft.) End of street segment elevation 457.990(Ft.) Length of street segment 385.000(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 0.000(Ft.) Slope from curb to property line (v/hz) 0:020 Cutter width =. 1.500(Ft.) * Cutter 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 3.666(CFS) Depth of flow 0.321(Ft.) Average velocity = 2.716(Ft/s) - Streetflow'hydraulics at midpointófstreet travel: Halfstreet flow width 11.307(Ft.) Flow velocity - 2.72(Ft/s) Travel time = 2.36 mm. TC.= 17.79 mm. Adding area flow to street - User specified 'C' value of 0.950 given for subarea Rainfall intensity - 3.486(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff 1.921(CFS) for 0.580(Ac.) Total runoff 4.534(CFS) Total area = 1.30(Ac.) Street flow at end of street 4.534(CFS) - Half street flow at end of street -' 4.534(CFS) Depth of flow 0.343(Ft.) - Average velocity 2.826(Ft/s) -. Flow width (from curb towards crown)— 12.384(Ft.) I - I - p I ill I I I III F 111111111 i1111111111111111111 III II 1.1 I I II 11111 11111 III Mi II Process from Point/Station.. 450'.000 to Point/Station 431.000 I **** INITIAL AREA EVALUATION **** . ,. .• User specified 'C' value of O950 givenfor(subarea : Time of concentration computed by the V. U natural watersheds nomograph (App X-A) V TC [11.9*length(M0A3)/(elevation change)]A.385 *60(min/hr) V + user specified time of 10.00 mm. : I Initial subarea flow distance 517.00(Ft.) . . Highest elevation 469.26(Ft.) .. . Lowest elevation 463.53(Ft.) . .. I Elevation difference 573(Ft.) . TC=[(11.9*0.0979A3)/( 573)]A.385=. 5.43 +10.00 mm:. 15.43 mm.. Rainfall intensity (I) . 3.821 for a 100.0 year storm V Effective runoff coefficient used for area (Q=KCIA) is C 0_950, I Subarea runoff = 2.614(CFS) Total initial stream area.= 0.720(Ac.) V I - , 111111111 III :1 11111 :1 I I 111111 -. I Process from Point/Station 440.000 to Point/Station 420.000 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area - 10.230(Ac.) Runoff from this stream 26.745(CF8) • •' Time of concentration - 10..34 mm. - • Rainfall intensity = 4947(In/Hr) • Program is now starting with Main Stream No. 2 . - - - - I • - I. - •• I I- 3 •• - ;..•• .• - • •, I I -- - • . I • - - • . 3 • • - I H:- -• • - I I 14 I 'I I I 4 I I I I I I I I 11111 I I I I I I I I I I I I 111111111 1 I I I 1111111 F I I I I I I I I I I 11111 I I I I III I I Process from Point/Station . 440.0.00.to.Point/Station.. 420.O00 . **** PIPEFLOW TRAVEL TIME (User specified size) U Upstream point/station elevation 448.20(Ft.) Downstream point/stationelevation = 446.10(Ft.) • - I Pipe length = 106.50(Ft.) Manning's N 0.013 - No. of pipes 1 Required pipe flow 26.745(CFS) ., Given pipe size 24 00(In ) I Calculated individual pipe flow 26.745(CFS) Normal flow depth in pipe 16.88(In.) . . Flow tap width inside pipe 21.93(In.) I Critical Depth 21.62(In.) Pipe flow vélocity 11.33(Ft/s) - Travel time through pipe = 0.16 mm. - Time of concentration (TC) 10.34 mm. : I . 1 : * I . :-.... :• I I : -: I 1: T -: -• I - 11111111 liii 11111 I Ii ñ - Process from Point/Station 451.000 to1Point/Station 440. 000 - **** CONFLUENCE OF MAIN STREAMS The following data inside Main Streàmis listed:. . '. .. . . In-Main Stream number: 3 ... - . Stream flow area 1.310(Ac.)• . -. ., .• ., Runoff from this stream 4.561(CFS) .. . 0 Time of concentration 17.79 min.. . o• Rainfall intensity 3.486(In/Hr) . .. * . . . Summary of stream data Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) . (In/Hr) / 5- 1 19:390 - . 10.18 4.996 2 .8.315 17.84-. . 3.480 . 3 4.561 . 17.79 •. 3.486 . . Qmax(l) 1.000 * .1.000 * 19.390).+ 0 0 1.000 * 0.571 * 8.315) + 1.000* 0.572 * 4.561) +=, 26.745 0 - Qmax(2) 0 0 . . 0.696 * 1.000 * .. 19.390) + 1.000 * 1.000 * . 8.315) + . - 0 -. • 0.998 * 1.000 * 4.561) -f --. 26.373 . - - '0 • Qmax(3) 0 0 . * • 0.698 * 1.000 * '- 19.390) ..• + 1.000 * 0.997 * 1.000 * -. 1.000 *•.' 4.561) . += . ,26.382 Total of 3 mainstreams to ,confluence: 5 Flow rates before confluence point: . . .- . - ••• . - 19.390 8.315 . 4.561 . 0 - Maximum flow rates at confluence using above data: 26.745. 26.373 26.382 . Area ofstreams bfore confluence: -. . . . - . •.., . 6.990 . 1.930 . 1.310 Results of of confluence: Total flow rate 26.745(CFS) Time of concentration = 10.181 mm.. 0 - Effective stream area after confluence 10.230(Ac.)' 0 0 * * 5. - -. 0 • - - . '.- . - i I I 0 • - I I .. liii I liii 11111 liii I I Ij I I 1111111 liii 1.11.1 I III I I 11,1! 1111111 I 11111 II III Process from Point/Station . 451.000 to Point/Station 440 JO00 I **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** • .. Top of street segment elevation — 463 530(Ft ) End of street segment elevatIon 457.990(Ft.) I Length of street segment.. —. 385.000(Ft.) . ,,• •• Height. of curb above gutter flowline .— '6.0(In7?) , I 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 •.. 4 Slope from grade breakto 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) = 0.020- Gutter width 1.500(Ft.) . S I ,Gutter hike from flowline — 1.500(In:), Manning's N in gutter — 0.0150 Manning's N from gutter to grade break — 0.9180 ,. • . I . Manning's N from grade break to crown.— 00l80- Estimated mean -flow rate at midpoint of street — . -, 3.648(CFS) Depth of flow — 0.321(Ft.) Average velocity . 2.714-(Ft/s) : . • ••, I Streétflow hydraulics at midpoint of street travel: .. Halfstreet flow width — 11.283(Ft.) .• - '- Flow velocity — 2.71(Ft/s) . I .Travel time 2.36 mm. TC— 17.79; ,min. Adding area flow to street . • . . ,. . User specified 'C' value of 0.950 given forfrsubarea - Rainfall intensity-- 3.486(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C. 0:950 Subarea runoff — • 2.020(CFS) fOr 0.610(Ac.) Total runoff 4.561(CFS) Total area — •.. 1.31(Ac.) I . Street flow at endof street — 4.561(CFS) - .• - -.,-' , - 5; Half street flow at end of street — 4.561-(CFS) • Depth of flow = 0.343(Ft.) . I Average velocity — 2.829(Ft/s) . S - - . • - Flow width (from curb towards crown)— 12.414(Ft.;),. ,, -. .- • . I I I . - ..• - -: -. I * I • •: - . -• •.- . -- 4 - • - S -. - I 111111111 I III 11111111 iii i i i'ii i'i Ii I I II II II III 1IIII I - Process from Point/Statioi 450.000 to P6irit/Station '451.000 - - -**** INITIAL AREA EVALUATION User specified 'C' value of 0.950 given for'subarea Time of concentration computed by the - natural watersheds nomograph (App X-A) - - - - TC [11.9*1ength(Mi)"3)/(elevation change) ]".385 *60(min/hr) + user specified time of 10.00 min. Initial subarea flow distance 517.00(Ft.) - - Highest elevation = 469.26(Ft.) S • - - Lowest elevation = 463.53(Ft.) - - Elevation difference - 5.73(Ft.) TC-[(1l.9*0.0979A3)/( 5.73) ]A .385— 5.43 + 10.00 min. - 15.43 mm. Rainfall intensity (I) - 3.821 for a 100.0 year.storm Effective runoff coefficient used for area (Q=KCIA) is.0 0.950 Subarea runoff 2.541(CFS) Total initial stream area - 0..700(Ac.) - - -- - I I I - - -. . - S - 5 1 I I I 1 I H I - I I 1111111111I I 11111111111111111111111(11111(1111111111111111111111111111 Process from Point/Station 447.000 to' Pôint/Statióñ 440.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 460 640(Ft ) End of street segment elevation 457 990(Ft ) Length of street segment — 315 000(Ft ) Height of curb above gutter flowliñe 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 propertyline I0.000(Ft.)' - tSlope from curb toproperty line (v/hz) 0.020" . 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 7 842(CFS) Depth of flow— 0.442(Ft.) Average velocity — 2 547(Ft/s) Streetflow hydraulics at midpointt of 'street travel:' S Halfstreet flow width 17 344(Ft ) Flow velocity"— 2 55(Ft/s) Travel time 2.06 mm. TC= 17.84 mm. Adding area flow to street User specified 'C' value of 0.950, givenfor subarea Rainfall intensity — 3 480(In/Hr) for 'a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff = 1 587(CFS) for 0 480(Ac ) Total runoff 8.315(6FS) Total'ara - l.93(Aè..) S Street flow at end of street 8.315(CFS) Half street flow at end of street'-' 8.315(CFS) Depth of flow 0 450(Ft ) Average velocity,— 2 579(Ft/s) Flow width (from curb towards crown)—' 17 758(Ft )d I I I I I I • " : I I1II•I I I 11111111 I I 11111 'I I I '111111 I 'I II III.I 11111.111 11111111111 liii IçI ii' - Process from Point/Station,' 448.000 to Point/Sta"tion. 447000 **** STREET FLOW TRAVEL TIME, + SUBAREA FLOW ADDITION *** .f + 1 Top of street segtheit elevátiàn -' 463.340(Ft.) End of street segment elevation 460.640(Ft.) ' '.. I :Length of street segment 300.000(Ft.)' , •", . Height of curb: above gutter flowline -' 6.0,,(In.)A ' .' :. ,-• Width of half street (curb to crown) —. 53.000(Ft.) Distance from crown to crossfall grade break - 51.500(Ft.) I Slope: from gutter to gradebreak (v/h') 0:083.: : Slope from grade break to crown (v/hz) 0.029 - 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) = 0.020 Gutter width 1.500(Ft,,) : . ,... : Gutter hike from flowlinel.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 I . Estimated mean flow rate at midpoint of street., 6.245(CFS). : Depth of flow : 0.407(Ft.) .. . . - '. :.Average velocity 2.494(Ft/s) ei I . Streetflow hydraulics at midpoint of:street travel::,,, . • - • Halfstreet flow width - 15.597(Ft.) , • . ' -: Flow velocity = 2.49(Ft/s) Travel 'time = : 2.00 mm.' .TC —: 15.78' min.• • : : I Adding area flow to street : : ' : : ,, - User specified 'Cl value:, of 0.950 given for subarea., : : . I Rainfall intensity = - 3.767(In/Hr) 'for a , 1 100. O year storm Runoff -coefficient used for sub-area, Rational method,Q=KCIA,C =0.950., ' • • • Subarea runoff 1.753(CFS) for 0.490(Ac.) •. . . Tc?,tal runoff 6.729(CFS) Totalarea =- : . 1.45,(Ac.) I Street flow at end of street - • 6'. 729(CFS) Half street flow at end of' street 6.729(CFS):;- , ., . . , Depth of flow = 0.417(Ft.) ' , •.• • , Average velocity - 2.533(Ft/4) • : : * -: '- , - • 4:,:. , Flow width' (from curb towards crown)— : , 16.079(Ft,.) - r ' * , I • - ' ' ' . ' 1 : * , . : ' • , - : :' I I I I I IllilIlIll I 111111 ! III I II I I 1111111 11111111 III I I I 1111 111111 I 111111 11111 Process from Point/Station 449.000 to Point/Station 448.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation 466.040(Ft.) - End of street segment elevation 463.340(Ft.) Length of street segment 300.000(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 1 , Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) - Slope from curb to property line (v/hz) 0:020 Cutter width 1.500(Ft.) Cutter 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 - 4.777(CFS) Depth of-flow 0.374(Ft.) Average velocity 2.362(Ft/s) - - Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 13.968(Ft.) - Flow velocity = 2.36(Ft/s) Travel time 2.12 min. TC.-' .13.77 min. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity 4.112(In/Hr) for a 100.0 yeàr.storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2.266(CFS) for 0.580(Ac.) Total runoff - 4.975(CFS) Total area— 0.96(Ac.) Street flow at end of street - 4.975(CFS) Half street flow at end of street 4.975(CFS) - Depth of flow 0.379(Ft.) .- .. Average velocity = 2.382(Ft/s) * * Flow width (from curb towards crown)— 14.205(Ft.) . I I I IIIIII (liii I I 11111111111111111111 liii 1111111111111111111111111 liii Process from Point/Station 493.000 to Point/Station 449.000 I **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation 469.130(Ft.) End of I street segment elevation... 466.040(Ft.) Length of street segment - 225.000(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 . . 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) 0.020 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 : 1.304(CFS) Depth of flow 0.237(Ft.) Average velocity 2.265(Ft/s) . I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 7.102(Ft.) . Flow velocity = 2. 26(Ft/s) I . Travel time1.66 mm. TC 11.66 mini Adding area flow to-street User -specified 'C' value of 0.950 given for subarea .I Rainfall-intensity = 4.579(In/Hr) for .a - 100.0 year 'storm Runoff coefficient used for sub-area, Rational mthod,Q=KCIA, C Subarea runoff 1.610(CFS) for 0.370(Ac.) - - - - Total runoff 2.710(CFS) Total,area 0.38(Ac.) I .Street flow at end of street = .2.710(CFS) .. Half street flow at end of street - - 2.710(CFS) Depth of flow = 0.295(Ft.) I Average velocity = 2.527(Ft/s) - Flow width (from curb towards èrown)= - 10.005(Ft.) I -- I i lillillilllil_li 1111111 ili lilt I iI II Ii.iiIiiIlliIl . -, I11111111111111111 Process from Point/Station 493.006 to Point/Station 493.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C' value of0.095 given -for subarea Rainfall intensity (I) 5.055 for a 100.0 year storm User specified values are as follows: TC 10.00 min. Rain intensity 5 05(In/Hr) Total area = 0.01(Ac.) Totalrunoff =- l.lO(CFS) I I I 4 I I 4 I I I - I I * 4 I I I I 'U 111111 111111 ll iii 1111111 I lliiliill lull I 111111111 li.i ii liii ill! lilt 1,11 Process from Point/Station '460.000 to Point/Station 440.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 449'.00(Ft.) Downstream point/station elevation 448.50(Ft.) - Pipe length 64.00(Ft.) Manning's N 0.013 No. of pipes 1 Required pipe flow, .19.390(CFS) .. Given pipe size - 24.00(In,) Calculated individual pipe flow- Normal flow depth in pipe 19.03(In.) Flow top width inside pipe 19.45(In.) Critical Depth 18.99(In.) - Pipe flow velocity 7.25(Ft/s)' ., Travel time through pipe - 0.15 'mm. Time of concentration (TC) = 10 18 mm I p 1'. • -.,. - ., 4 I I I I I I 1 I , ' •' ,•...,. - i 1 .V V 11111 (III II I I I 1111111111111 111111111 I I II II I'I I. I 11111111 I I I I I 'I II III Process from-Point/Station 469.000 to-Point/Station.-,,•,, V, 460.900 **** INITIAL AREA EVALUATION,*.*** I Decimal fraction soil group A 0.000 ' . - '' Decimal fraction soil group B 0 000 Decimal fraction soilgroupC 0.000. I Decimal fraction soil group D= 1.000 [SINGLE FAMILY area type V ] V . , - V '• I Initial subarea flow distance 440.00(Ft.) •V • Highest elevation 489.00(Ft.). •- V V V V V '•• • V elevation 450.00(Ft.) V Lowest V V .•: , Elevation difference 39 OO(Ft) . V V ' I Time of concentration calculated by the urban • V V V areas overland flow method (App X-C) 10.03 mm. V• V TC [1.8*(1.l-C)*distance".5)/(% slopeA(l/3)] V V TC - [l.(l.l0..5500)*(440.00A.5)/,( 8.86' 8* (1/3)] 10.03. VV V I Rainfall intensity (I) 5.044 for a 100.0 year storm Effective runoff 'coefficient used, for area (Q=KCIA). is C = 0.'550 ' I Subarea runoff 19.390(CFS) Total initialstream area = • 6.990(Ac.) V V V V V j. V I I I I I I I I I I I I 1 San Diego County Rational Hydrology Program I CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on • I San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: .01/01/80 • I PALOMAR AIRPORT ROAD HYDROLOGY • AREA 4; Q 100; STATION: .184+85 FILE NAME: 4PA100 I LTMV REVISED: 9/27/90 • ********* Hydrology Study Control Information ********** I P & D Technologies - SIN 558 I Rational ------------------------------------------------------------------------ hydrology study storm event year is 100.0 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 I 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 = 337 I Element Points and Process used between Points Number Upstream • Downstream Process I l 2 469.000 460.000 460.000 44000O • Initial Area Pipeflow Time(user inp) 3 460.000. 440.000., Main Stream Confluence 4 493.000 493.000 User Defined Info. I s 493.000 449.000 • Street Flow + Subarea 6 449.000 448.000 Street Flow + Subarea 7 448.000 447.000 Street Flow + Subarea .8 447.000 440.000 . Street Flow + Subarea I 9 447.000 440.000, Main Stream Confluence 10 450.000 • 451.000 Initial Area I ll 12 451.000 440000 • 451.000 • 440.000 • Street Flow +Subarea Main Stream Confluence 13 440.000 • 420.000 • Pipeflow Time(user inp) .14 440.000 • ,. 420.000 Main Stream Confluence I 15 • 450.000 431.000 Initial Area 16 431.000 • 420.000 Street Flow + Subarea 17 . 431.000 420.000 Main Stream Confluence 18 • 493.000 493.000 User Defined Info. I 19 493.000 429.000 • Street Flow + Subarea 20 • 429.900 428.000 Street Flow + Subarea I 21 • 22 428.000 427.000 427.000 420.000 Street Flow + Subarea Street Flow + Subarea 23 427.000 .420.900 • Main Stream Confluence 24 420:000 400.000 Pipeflow Time(user inp) End of listing . • • • I I (IIIIIIIIIIIIlIlIIIIIII(IIII(IlIIIIIIII;IIiIIIIIIIIIIIIIIIIIIIIlIIIIII Process from Point/Station 499.000 to Point/Station 498.000 I **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea .. - Time of concentration computed by the .. I natural watersheds nomograph (App X-A) TC = (11.9*length(Mi)A3)/(elevation change)]".385 *60(min/hr) + user specified time of 10.00 mm. I Initial subarea flow distance 466.50(Ft.) Highest elevation 510.94(Ft.) , Lowest elevation 507.85(Ft.) - Elevation difference 3.09(Ft.) I TC=[(11.9*0.0884'3)/( 3.09)]A.385= 6.12 + 10.00 mi 16.12 mm. Rainfall intensity (I)... 3.715 for a 100.0 year storm Effective rufioff coefficient used for area (Q=KCIA) is C 0.950 I Subarea runoff 4.377(CFS) Total initial stream area = 1.240(Ac.) I • I ••. I .:.- I .:..-: I.- --: I --H 'I I .•-_-• '--' I - S IIIIII,IIlIIiIIIIIIIII,'III(I'III'I'I''I'.iiIII'I,I',IIII'''I'IIjIIIIII Process from Point/Station 498.000 to Point/Station 497.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation 507850(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 10.000(Ft.) Slope from curb to property line (v/hi) 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 - 5.753(CFS) Depth of flow 0.318(Ft.) Average velocity 2.181(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 11.171(Ft.) Flow velocity = 2.18(Ft/s) Travel time = 2.17 mm. TC 18.29 min. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity 3.425(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 2.538(CFS) for 0.780(Ac.) Total 'runoff = 6.914(CFS) Total area = 2.02(Ac.) Street flow at end of street '=. 6.914(CFS) Half street. flow at end of street = 3.457(CFS) Depth of flow = 0.337(Ft.) Average velocity 2.255(Ft/s) Flow width (from curb towards crown)— 12.089(Ft.) I .,. I lilIllIllIll liii H 1111111111(1111111111111 liii 1111111111111111111 I I - Process from Point/Station. 497.000 to Point/Station 496.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation = 505.190(Ft.) End of street segment elevation . 48-. 870(Ft.) I 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.) I Distance from crownto 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 I 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 I Manning's N from grade break to crown 0.0180 Estimated mean flow rate at midpoint of street - 8.489(CFS) Depth of flow.- 0.317(Ft.) Average velocity - 3.250(Ft/s) . I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.112(Ft.) . Flow velocity = 3.25(Ft/s) I Travel time 1.55 min. TC 19.84 min.-- Adding area flow to street User specified 'C' value of 0.950 given for subarea I Rainfall intensity 3.249(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C - 0.950 Subarea runoff = 2.840(CFS) for, 0.920(Ac.) Total runoff 9.754(CFS) Total area = 2.94(Ac.) I Street flow at end of street - 9.754(CFS) Half street flow at end of street 4.877(CFS) - Depth of flow 0.331(Ft.) - I Average velocity 3.333(Ft/s) . Flow width (from curb towards crown)— 11.798(Ft.) - I . •. -. I -: .- - 1 *- .* I 11111 I till 111111 (i itti iii t1'i iiii 1,1 ilIlilil iii Ililillill i H l iII II 11' I (I 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.) t End of street segment elevation 91.170(Ft.) Length of street segment 244.500(Ft.) Height of curb above gutter flOwline 6.O(In.) Width of half street (curb to crown) 53 000(Ft ) Distance from crown to crossfali grade break 51.500(Ft.) Slope from gutter to grade break (i-/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 toproperty line '- I0.000(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 Mannings N from gutter to grade brak 0.0180 - Manning's N from grade break to crown= 00180 . Estimated mean flaw rate at midpoint of'street . 10.949(CFS) Depth of flow = 0.322(Ft.) Average velocity= 4.025(Ft/s) . .. Streetflow hydraulics at midpoint of street travel: - -• Halfstreet flow width 11.352(Ft) - Flow velocity 4.03(Ft/s) -. - Travel time = 1.01 mm. 'TC = 20.85 mm. - .. Adding-area flow to Street User specified 'C' value of 0.950 given for.subarea Rainfall intensity - 3.147(In/Hr) for a 100.0 year storm Runoff coefficientused for sub-area, Rational methód,Q-KCIA, C = 0.950 Subarea runoff = 2.152(CFS) for 0.720(Ac.) Total runoff = 11.907(CFS) Total -area =' 3.66(Ac.) , Street flow at end of street 11.907(CFS) .'.. ,. - Half street flow at end of street 5.953(CFS) -. 4 Depth of flow = 0.330(Ft.) .7 * Average velocity = 4.0,88(Ft/s) - - - - Flow width (from curb towards crown)— 11.769(Ft.) 4 I 1 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 gutter flowline . 6.0(In.) ' : .- Width of half street (curb to.rown) , 53.000(Ft.) .., Distance from crown to crossfall grade break 51.500(Ft.) - Slope from gutter to grade break (v/hz) 0.083 . S 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 - - Cutter width 1.500(Ft.) Cutter 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 , 13.013(CFS), Depth of flow 0.326(Ft.) Average velocity = 4.631(Ft/s) Streetflow hydraulics at midpoint of street travel: S Halfstreet flow width = 11.549(Ft) - Flow velocity - 4.63(Ft/s) - S Travel time 0.90 min. TC -. 21.75 min. Adding area flow to street S . : User specified 'C' value of 0.950given for subarea . . Rainfall intensity - . . 3.062(In/Hr) for a 100.0 year storm. Runoff coefficient used for sub-area, Rational method,Q=KCIA, C =0.950 Subarea runoff -, . 1..978(CFS) for 0.680(Ac.) Total runoff = 13.885(CFS) Total area = 4.34(Ac.) Street flow at end of street = . 13.885(CFS) S , Half street flow at end of street— ., 6.942(CFS) Depth of flow 0.332(Ft.,) S :. Average velocity, 4.687(Ft/s) - S Flow width (from curb towards crown)— -11.874(Ft.) rrocess trom t'oincfcation 44..UUU to k'ointfstation 4Ji.UUU **** 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 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 gradebreak to crown 0;0180 Estimated mean flow rate at midpoint of street 15 517(CFS) Depth of flow 0 351(Ft ) Average velocity 4 538(Ft/s) Streetflow hydraulics at midpoint of street travel Halfstreet flow width 12 800(Ft ) Flow velocity,- 4.54-(Ft/s) .. Travel time 1.19 min. TC - .22.94 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity = 2 958(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C -0.950 Subarea runoff 2 867(CFS) for 1 020(Ac ) Total runoff - 16 752(CFS) Total area - 5 36(Ac ) Street flow at end of street - 16 752(CFS) Half street flow at end of street - 8.376(CFS) - Depth of flow - 0 359(Ft ) Average velocity - 4 606(Ft/s) Flow width (from curb towards crown)— 13.219(Ft.) - End of computations, total study area = 5.36 (Ac.) 1 4 - I I 1111111 I 1111111 II II II liii II I II I II Ill) IllIllIllIll I 111111 IIi I 1111131 I Process from Point/Station '493 000 toPoint/Station 493 ó00 **** USER DEFINED FLOW INFORMATION AT A POINT **** ' . .,. - . . .. . User specified "C', value of 0.950 givehfór áübarea . Rainfall intensity, (I) = 5.055 for a 100.0 year storm'4 •' '.. '. & - User specified values are as follows:..,a'!' . . .• . •. '•;. TC 10.00 mm. 'Rain intensity =' .5'.05(Iñ/Hr) - .Total' area 0.01(4c.) ..Total runoff i.IO(CFS) -•'. . ,. .:'' - . . 4 ;. .-. . ': . .9. • - . . . .• "-I .- ' - . . •,•• - - -• .. 4 % -44• .-. . 4. . '-4- 4-. -._' 4 4 . . .4 •. . - • . •. .. •- . . . 4'... - ,-- •'••t'•• .4 .' - . . - -4. 4 - - . • .1 . - - '.• • ..•-- : • . 4 • • . . 8. 4- .. - - - - -. . -' • -• : --. .• - -. . . • . . 4 • 9 . .4 *4 • 14 .! . - - . 4 ' I: I I I I I I I I 111111 I I I I I I I I II I I I I I I I I I I till Ii #-fI-II I I I III It III I I l I I I I I I I Process from Point/Station 493.000 to Point/Station 429.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation 469.130(Ft.) End of street segment elevation .466.040(Ft.) I Length of street segment - 225.000(Ft.) Height of curb above gutter f1owline 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)'— 0.020 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 =1.287(CFS) Depth of flow = 0.236(Ft.) . Average velocity = 2.261(Ft/s) I Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width-- .7.057(Ft.) Flow velocity = 2.26(Ft/s). .. I Travel time 1.66 min. TC = 11.66 mm. . Adding area flow to street User specified 'C' value of 0.950 given for subarea : Rainfall intensity = 4.578(In/Hr) for a 100.0 year storm I Runoff coefficient used for sub-area,' Rational method,Q=KCIA, C = 0.950 Subarea runoff = 1.479(CFS) for 0.340(Ac.) Total runoff = 2.579(CFS) Total area 0.35(Ac.) I Street flow at end of street = ' 2.579(CFS) Half street flow at end of street = 2.579(CFS) Depth of flow .0.291(Ft.) . Average velocity 2.506(Ft/s) I Flow width (from curb,towards crown),— 9.786(Ft.) I. r I' '0 0• , 0 0, ' I I I I I I 111111111111111 11111111111 111111 I 11111 I I I I I I I I I I I I I I I I I I I I I I I - Process from Point/Station 429.000 to Point/Station . 428.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation ,' 466.040(Ft.) V End of street segment elevation =.. 463340(Ft.) . . Length of street segment 300.000(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.) V V V Slope from curb to property line (v/hz) - 0.020 . Gutter width - 1.500(Ft.) V 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 ., V Manning's N from grade break to crown 0.0180 V V V V Estimated mean flow rate at midpoint of street - 4.126(CFS) Depth of flow = 0.358(Ft.) Average velocity 2.295(Ft/s) V V Streetflow hydraulics at midpoint of street travel: V V V Halfstreet flow width = 13.139(Ft.) V V Flow velocity = 2.30(Ft/s) V V V Travel time = V 2.18 min. TC ... 13.84 mm. V Adding area flow to street V User specified 'C' value of 0.950 'given for subarea - Rainfall intensity = 4.099(In/Hr) for a 100.0 year storm V Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 V Subarea runoff 1.636(CFS) for 0.420(Ac.) Total runoff = 4.214(CFS) Total area = 0.77(Ac.) V Street flow at end of street 4.214(CFS) V Half street flow at end of street = -_ 4.214(CFS) Depth of flow 0.360(Ft.) V V Average velocity 2.305(Ft/s) V Flow width (from curb towards crown)— 13.256(Ft.) Process from Point/Station 428.000 to Point/Station 427.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation'- 463.340(Ft.) End of street segment elevation = 460 640(Ft ) Length of street segment •= 300.000(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) 0.020 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.'391'(CFS)' Depth of flow 0.389(Ft.) Average, velocity'— '2.420(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width 14.684(Ft.) Flow velocity 2.42(Ft/s) Travel time = 2.07 min. TC =' '15.90 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea ' Rainfall intensity 3 748(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational rnethod,Q=KCIA, C = 0.959 Subarea runoff 1.531(CFS) for. 0.430(Ac'.)' Total runoff = 5 745(CFS) Total area 1 20(Ac ) 'Street flow at end of street =' 5'. 745(CFS) Half street flow at end of street' = 5.745(CFS) Depth of flow = 0 396(Ft ) Average velocity 2.452(Ft/s) Flow width (from curb towards crown)— '15.074(Ft.) ' ' 11111111111111111111111111111111111111 I I I 111111111 I III IllIllIlli 11111 Process from Point/Station 427.000'toPoint/Statiori 420.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 460.640(Ft.) End of street segment elevation - 457.990(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 - ,Sl.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) 0.020 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 - 6.847(CFS) Depth of flow 0.423(Ft.) Average velocity 2.475(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width— 16.417(Ft.) Flow velocity 2.47(Ft/s) Travel time = 2.12 min. TC 18.02 - mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity = 3.457(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.950 Subarea runoff = 1.511(CFS) for 0.460(Ac.) S Total runoff = 7.256(CFS) Total area = 1.66(Ac.) Street flow at end of street = 7.256(CFS) Half street flow at end of street - 7.256(CFS) Depth of flow— 0.431(Ft.) S Average velocity = 2.505(Ft/s) - Flow width (from curb towards crown)— 16.808(Ft.) I Process from Point/Station 427.000 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 7.256(CFS) .Time of concentration 18.02 mm. Rainfall intensity 3.457(In/Hr) = Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) -(mm) '' (In/Hr) 1 26.745 10.34 4.947 2 4.534 17.79 3.486 3 7.256 18.02 3.457 Qmax(l) 1.000* 1.000* 26'.745).+, 1.000 * 0.581' * 4.534) .-' 1.000: * 0.574 * 7.256) + - 33.542 - Qmax('2) = - 0.705 * 1.000 * 26.745) + 1.000 * 1.000 * 4.534) + - - 1.000 * 0.987 * 7.256) + 30.541 Qmax(3) 0.699 * 1.000 * 26.745) + 0.992 * 1.000 * 4.534) +. 1.000 * 1.000 * 7.256) + 30.440 Total of 3 main streams to confluence: Flow rates before confluence point: 26.745 4.534 7.256 ' Maximum flow rates at confluence using above data: ' 33.542 30.541 30.440 ' Area of streams before confluence: ' • 10.230 1.300 1.660 -I Results of confluence: Total flow rate - 33.542(CFS) - Time of concentration - 10.338 min.- • ' Effective 'stream area after.confluence = 13.190(Ac.) 'i •• -- :1 -I 11111 till, 11111111 illiiiliilli 111111111 illillililil 1111111111111111111 Process from Point/Station 420.000 to Point/Station 400.000 -**** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 445.80(Ft.) Downstream point/station elevation - 405.00(Ft.) Pipe length - 120.00(Ft.) Manning's N 0.013 No. of pipes - 1 Required pipe flow 33.542(CFS) Given pipe size 24.00(In.) Calculated individual pipe flow 33.542(CFS) Normal flow depth in pipe - 8.25(In.) Flow top width inside pipe - 22.80(In.) Critical depth could not be calculated. Pipe flow velocity 35.06(Ft/s) Travel time through pipe - 0.06 mm. Time of concentration (TC) 10.40 mm. End of computations, total tudy area— 13.19 (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: ,01/01/80 PALOMAR AIRPORT ROAD HYDROLOGY AREA 5A; Q 100; STA 164+85 , * FILE NAME: 5AP100 - LTMV REVISED: 9/25/90 - ********* Hydrology Study Control Information -------------------- P & D Technologies - SIN 558 . . 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 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 Number Upstream Downstream Process 1 559.000 - 558.000 Initial Area 2 558.000 557.000 Street Flow +Subarea 3 557.000 556.000 Street Flow + Subarea 4 557.000 556.000 Main Stream Confluence 5 S 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) 91 554.000 556.000 Main Stream Confluence S 10 556.000 555.000 Pipeflow Time(user inp) End of listing............ I Process: from Point/Station 559.000 to Point/Station 558.J000 S **** INITIAL AREA EVALUATION User specified 'C' value of 0.950 given for subarea 5 Time of concentration computed by' the' S S S S S S natural watersheds nomograph (App X-A) TC [ll,9.*length(Mi)3)/(elevation change)]' .385 *60(min/hr) ' .+ user specified time of 10.00 mm. •: ' Initial subarea flow distance - 522.00(Ft.) S , •5 S S Highest elevation = 468.94(Ft.) S S Lowest elevation = 463.19(Ft.) S S S Elevation difference 5.75(Ft.) • S TC=[(11.9*0.0989A3)/( 5.75)]A.385= 5.48,+ 10.00 mm. Rainfall intensity (I) 3.813 for a '100.0 year storm S Effective runoff coefficient used' for area (Q=KCIA) is C 0.950 Subarea runoff 2.825(CFS) S , S Total initial stream area 0.780(Ac.) i 8 I H I I S ' S • 5 5 5 55 S. I 55 •'':''' ':1 S S S 'S .' '':I .5' I S • ' ' S 'S S , ' ' •' ' .: I: I it 11111111 iii 11111111 ii,iiiiiiiiii 11111 I ili 1111111 liii 11111 I Process from Point/Station 55~.000 to Point/Station 557.000 **** STREET FLOW TRAVEL TIME +'SUBAREA FLOW ADDITION **** 1 Top of street segment elevation . 463.190(Ft.) End of street segment elevation 453.720(Ft.) I 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 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 lifte (v/hz) 0.060 Gutter width = 1.500(Ft,) I 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 I Manning's N from grade break to crown = 0.0160 Estimated mean flow rate at midpoint of street - 3.803(CFS) Depth of flow - 0.328(Ft.) Average velocity =. 3.741(Ft/s) I Streetflow hydraulics at midpoint of street travel: ' Halfstreet flow width 9.561(Ft.) Flow velocity 3.74(Ft/s) 0 I Travel, time = 1.64 mm. TC 17.12 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea I' I Rainfall intensity 3.574(In/Hr) for a -100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 - Subarea runoff 7 , 1.833(CFS) for 0.540(Ac.) 0 Total runoff = 4.659(CFS) Total area 1.32(Ac.) I Street flow at end of street • 4.659(6FS) Half street flow at end of street = 4.659(CFS) Depth of flow 0.346(Ft.) I Average velocity 3.872(Ft/s) , Flow width (from curb towards crown)= 10.491(Ft.) 0 I :..' ••..-i I' :' i•• . ' ' 0 I I 0 .1 ' 0•' i I liii I I liii II II I liii III 1 ,1 II 11111111 11111111 1,1 111111,1111 I•I 11111!- I I I I Process from Póint/Statioñ .557.'000 to Point/Station . 556.0O0 **** STREET FLOW TRAVEL-TIME + SUBAREA FLOW ADDITION **** .- Top of street segment elevation..= .453.72O(Ft.) . i.., Endofstreet 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 tocrown) - 53.000(Ft.) . Distance from crown to crossfall grade-break. -51..500(Ft.) ., . Slope from gutter to grade break (v/hz) '0:083 -5 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.Ol5O . .; .. Manning's.N from ,grade break to crown =0.0160 -.: Estimated mean flow rate at midpoint of street 5 523(CFS) Depth of flow.— 0.370(Ft.) . .. . ,Average velocity = 3.772(Ft/s) -5 Streetflow hydraulics at midpoint of street travel: •, . .Halfstreet flow width = 11.670(Ft.) Flow velocity = 3.77(Ft/s) : '• - ,, .• Travel time 1.39 mm. Tc 18.51 min.- , . • Adding area flow to street . ,• - - -. - User specified 'C' value of 0.950 given for subarea, S . Rainfall intensity= . 3.398(In/Hr) for a 100.0 year•storm .5- Runoff coefficient used for sub-area, Rational rnethod,QKCIA,. C=0.950. Subarea runoff = 1.582(CFS) for O.-490 (Ac .) . •. . - Total runoff - 6 240(CFS) Total area 1 81(Ac ) Street flow; at end of street.— 6240(CFS) .. --. ... Half street flow atnd of street=. 6.240(CFS) ' .... Depthof flow 0.-383(Ft.) Average velocity = 3.860(Ft/s) -. • : •, --:.- Flow width (from curb towards.crown)— 12.305(Ft.) . • • -. . I I / I I I I I' I III I I 1111111111 lIllillIluIl I 111111111111111 1111111111.1111111111111111 Process from Point/Station 551.000 to Point/Station 552.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) TC (11.9*length(Mi)"3)/(elevation change)]A.385 *60(min/hr) -i-user specified time of 10.00 min*. - Initial subarea flow distance 522.00(Ft.) Highest elevation 468.94(Ft.)' Lowest elevation 463.I9(Ft.) Elevation difference 5.75(Ft.) TC=.[(11.9*0.0989"3)/( 5.75)]A.385= 5.48 ,+ 10.00 min 15.48 mm. Rainfall intensity (I) 3.813 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C - 0.950 Subarea runoff - 3.187(CFS) Total initial stream area - 0.880(Ac.) I I I - :1 I I I I 1 I I 11111111111 I I I I I 111111 I I I I I I (11111111111111111111111111111 I 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.) 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 4.310(CFS) Depth of flow - 0.332(Ft.) Average velocity-- 4.071(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 9.779(Ft.) Flow velocity 4.07(Ft/s) Travel time = 1.29 mm. TC =., 16.77 min. Adding area flow to street User specified 'C'. value of 0.950 given for subarea Rainfall intensity 3.621(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff 2.133(CFS) for 0.620(Ac.) Total runoff = 5.320(CFS) Total-area = . 1.50(Ac.) Street flow at end of street - 5.320(CFS) Half street flow atend of street.,— 5.320(CFS) Depth of flow = 0.352(Ft.) Average velocity = 4.221(Ft/s) Flow width (from curb towards crown)= 10.760(Ft.) - .4' 13 IIIIlIIIIIIIIIHIIIIIIII(ItIIIJIIIIIIIIIIIIIIII)IHIHII,III,II,I,IIII Process from Point/Station 553 000 to Point/Station -554.000 **** 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) 0.060.1 Gutter width = 1.500(Ft.) . 4 Gutter hike from flowline 2 000(In ) Manning's N in gutter -..6.0150 Manning's N from gutter to grade break = '0.0150 r Manning's N from grade break to crown 0.0160 Estimated mean flow rate at midpoint of street 6.384(CFS) ' Depth of flow 0.385(Ft.) . ..,, . ....'.- . . Average velocity = 3.877(Ft/s) Streetfiow hydraulics at midpoint of street travel Halfstreet flow width 12.426(Ft.) ... '.,.. Flow velocity 3 88(Ft/s) Travel time = 1.35 min'.*TC 18.13 min. Adding area flow to street User specified 'C' value of 0 950 given for subarea Rainfall intensity '3,444( In/Hr) for a 100 0 year storm , Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.,950 Subarea runoff = 1 963(CFS) for 0 600(Ac ) Total runoff = 7 283(CFS) Total area e2 10(Ac ) Street flôw.at end of street'— 7.283(CFS) . . Half street flow at end of street 7 283(CFS) Depth of flow 0.400(Ft.) Average velocity - 3 978(Ft/s) Flow width (from curb towards crown)— 13.146(7t'.) IIIIIIIIIIIH(IIIIItI(IIIIIIIIIIIIIIIIIHIIIIIHIIIIIIHII 1 1 1111111111 Process from Point/Station 554.000 to Point/Station 556.000 **** PIPEFLOW TRAVEL TIME (User specified size) : Upstream point/station elevation '=. 438.00(Ft.) Downstream point/station elevation = 436.80(Ft.) Pipe length 106.50(Ft.) Manning's N 0.013 . No. of pipes 1 Required pipe flow = 7.283(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow = 7.283(CFS) Normal flow depth in pipe = 10.61(In.) . F Flow top width inside pipe - 17.71(In.) Critical Depth = 12.54(In.) . Pipe flow velocity - 6.72(Ft/s) . -. Travel time through pipe = 0.26 mm. . Time of-concentration (TC) - 18.39 mm.' 4 I 11111111 I I I IIHIIIHII! I I 111111111 II 111111111111111 III 11111111 I H 11111 Process from Point/Station 554.000 to Point/Station.. 556000 **** CONFLUENCE OF. MAIN STREAMS The following data inside Main Stream is listed: ; .• S.. . . In Main Stream number: 2 . . . . Stream flow area . 2.100(Ac.) . Runoff from this stream . 7.283(CFS) •• . Time of concentration = 18.39 min.. . . Rainfall intensity .. 3.412(In/Hr) . . . •. S 1 Summary of stream data: Stream. Flow rate . TC Rainfall Intensity S . S •, No. . (CFS) • . (mm). : (In/Hr) S S S 1 6.240 18.51 3.398 2 7.283 18.39 3.412 5 Qmax(1) 1.000 *. 1.000* 6.240) + S 0.996 * 1.000 * 7.283) + 13.493 . 1.000 * . 0.994 * 6,240) + . S 1.000* . 1.000 * .• 7.283) + 13.483 • . 5 5 I S •• Total of 2 main streams to confluence: S Flow rates before confluence point: • 6.240 7.283 Maximum flow rates at confluence using above data: . S S 13.493 • 13.483 • . S S Area of streams before confluence: S S S 1.810 2.100 5 5 5 5 S S S S Results of confluence: S S • . Total flow rate . 13.493(CFS) S S S Time of. concentration. 18.510 mm.. S S S Effective stream area after confluence - 3.910(Ac.) S Hi. 5555 SI I I • S • 55 5 S . S • • :.. 55 I I I 111111111 I I I I I I I 111111 , 11111 I I I I I Process from Point/Station 556.000 to Point/Station 555.000 PIPEFLOW. TRAVEL TIME (User specified size) I Upstream point/station elevation 436.50(Ft.) S Downstream point/station elevation 413.50(Ft.) I Pipe length 71.00(Ft.) Manning's N 0.013 No. of pipes 1 Required pipe flow 13.493(CFS) Given pipe size 18.00(In.) I Calculated individual pipe flow 13.493(CFS) Normal flow depth in pipe 5.81(In.) Flow top width inside pipe 16.83(In.) I Critical Depth 16.41(In.) S Pipe flow velocity 27. 33(Ft/s) S Travel time through pipe 0.04 mm. Time of concentration (TC) 18.55 mm. I End of computations, total study area . 3.91 (Ac.) 1 I S S I 1 I •S - .5 S S I S S 1 .. . . .* San Diego County Rational Hydrology Program I CivilGDD/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: oljol/80' I PALOMAR AIRPORT ROAD HYDROLOGY AREA 5; Q 100; PIPE NETWORK @ EAST LOKER AVE. ,. FILE NAME: 5PA100 . . LTMV REVISED: 9/27/90 . . I ------------------------------------------------------------------------- ********* Hydrology Study Control. Information ********** P & D Technologies - SIN 558 I Rational hydrology study storm evnt year is 100.0 . 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% . . . I San Diego hydrology manual 'C values used Runoff coefficients by rational method I ************** I N P U T D AT A L I S. T I N.G Element Capacity Space Remaining = 344 I .Element Points and Process used between Points - Number Upstream . Downstream Process 1 599.000 597.000 - Initial Area I 2 597.000 598.000 Street Flow + Subarea : 3 598.000 595.000 Pipeflow Time(user inp) 4 595.000 590.000 Pipeflow Time(user inp) 590.000 580.000 . Pipeflow Time(user inp) I5 6 590.000 580.000 . Main Stream Confluence 7 . 587.000 585.000 Street Flow + Subarea I 8 9 587.000 . 585.000 . - 556.000 586.000 Confluence, User Defined Info.. 10 . 586.000 588.000 Street Flow + Subarea 11 - 588.000 589.000 Street Flow + Subarea I 12 589.000 585.000 Street Flow + Subarea 13 . 589.000 585.000 Confluence 14 , 585.000 580.000 Pipeflow Time(user inp) 15 585.000. 580.000 Main Stream Confluence I 16 580.000 570.000 Pipeflow Time(user inp) 17 570.000 560.000 - Pipeflow Time(user inp) I 18 19 570.000 560.000 564.000 - 563.000 Main Stream Confluence * Initial Area . 20 563.000 '562.000 - - Pipeflow Time(user inp) 21 562.000 560.000'.' . Pipeflow Time(user inp) I 22 562.000 560.000 Main Stream Confluence 23 . 560.000 500.000 . Pipeflow Time(user inp) End of listing ...............-_ - -- I I I I I 111111 I II F 1111111111 1111111111111111 ! I I III I 11111 1111 I F II F I ... II • Process from Point/Station 599.000 to Point/Station 597.000 **** INITIAL AREA EVALUATION**** • • User specified 'C' value of O.900 given for subarea • '• Time of concentration computed by the natural watersheds nomograph (App X-A) • •• : . A TC [11.9*length(Mi) 3)/(elevation change)] .385 *60(min/hr)• • + user specified time of 10.00 min. Initial subarea flow distance 505.00(Ft.) • Highest èlevat[on 449.10(Ft.) • Lowest elevation= 443.31(Ft.) • Elevation difference = 5.79'(Ft;) TC=[(11.9*0.0956A3)/( 579)1A385••526 -i- 10.00 mm. = 15.26 min. Rainfall intensity (I) 3.848for a 100.0 year storm • Effective runoff coefficient used for area (Q=KCIA) is C 0.900 • • Subarea runoff = 6.892(CFS) • • Total initial stream area = 1.990(Ac.) 1 I I I •. • I I I H • I. I :•••••.•• . •.•••••;••• I III III II liii 1111111111111111111111111111111111111111111111111111 I I Process from Point/Station 597.000 to Point/Station 598.000 I **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation 441. 310(Ft.) End of street segment elevation 437.640(Ft..) I Length of street segment. 425.000(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) 0.020 Gutter width 1.500(Ft.) I Gutter hike from flowline l.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 9.074(CFS) Depth of flow = O.430(Ft.) Average velocity 3.150(Ft/s) ' I treetfiow hydraulics at midpoint of street travel: HSalfstreet flow width 16.760(Ft.) - Flow velocity 3.15(Ft/s) , I Travel time , 2.25 mm. TC 17.51 mm. , Adding area flow to street User specified 'C' value of 0.900 given for subarea I Rainfall intensity = ' 3.522(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 3.994(CFS) for 1.260(Ac.) Total runoff 10.885(.CFS) Total area = 3.25(Ac.) I Street flow at end of street 10.885(CFS) Half street flow at end of street= 10.885(CFS) Depth of flow 0.456(Ft.) -. I Average velocity = 3.274(Ft/s) Flow width -(from curb towards crown)— 18.037(Ft.) I ... I' I ... '.•.: ' I - I Process fromPoint/Station. 598.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User sp'ecifiedsize) **** '. Upstream point/station elevation 433 50(Ft ) - - Downstream point/station elevation -. 433.10(Ft.) • 4) Pipe length = 14.30(Ft.) Manning's N' 0.013 . No. of pipes'- 1 Required pipe flw 10.8854(CFS) Given pipe size - 18.00(In.) -" Calculated individual pipe flow l0885(CFS) Normal flow depth in pipe 10 25(In ) Flow top width inside pipe =. 17.'82(In.) . .. . • * Critical Depth = 15.17(Ih.) Pipe flow velocity 10.47(Ft/s) :- Travel time through pipe 0.02 mm. . ;. Time of concentration (TC) 17.53 mm. 4,.-. -4 44.4 •. .4 4- - '). ' - -r,- . - - -- 44 - -- --- 444 444 -- 4 . '1' ' • :-' I ' 74 4--- • 1 T... - I I 111111 11111111111 III 11111111111 III I 111111111(11111111111111111111111 Process from Point/Station 595.000 to Point/Station 590.000 PIPEFLOW TRAVEL TIME (User specified size) **** U Upstream point/station elevation-. 432.60(Ft.) Downstream point/station elevation 428.60(Ft.). I Pipe length 299.70(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 10.885(CFS) Given pipe size 24.00(In.) I Calculated individual pipe flow ..10.885(CFS) Normal flow depth in pipe - 10.80(In.) Flow top width inside pipe = 23.88(In.) I Critical Depth 14.19(In.) Pipe flow velocity 7.94(Ft/s) Travel time through pipe 0.63 mm. Time of concentration (TC) 18.16 mm. I . H -.' I H . I I I I I I I H'. I I 11111111111 I III I 1111111 I I I 111111 111111 III I I I 1111111111111.111111111111 Process from Point/Station .590.000 to Point/Station 580.000 S **** PIPEFLOW TRAVEL TIME (User specified size)'****,, Upstream point/station elevation - 428.30(Ft.) Downstream point/station, elevation 427.30(Ft'.) . Pipe length 193.10(Ft.) Manning's N 0.013 No. of pipes - 1 Required pipe-flow = 10.885(CFS) . . Given pipe size 24.00(In.) S. Calculated individual pipe flow = lo.885(CFS) . Normal flow depth in pipe 14.36(In.) . 5' Flow top width inside pipe 23.53(In.) S Critical Depth = 14.19(In.) . .. Pipe flow velocity . 5.55(Ft/s) . Travel time through pipe . 0.58 mm. Time of concentration (TC) 18.74 mm. I 5.I S., ..., 5, .•'H'•. I :1 I Si , I I illIllIllIllIllIl 111111111111111111111111 Fl 111111111111111111111111 Il I Process fromPint/StatIon " 587.000 to Point/Station 585.000 - **** STREET FLOW TRAVEL TIME + SUBAREA .FLOW ADDITION. **' '.• . • Top of stret segment elevation,—. 439.800(Ft.) :End of street segment elevation 432.350(Ft.) Length of Street segment 555 000(Ft ) Height of curb above gutter flowline - ' 6.O (In: Width of half street(curb to crown) - 53.000(Ft.) • . ' .' . 4Distance.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 fromcurb to property. line = 10.000(Ft.) • • Slope from'curb tó. property line (v/hz) - 0.020 Gutter width— ' 1.500(Ft.) . . . . . Cutter 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 • • 0.000(CFS) . . Adding area flow tostreet -' ' ' , ... •• . •• User specified 'C'value of 0.900 'given for'ubarea Rainfall intensity,- :. '3.371(In/Hr) for a 100.0 year storm, , Runoff coefficient used for sub-area, Rational method,Q—KCIA, C 0.900 , • Subarea runoff - 6.916(CFS) for 2.280(Ac.) ' Total runoff -- . 6.916(CFS)' area • 5.53(Ac.), . ,Total Street flow at end of street - 6.916(CFS) ' , Half street flow at end of street = '6.916(CFS) ' Depth4 of flow . O.'395(Ft:) • ' . .. . '2.985(Ft/s) Average velocity = • ' . . . . Flow width '(from curb towards crown)— 14.985(Ft.) .5 5 .. 5 • -, . • S. . • • . .5. r S. 4 V VV V V V - 2 V V 11111111111 II iiii 111111 Ii IIIIIIIi-I.lIII1IIII V V Process from Point/Station 556.000 V 1111(1111111111111 I iii iii V V 4V. . to Point/Station ' 586.000 •- V V **** USER DEFINEDFLOWV INFORMAION.AT APOINT**** V V -User specified VC value of 0.950givenf6r subarea .- Rainfall intensity (I) 5.055 for '.a 100 0 tear storm ' V User specified values are as follows: . V-V.- IS-- - V - V TC 10.00 mm.. Rain intensity V 5.05(In/H) •''V V V Total area-,= 0.01(Ac.) Total- runoff V 0.70(CFS) ' V. I I I * 4 I I I I I I I 4 I I F - i I I - i i i i i 11111111111111111 i iiiiiit 11111111111 I 11111 I I I I 1,1 I i I I I I 111111 I I I Process from Point/Station 586.000 to Point/Station 588.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation - 447.460(Ft.) End of street segment elevation 443.730(Ft.) • - .. ., - I Length of street segment 335.000(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 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) = 0.020 , • 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 - 0.861(CPS) Depth of flow = 0.216(Ft.) I I ; Average velocity l.966(Ft/s) • I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 6..056(Ft.) Flow velocity 1.97(Ft/s) I Travel time 2.84 mm. TC - 12.84 mm. Adding area flow to street . User specified. 'C' value of 0.950 given for subarea I Rainfall intensity 4.302(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 * Subarea runoff - 1.880(CFS) for 0.460(Ac.) Total runoff = 2.580(CFS) Total area = 0.47(Ac.) I Street flow at end of street =. 2.580(CFS) Half street flow at end of street 2.580(CFS). Depth of flow = 0.300(Ft.) I Average velocity = 2.297(Ft/s) Flow width (from curb towards crown)— 10 256(Ft ) I I I .. •. •. I I I I• Iii liii II III I'l liii I•I I I IllIllIllIll (It'll ('I I lI I 2 111111111II III I'l III i i I Process from Point/Station 588.000 to Point/Station 589.000 1 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation 443.730(Ft.) End of street segment elevation 435.730(Ft.) Length of street segment - 450.000(Ft.) Height of curb above gutter flowline - 6.0'(In.) Width of half street (curb to crown) 53.000(Ft.) Distance from crown to 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 is on [1] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) -. 0.020 Gutter width = 1.500(Ft.) Gutter hike from flówline - 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— 4.336(CFS) Depth of flow = 0.327(Ft.) : Average velocity = 3.054(Ft/s) • Streetflow hydraulics at midpoint of street travel: Halfstreet flow width =. 11.614(Ft.) .' Flow velocity 3.05(Ft/s) • ' Travel time 2.46 min. TC 15.30 'min. Adding area flow to street ' User specified 'C' value of 0.950 given for subarea Rainfall intensity = 3.843(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C— 0.950 Subarea runoff 2.336(CFS) for • 0.640(Ac.) , Total runoff 4.916(CFS) Total area 1.11(A6.) Street flow at end of street =• '4.916(CFS) • ,: Half street flow at end of street 4.916(CFS) Depth of flow = 0.340(Ft.) Average velocity ''3.126(Ft/s) Flow width (from curb towards crown)= 12.254(Ft.)' • • 1 I I • • • • •0 • • I 1111 1111111111111II ,t , 111111111111111F - Process from Point/Station 589.000 to Point/Station 585.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 435.730(Ft.) - - End of street segment elevation . 432350(Ft.) Length of street segment 280.000(Ft.) Height of curb above gutter flowline 6.0(In.) V 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' V V Distance from curb to property line = 10.000(Ft.) - Slope from curb to property line (v/hz) 0.020 V Gutter width 1.500(Ft.) Gutter hike from flowline 1.500(In.) V V Manning's N in gutter 0.0150 Manning's N from gutter to grade break - 0.0180 V Manning's N from grade break to crown 0.0180 V V Estimated mean flow rate at midpoint Of street 6.334(CFS) V Depth of flow 0.390(Ft.) V V Average velocity - 2.811(Ft/s) •V Streetflow hydraulics at midpoint ofstreet travel: Halfstreet flow width 14.771(Ft.) . Flowvelocity 2.81(Ft/s) Travel time 1.66 mm.. TC - 16.96 min. Adding area flow to street - V V User specified 'C' value of 0.950 given for subarea Rainfall intensity = 3.596(In/Hr) for a 100.0 year storm V Runoff coefficient used for sub-area, Rational method, Q=KCIA, VC 0.950 Subarea runoff = 2.186(CFS) for V 0.640(Ac.) V Total runoff = V 7.102(CFS) Total area - 1.75(Ac.) V Street flow at end of street 7.102(CFS) Half street flow at end of street 7.102(CFS) Depth of flow 0.405(Ft.) Average velocity 2.878(Ft/s) V V Flow width (from curb towards crown),— 15.482(Ft.) I ;_ •-::•' I I V V I Process from Point/Station 589.000 to Point/Station 585.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: '2 in normal stream number 2 Stream flow area - 1.750(Ac.) Runoff from this stream - 7.102(CFS) Time of concentration - 16.96 mm. Rainfall intensity - 3.596(In/14r) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 6.916 18.74 3.371 2 7.102 16.96 3.596 Qmax(1) - 1.000 * t000 * 6.916) + 0.931 * 1.000 * 7.102)..+ 13.574 Qthax(2) 1:000 * 0.905 * 6.916) + 1.000 * 1.000* 7.102) + = 13.359 Total of 2 streams to confluence: Flow rates before confluence point: 6.916 7.102 Maximum flow rates at confluence using above data: 13.574 13.359 Area of streams before confluence: 1 5.530 1.750 Results of confluence: Total flow rate 13.574(CFS) • Time of concentration 18.743 mm. • Effective stream area after confluence • 7.280(Ac.) • I • • •• : • I I I •• • • 0 • • 0 I•' ii iiiiiiiiiiiii 11111111111111 i 111111111111111111 111111111111111111111 Process from Point/Station 585.000 to Point/Station 580.000 **** PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation 427.50(Ft.)'. Downstream point/station elevation 427.30(Ft.) I Pipe length 14.30(Ft.) Manning's N 0.013 No. of pipes,— 1 Required pipe flow 13.574(CFS) Given pipe size = 24.00(In.) . . . I Calculated individual pipe flow 13.574(CFS) = . Normal flow depth in pipe - 12.11(In.) . Flow top width inside pipe 24.00(In.) . Critical Depth = 15.92(m.) . . . I Pipe flow velocity 8.55(Ft/s) . Travel time through pipe = 0.03 mm. . Time of concentration (TC) 18.77 mm. I . .;. . . I I . . .,. .. ,. . I I .. I ,... I I I.. : I . I I I 11111111 1111111 1111111 I I 11111111 I II 1111111, I I III 1111111 I I I I III I 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 7.280(Ac.)' Runoff from this stream 13574(CFS) Time of concentration 18.77 mm. • Rainfall intensity - 3.367(In/Hr) . 'Suiiunary of stream data: 'Stream. Flow rate TC , , Rainfall Intensity ' No. (CFS) (nun) (In/Hr) 1 10.885 1874 3.371 2 13.574 18.77 ' 3.367 Qmax(1) 1.000;* 1.000 * 10.885) , + • ' ,'; ' • ' 1.000' * 0.999 * 13.574) + 24.440 ' Qmax(2) 0.999 * 1.000 * • 10.885) + 1.000 * 1.000 *. 13.574) + - 24.449 Total of 2 main streams to confluence: Flow rates before confluence point:.' 0 • . 0 • 0', 10.885 13.574 ' 0 • Maximum flow rates at confluence using above 'data: 0 24.440 24.449 0 0 0 Area of streams before confluence: . 3.250 • 7.280 0 ' • . Results of confluence: Total flow rate 24.449(CFS) Time of concentration 18.771 nun. 0 Effective stream area after confluence - 10.530(Ac.) ' -- • 0 0 0 , ,, ' I -I H. 00. 0 0 I I i III 111111 1(11111 II III IllIllIllIlIl IllIllIllIll 111111111111111111111 I Process from Point/Station 580.000 to Point/Station -570.000 **** PIPEFLOW TRAVEL TIME (User specified size),**** I Upstream point/station elevation 426.80(Ft:) Downstream point/station elevation= 425.88(Ft.) I Pipe length = 176.80(Ft.) Manning's N 0.013 No. of pipes 1 Required pipe flow 24.449(CFS) Given pipe size 30.00(In.) I Calculated individual pipe flow =. .24.449(CFS) Normal flow depth in pipe 20.79(In.) Flow top width inside pipe - 27.68(In.) Critical Depth= 20.23(In.) I Pipe flow velocity 6.73(Ft/s) Travel time through pipe 0.44 mm. Time of concentration (TC)— 19.21 mm. I : I I . I. I I I I I I - I I I liii I II It 1111111 I Ill HI it Ill till .1111 11111 1111111111111 liii H lit! ii I Process from Point/Station 570.000 to Point/Station 560.000 **** PIPEFLOW TRAVEL TIME (User specified size) *** Upstream point/station elevation 425.86(Ft.) Downstream point/station elevation 425.22(Ft.) Pipe length 120.10(Ft.). Manning's N =0.013 No. of pipes 1 Required pipe flow 24.449(CFS) Given pipe size 30. 00 (In.-) ' Calculated individual pipe flow - 24.449(CFS) : 0 Normal flow depth in pipe =. 20.60(In.) 0 . Flow top width inside pipe— 27;83(In.) Critical Depth,= 20.23(In.) : Pipe flow velocity - 6.80(Ft/s) Travel time through pipe 0.29 mm. • 0 0 Time of concentration (TC) 19.50 min. : :• I 1 00 0 0 o • 0 ' 0 :0 •.: : •• 0 . I I .00 0• • 0• •' 0 I :1 :.. 0; • .1 • 0 •0 •, • 0 .001 ,0 • I •' . - I 1111111111111 11,11111111 I 1111111 II I I I I_I 1.1 11111111 II 1111111 I II III I III I•I Process from Point/Station- 564.6OO to Point/Station .563.000 **** INITIAL AREA EVALUATION User specified 'C' value of O95O given for subarea Initial subarea flow distance —1160.00 (Ft .) Highest elevation = 447.40(Ft.) . - Lowest elevation 432.31(Ft.) S . Elevation difference = 15.09(Ft-.) Time of concentration calculated by the urban areas overland flow method (App X-C) ' ""8.42 min. - TC (1.8*(1.1C)*distance".5)/(% slopeA(1/3)] S • TC = [1.8*(1.10.9500)*(1160.00A5)/( 1..30'(1/3)]= 8.42 Rainfall intensity (I).- 5.646 for a -l00.O year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.950 • Subarea runoff 8.850(CFS) Total 'initial stream area 1.650(Ac) '- S S • S I I ' S ' ' • . I • . S I I- I I I .1• - I I - I II'IHIIIIIIlIIIIItIIIIIIIIIIIIIIIII)IIIIIIIIIIIIiIIIIIIIIIIIIIIIIIIIII Process from Point/Station 563.000 to Point/Station .562.000 **** PIPEFLOW TRAVEL TIME (Userspecified size) **** I Upstream point/station elevation ' 426.84(Ft). Downstream point/station elevation 426.28(Ft.) V I Pipe length 5.62(Ft.) Manning's N - 0.013 ' No. of pipes = 1 Required pipe flow 8.850(CFS) Given pipe 'size 18.00(In.) I Calculated individual pipe flow =.. . 8.850(CFS) Normal flow depth in pipe 6.35(In.) Flow top width inside pipe = 17.20(In.) I Critical Depth = 13.82(In.) V Pipe flow velocity 15.88(Ft/s) Travel time through pipe 0.01 min., Time of concentration (TC) = 8.43 mm. ', V I .. V.. I I V., I I I 1111(111111111111111111111111(111111111111111111111 liii (liii I 111111 I I Process from Point/Station 562.000 to Point/Station 560.000 **** PIPEFLOWTRAVEL TIME (User specified" size,) Upstream point/station e16vation= 426.28(Ft.•) : • Downstream point/station elevation = 425.22.(Ft.) • .. Pipe length • 217.70(F.t.) Manning's N O0l3 • .• . ,. -. I. No. of pipes = 1 Required pijie 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.) .. . . . Flow top width inside pipe • 23.94(In.) • . Critical Depth - 12.73(In.) . . . • 4 . . Pipe flow velocity 5.l7(1t/s) . . . . . • . Travel time through pipe =... 0.70 mm. • • Time ofconcentration (TC) - 9.13 mm. • . • • .. . . HI I I I I • • • • • . • •• ••H• H I, ••.••. • :1 I I I U - .. -- Process from Point/Station 562.000 to Point/Station 560.000 I **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: .2 I Stream flow area 11 .650(Ac.) Runoff from this stream 8.850(CFS) Time of concentration 9.13 mm. .. Rainfall intensity 5.360(In/Hr) Summary of stream data: . . Stream Flow rate TC Rainfall Intensity, . * I No. (CFS) (mm) (In/Hr) I . 124.449 . 19.50 3.285 . * 2 8.850 9.13 - 5.360 Qmax(l) S I 1.000 * 1.000 * 24.449) + 0.613 * 1.000 * 8.850) + 29.874 Qmax(2) 1.000 * 0.468 *. 24.449) -4-- I 1.000 * 1.000 * 8.850) + 20.298 Total of 2 main streams to confluence: - I Flow rates before confluence point: 24.449 8.850 Maximum flow rates at confluence using above data: I. 29.874 20.298 Area of streams-before confluence: 10.530 . 1.650 Results of confluence: . Total flow rate = 29. 874(CFS) I Time of concentration .19.503 mm. - Effective stream area after confluence = 12.180(Ac.) I . •. .:- , . - . -- I -: III 111111111(1 iii ii liii Ill Iii I lilt! I I III ñ 1 ll 11111 III iii 1111111 Ii ii lii ' I Process from Point/Station 560.000 to Point/Station t500000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ' •:" Upstream point/station elevation,- - 425.22(Ft.) Downstream point/station elevation 425.05(Ft.) :Pipe length 29.50(Ft.) Manning's N -.0.013' . ' • No. of pipes 1 Required pipe flow - :. 29.874(CFS) r - 'Given pipe size 36.00(In.) '... . : 'Calculated individual pipe flow = . 29.874(CFS) Normal flow depth in pipe 19.90(In.) . ... .. -*•.. Flow top width inside pipe ., 35.80(In.) Critical. Depth = Pipe flow-velocity 7.46(Ft/s) . -Travel time through-pipe = 0.07 mm. . . Time of concentration (TC) 19.57 min..' -End of 'computations, total study area .= , 8.93 (A.) . . :' ' . , .' . . •• . 4,- - I I I I p. - -• -4 .- - 4 . I I I .. San Diego County Rational Hydrology Program Civ-ilCADD/CivilDESIGN Engineering-Software, (c) 1990 Version 2.3 Rational method hydrology program based on I San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 01/01/80 -: I PALOMAR AIRPORT ROAD HYDROLOGY AREA 6;- Q 100; STATION 123+00- FILE NAME: 6PA100 . : I LTMV 9/27/90 Hydrology Study Control Information - P & D Technologies - SIN, 558 Rational hydrology study storm event year is 100.0 Map data precipitation entered: I 6 hour, precipitation(inches) . 3.000 - - 24 hour precipitation(inches)=. 5.200 Adjusted,6 hour precipitation (inches). 3.000 - P6/P24 57.7% . . -. I San Diego hydrology manuà1'C' values used -. Runoff coefficients by rational method . - ************** I N P U T D A T A L I • S T I N C ************ . - : Element Capacity Space Remaining 351 I . Element Point and Process used between Points Number • —Upstream Downstream - Process I :1 699.000 . 698.000. 2 698.000. 697.000 Initial Area Street Flow + Subarea 3 697.000. . 695.000 Street Flow + Subarea 695.000 . 693.000 Pipeflow Time(user inp) I 5 • 693.000 -690.000 Pipeflow Time(user inp) 6 690.000 ' 660.000 Pipeflow Time(user inp) 7 - 660.000 • • 650.000.. Pipeflow Time(user inp) 690.000 . 650.000 Main Stream Confluence I 8 - 9 • . 655.000 654.000 Initial Area 10 • 654.000 653000 Street Flow + Subarea I ll 653.000 . 652.000 . .' 12 652.000 . • 651.000:- . . - • Street Flow + Subarea . • Street Flow + Subarea 13 . 651.000. • ,650.000 Main Stream Confluence • 14 • 650.000 • 600.000 . • Pipeflow Time(user inp) . • . • I End of listing............. . • I H•- . .- • ..•. I I I 11111 I 11111 II 111111 I 11111111111 I I - - Process from Point/Station 699.000 to Point/Station 698.000 I **** INITIAL AREA EVALUATION **** - User specified 'C' value of 0.950 given for subarea - Time of concentration computed by the I natural watersheds nomograph (App X-A) - * TC (11.9*length(Mi)A3)/(elevation change) ]A .385 *60(min/hr) + user specified time of 10.00mm. . I Initial subarea flow distance - 562 00(Ft ) Highest elevation -. 449.01(Ft.) . Lowest elevation 441.89(Ft.) '• .- - . . ' - Elevation difference 7.12(Ft.) ' TC=[(ll 9*0 l064A3)/( 7.12) ]A .385=!..5.50 + 10.00 min.= 15.5 0 mm I Rainfall intensity (I) 3.810 for a 100.0.year storm Effective runoff coefficient used for area (Q=KCIA) is, C -7,0-.950 . I Subarea runoff 2 534(CFS) Total initial stream area 0 700(Ac ) I I I I I I I I I I I I I liii 1111111 Process from Point/Station 698.000 to Point/Station 697.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation '441.890(Ft.) '. . End of street segment elevation 423.060(Ft.) Length of street segment Height of curb above gutter. flowliné 6. O(In.) Width of half street (curb to crown) - 53.000(Ft'.) Distance from crown to crossfall grade break - 51.500(Ft)' . S Slope from guttér'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) 0.020 Gutter width=. . 1.500(Ft.) ' Gutter hike from flowline = 1.500(In.) Mannirig'sN in gutter 0.0150 . Manning's N from gutter to grade break 0.0180 5 5 5 Manning's N from grade break to 'crown 0:0180 Estimated mean flow rate at midpoint of street 3.855(CFS) , Depth of flow 0.284(Ft.) Average velocity = 3.989(Ft/s) .. S Streetflow hydraulics, at midpoint'of street travel: llalfstreet flow width 9.461(Ft.) S Flow velocity 3.99(Ft/s) Travel time =' 2.21 min. ' TC 17.71 min. Adding area flow to street User specified 'C' value of 0.950 given for subarea . Rainfall intensity 3.497(In/Hr) for a, 100.0 year storm Runoff coefficient used for sub-area, Rational inethod,Q=KCIA, C 0.9.50 Subarea runoff . 2.425(CFS) for ' 0.730(Ac.) S Total runoff 4.959(CFS). Total area = ' 1.43(Ac.) S S Street flow at, end of street '= 4.959(CFS) Half street flow at end of street 4.959(CFS) S Depth of flow = 0.307(Ft.) . Average velocity 4.162(Ft/s) S S Flow width (from curb towards crown)— 10.583(Ft.) ':5 551 I p I I 111111111111 I iii I 111111 1.1 11111 I 1111111111111111 I liii I 111111111111111 Process from Point/Station 697.000 to Point/Station 695.000 I **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation 423.060(Ft.) End of street segment elevation 395.320(Ft.) . I Length of street segment = 520.000(Ft.) Height of- curb above gutter flowline = , 6.O(In.) Width of half street (curb to crown) - 53.000(Ft.) I •Distance from crown to crossfall gradebreak ,- 51.500(Ft.) Slope frám 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 . V Distance from curb to property line..- 10.000(Ft.) Slope from -curb to property line (v/hz) - 0.020 Cutter width 1.500(Ft.) I Cutter hike from flowline - 1.500(In.) , Manning's N,i'n gutter 0.0150 ' .. V Manning's N frpm 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 6.276(CFS) Depth of flow 0.310(Ft.) Average velocity 5.122(Ft/s) ' V I ,Streetflow hydraulics at midpoint of street travel: V Halfstreet flow width 10.743(Ft.) V V Flow velocity = 5.12(Ft/s) V V V I Travel time 1.69 min. TC : 19.40 mm. Adding area flow to street V User specified 'C' value of 0.950 given for subarea V , I Rainfall intensity = 3.297(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area; Rational method,Q=KCIA, C 0.950 Subarea runoff = 2.380(CFS) for' 0.760(Ac.) V Total runoff .7.339(CFS) Total area -' 2:I9(Ac.) I Street flow at end of street = ' 7.339(CFS) V Half street flow at end of street V , 7.339(CFS) Depth of flow = 0.325(Ft.) , V I Average velocity ' 5.267(Ft/s) Flow width (from curb towards crow'n)= 11.498(Ft.) V V I I I I . V - . .'_•, ,--V,.-V V-V V ' I 4 I 11111 I I 1111111111II 11111111 III ii., 111111 1111111 1111111111111.1IIIIIlIII 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 length, '70.00(Ft.) Manning's N = 0.022 No. of pipes - 1 Required pipe flow 7.339(CFS) . Given pipe size = 18.-00 (In.); , NOTE: Normal flow is pressure flowin user selected pipe size . The 4 pproximate hydraulic grade line above the pipe invert is 0.680(Ft.) at the headworks or inlet of the pipe(s) . Pipe friction 'loss.= ' . 0.978(Ft.) . . . Minor friction loss : 0.402(Ft.) K-factor 1.50 Pipe flow velocity 4.15(Ft/s) Travel time through pipe = 0.28 mm. . Time of concentration (TC) 19.68 mm . . . •1 ..•' I I 1 .-• ••..•H. ,, .1 I I I 11111(11I111111111 1111111! 11111111 lilt I liii i,I 111111111111111.1 iii liii, Process from Point/Station 693.000 to Point/Station 690.000 I **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation - 392.07(Ft.) Downstream point/station elevation - 390.05(Ft.) I Pipe length 18.40(Ft.) Manning's N 0.022. No. of pipes - 1 Required pipe flow 7.339(CFS) Given pipe size - 18.00(In.) I Calculated individual pipe flow 7.339(CFS) Normal flow depth in pipe Flow top width inside pipe = 17.72(In.) - I Critical Depth 12.59(In.) Pipe flow velocity 10.66(Ft/s) Travel time through pipe = 0.03 mm. . Time of concentration (TC) 19.71 min.. I I - : I .,.:.. I I I . .-. ' • : -'- .• '-. I - ¶ I - Process from -Point/Station '690.OQO to'Point/Station 660.000 - **** PIPEFLOW TRAVEL TIME (User specified size)' ****' Upstream-point/station elevation ; 389.70(Ft.) .. .. Downstream point/station elevation= 379.80(Ft.)- ..Pipe length 157.i.0(Ft.) Ma '013' -i4 • No. .of pipes = .1 Required pipe'flow - 7.,339(CFS) Given pipe size = 18.00(In.) • Calculated individual pipe flow = 7 339(CFS) Normal flow depth in pipe- 6.49(In.) • ,••.• • Flow top width inside pipe • 17.29(In.) • 0 Critical Depth -• 12.59(In.) • •• * I Pipe flow velocity -. 0 12.78(Ft/s) • -'* 0 • Travel time through pipe 0.20 min.- - Time of concentration (TC).= • 19;.91 min. • r 40 • 4 I - A 4 I 3 I - I Process from Point/Station 660.000 to Point/Station 650.000 **** PIPEFLOW TRAVEL TIME (User specified size).**** Upstream point/station elevation = 379.50(Ft.) V Downstream point/station elevation 378.60(Ft.) V Pipe length = 14.30(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow , 7.339(CFS) Given pipe size = 18.00(In.) V V. Calculated individual pipe flow',-, 7.339(CFS) Normal flow depth in pipe - 6.49(In.) - V Flow top width inside pipe - 17.29(In.) Critical Depth = 12.59(In.) V V Pipe flow velocity = 12.77(Ft/s) Travel time through pipe - 0.02 mm. . Time of concentration (TC) = 19.93 mm. V 4 I 1131111111111.1111111 IIIII11IIIIIlIlI1IIII I I iI in 1.1 iiiii 1:1 Process from Point/Station ' 690.000 ,toPöint/Station '65O: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 ' • 7.339(CFS) "•• • Time of concentration - 1993 mm.' • Rainfall intensity - 3.24.0(In/Hr) , • Program is now starting with Main Stream No. 2 '. ,'•--•. ,.. • - • - - • -. , *•'-. -; -: •: -'-.•• - -• •--- - I I 4• •• - - I' I * I I -•• • ': • - * .- I.. •• •*• •. * • - • - -, • I * 4 4 - - I iii I 11111111111 I 11111111111 1111111111 1111111111 11111 1111111)) I I liii! I Process from Point/Station 655.000 to Point/Station 654.000 I **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea. Time of concentration computed by the I natural watersheds nomograph (App X-A) TC - (11.9*length(Mi)A3)/(elevation change)]'.385 *60(min/hr) + user specified time of 10.00 min. I Initial subarea flow distance 562.00(Ft.) Highest elevation - 449.01(Ft.) - Lowest elevation = 441.89(Ft.) Elevation difference = 7.12(Ft) I TC=[(11.9*0.1064'3)/( 7.12)]A.385= 5.50 + 10.00 mm. = 15.50 mm. Rainfall intensity (I) 3.810 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.950 I Subarea runoff = 4.018(CFS) : Total initial stream area - l.11O(Ac.) I . I - .- I ..; I •.• --: :- I H - I . --.. I I - I -:- I .• 11111 1111111 .::. I 1.1 111111 I IIIII •IIII,I•I liii I•II liii 1,1 I 1111111 I I I 1.1 1 ,1 ,1 liii II III Process from Point/Station' 654.000 to Point/Station. ' 653.'POO **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation 441.890(Ft.) End of street segment elevation 423.060(Ft.) " Length of street segment 528.000(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.) Sloper 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) 0.020 ' , Guttei width 1.500(Ft.) •1 Cutter hike from flowline - 1.500(In.) Manning's N in gutter 0.0150 •' • , ' . 4 . 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 5.303(CFS) Depth of flow 0.313(Ft.) Average velocity 4.212(Ft/s) • . • 'Streetfiow hydraulics at midpoint' of street travel: Halfstreét flow width = 10.898(Ft.) • . • Flow velocity = '4.21(Ft/s) • • Travel time=2.09 mm. TC = 17.59 min. • I Adding area flow to street • .. - User specified 'C' value of 0.950 given.for subarea Rainfall intensity 3.512(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 • '. Subarea runoff = 2.369(CPS) for ,0.710(Ac.) Total ruhoff = 6.386(CFS) Total area 1.82(Ac.) Street flow at end of street 6.386(CFS) . Half street ,flow at end of street • 6.386(CFS) • . Depth of flow =, 0.331(Ft.) • ' Average velocity 4.356(Ft/s) •, Flow width (from curb towards crown)— 11.810(Ft.) •, ' • I I 'O • • • I I 11111111111111111I111111I I I i.!. 1111111111111111111111111111111 11111111 Process from Point/Station 653.000 to Point/Station . 652.000 **** STREET FLOW TRAVEL. TIME + SUBAREA: FLOW ADDITION **** 1 Top of street segment elevation 423.060(Ft.) End of street segment elevation 394.460(Ft.) I Length of street segment 538.000(Ft.) .. . Height of curb above gutter flowline 6.6(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 [1] side(s) of 'the street Distance from curb to property line 10.000(Ft.) . Slope from curb to property line (v/hz) 0.020 .'. Gutter width = . l.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 , 7.755(CFS) - Depth of flow— 0.331(Ft.) ' . Average velocity - 5.314(Ft/s) . I Streetflow hydraulics', at midpoint of street travel: Halfstreet flow width 11.782(Ft.) . Flow velocity ' 5.31(Ft/s) I ; Travel time =1.69 min. TC '19.28 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea I Rainfall intensity = 3.310(In/Hr) for a lOOO ye'ar s6rm Runoff coefficient used for sub-area,, Rational method,Q—KCIA, C 0.950 Subarea runoff 2.453(CFS) for - 0.780(Ac.) - - Total runoff 8.839(CFS) Total area 2.60(Ac.) I Street flow at end of street 8.839(CFS) -' Half street flow at. end of street 8.839(CFS) . . Depth of flow 0.344(Ft.) I Average velocity 5.445(Ft/s) Flow width (from curb towards crown)— 12.458(Ft.) I I I I I 111111111111111 IllIllIllIll 1111111 IlIlIllIllIllIlIl liii 11111111 I I I I Process from Point/Station 652.'0100 to Point/Station 651 000 **** STREET FLOW TRAVEL TIME -F SUBAREA FLOW ADDITION Top of street segment elevation 394 460(Ft ) End of street segment elevation 387 220(Ft ) Length of street segment - 161 800(Ft ) Height of curb above gutter flowline 6 O(In ) Width of half street (curb to crown) 53 000(Ft ) Distance from crown to crosfal1 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) 0.020 Cutter width 1 500(Ft ) Cutter 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 ra1e at midpoint of street 9 230(CFS)' Depth of flow = 0358(7t.) Average velocity 5 122(Ft/s) Streetflow hydraulics at midpoint of street travel Halfstreet flow width 13 157(Ft ) Flow velocity Travel time 0.53 min. TC— 19.80 mm. Adding tarea flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity 3 253(In/Hr) for a 100.0 year storm Runoff coefficient used foi sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 0 711(CFS) fr 0 230(Ac ) Total runoff 9 550(CFS) Total area 2 83(Ac ) Street flow at end of street 9 550(CFS) 7r n Half street flow at end of street = 9 550(CFS) Depth of flow 0.362(F t ) Average velocity = - 5.156(Ft/s). _•; Flow width (from curb towards crown)— 13 346(Ft ) I I I I t I - I - I 11111111111111! 11111111 tilt 11(111 II IlIllIllIll P liii 11111111111111111 I Process from Point/Station 651.000 to Point/Station , 650.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 I Stream flow area = 2.830(Ac.). Runoff from this stream 9.550(CFS) Time of concentration 19.80min. S - Rainfall .intensity 3.253(In/Hr) Summary of stream data: . Stream Flow rate TC Rainfall Intensity * . -• No. (CFS) (miñ) :- (In/Hr) I i 7.339 19.93 -. 3.240 2 9.550 -19.80 3.253 Qmax(l) - - - 1.000 * 1.000 * 7.339) + 0.996 * -1:000 * 9.550) + 16.849 5 Qmax(2) S - 1.000 * -0.994* 7.339) + I 1.000 * 1.000 * 9.550) + 16.842 5 Total of 2 mainstreams to. confluence: S .I Flow rates before confluence point: S - - S 7.339 9.550 S Maximum flow rates at confluence using above data: - = I 16.849 16.842 Area of streams before confluence: S 2.190 2.830 5 5 Results of confluence: S S Total flow rate 16.849(CFS) 5 5 5 I Time of concentration 19.931 mi - - Effective stream area after confluence = 5.020(Ac.) I I .',.. IIIIIIIIHIIIIIIIIIIIIIIIIIIlIlI(IIIIIIl)jIpII)IIIIIIilIiiIIIIii)iiiii Process from Point/Station '650.'.060 to Point/Station 606.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation = 378.10(Ft.) Downstream point/station elevation = 376 70(Ft ) 4 Pipe length 52 00(Ft ) Manning's N 0.013 No of pipes 1 Required pipe flow 16 849(CFS) Given pipe size 18 00(In ) Calculated individual pipe flow 16 849(CFS) Normal flow depth in pipe 14 39(In ) Flow top width inside pipe =14.41(In.) Critical depth could not bet calculated. Pipe flow velocity 11.12(Ft/s) Travel time through pipe=. 0.08 mm. .. * Time of concentration (TC) = 20.01 min. End of computations, total study area 5.02 (Ac.) - -. I - -'.- - -• - . .-4 - - . • .'--.. • . * - .._•t - - - - - - L - . * t S . I • 4 I S. 44••. I - S. I San Diego Couity Rational Hydrology Program CivilCADD/CivilDESICN •Engineering Software, (c) 1990 Version 2.3 I Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual I .. RationalHydrology'Study Date: 01/01/80 - • PALOMAR AIRPORT ROAD HYDROLOGY AREA 7; Q 100; STATION:- 116+16.20 FILE NAME: 7PA100 •' •. LTMV REVISED: 9/27/90 - ********* Hydrology Study Control Information ********** I -P-.& D Technologies - SIN . 558 I Rational hydrologr; study storm event year is 100.0 Map data precipitation entered: . I 6 hour, precipitation(inches). = .3.000 24hour precipitation(inches) = 5.200 - - Adjusted 6 hour precipitation (itches) = 3.000 I P6/P24 57.7% San Diego hydrology manual 'C' values used - Runoff coefficients by' rational method ************** I NP UT D A T A. L I S T I N C ************ Element Capacity Spite Remaining = 361 - Element Points and Process used between Points Number Upstream • Downstream - Process * I l 730.000 720.000' Initial Area 2 . 720.000 • -- 710.000 Street Flow+ Subarea 3 • 710.000 '700.000 . Street Flow + Subarea End of listing .................., . - - - • I - • - •. -. •• . I I - ,- - * • -•.'• :', ,i:' . •' -- •' -• • ' I • ''--• .• I IIIII(ItIlftftttIIIIItHIIHIIII-I--I--$-IIIIIttIIIlIIIIIHII(III(III Process from Point/Station 730.000 to Point/Station 720.000 I *** INITIAL AREA EVALUATION **** User specified 'C' value of 0.950 given for subarea I Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [lI.9*length(Mi)'3)/(elevation change) .385 *60(min/hr) + user specified time of 10.00 mm. I Initial subarea flow distance - 500.00(Ft.) Highest elevation 393.14(Ft.) Lowest elevation 371.68(Ft.) - I Elevation difference 21.46(Ft.). TC_[(li.9*0.0947A3)/( 2L46)]".385= 3d4 + 10.00 mm. - 13.14 mm. Rainfall intensity (I) 4.238 for.a 100.0 year storm I Effective runoff coefficient used for area (Q-KCiA) is C 0.950 Subarea runoff = 2.979(CFS) Total initial stream area 0 740(Ac ) I I I I I I I I I I I I 111tH ii II 4,! tI1tilIliilIIlIiilil 11111 111111 III liii 1111111111111111 Process from Point/Station 720.000 to Point/Station 710.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 371.680(Ft.) End of street segment elevation ' '358.540(Ft.) Length of street segment . 350.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distancel 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/hi) 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 1.500(Ft.) ., Gutter hike from flowline - 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 t Estimaed mean flow rate at midpoint of street = 4.066(CFS)' Depth of flow 0.287(Ft.) Average velocity =.. 4.111(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width.— 9.580(Ft.) Flow velocity'— 4.11(Ft/s). - Travel time 1.42 min.' TC = 14.56 mm. Adding area flow to street User specified 'C', value of 0.950 given for subarea Rainfall intensity = 3.967(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff= 2.035(CFS) for 0.540(Ac.) Total runoff = 5.014(CFS) Total area = 1.28(Ac.) Street flow at end of street = 5.014(CFS) Half street flow at end of street = ' 5.014(CFS) Depth of flow = 0.305(Ft.) . Average velocity--. 4.260(Ft/s) Flow width (from curb towards crown)— .10.516(Ft.) - - - * 111111111 1111411.14 1411(111111111 (Ft I I I 111(1111111114 H III I I I I I I (III I Process from Point/Station 7lO.00O to Point/Station 700.000 **** STREET FLOW TRAVELTIME'+ SUBAREA FLOW ADDITION **** Top of street segment elevation =.. 358.540(Ft.) End -of street segment elevation = 341.490(Ft.) Length of street segment =. 333.800(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 (/hz) = . 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line,(v/hz) 0.020 Gutter width 1:500(Ft.) Gutter hike from flowline 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 ncidpôint of street = 6.052(CFS) Depth of flow 0308(Ft.) Average velocity = 4.999(Ft/s) . Streetflow hydraulics at midpoint of street travel: Halfstreet flow width.— lO.675(Ft.) Flow velocity = 5.00(Ft/s) . . . . Travel time = 1.11 mm.. TC. 15.67 mm. Adding area flow to street .. . User specified 'C' value of 0.950 given for subarea Rainfall intensity = .. 3.783(In/Hr) for a .100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff . l.905(CFS)for 0.530(Ac.) Total runoff = 6.919(CFS) Total area = 1.81(Ac.) Street flow at end of street =- 6919(CFS) Half street flow at end--of street'- 6.919(CFS) Depth of-,flow = 0.321(Ft.) . Aveiage velocity = 5119(Ft/s) Flow width (from curb towards crown)= 11.315(Ft.) End of computations, total studyarea = 1.81 (Ac.) r For: P 1) rechno1oojs - S/N 558 - ** WARNING NO. '2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC ERROR MESSAGE NO. 2-- WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV + ( FOZISP PAGE WATER SURFACE PROFILE LISTING -' ............-PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1:' STA 243+50 PROFILES: 01=50: 02=100 FILE NAME: iHOPAL .. - LTMV REVISED: 9/25/90 NODE 4: 110 . STATION INVERT.....DEPTH :. . U.S. ... VEL VEL.. ENERGY SUPER CRITICAL ...HGT/ . BASE/ ZL NO AVBPF LIELEM ...........ELEV OF FLOW ELEV HE#bGRD.EL. ELEV DEPTH DIA ..ID NO. ..PIER SO .....................SF AVE i-4F .. NORM DEPTH . ZR .00 413.80 .615 414.415 7.3 10.69 1.774 416.189 .00 1.047 1.50 .00 .00 0 8 45 05000 036934 31 570 00 * 414.22 .632.. 4.14.854 - 7.3 .. 10.31 1.651... .416.5O5 - _00 1.047 . . .1.50.......00 . .00 ...o .0 7.4 4 05000 032941 25 570 00 15.89 414 60 655 415 250 7 3 9 83 1.499 416.749 00 1.047 1.5 0 00 00 0 ,' - 5.29 05000 -. - 028951 15 570 00 21.18 414.e6 680 415.53? 7.3 9.37 1.364 416.903 00 1.047 1.50* 00 00 0 4.03 05000 025457 10 570 00 25. 2.1 --.415.06- ..........705. 415.766 . 7.3. :. 8.94 .. 1..240 .. 417.006 .00 1.047 . . .......1.50 --- .00 .....00 -.0... .1) 3.11 .05000 . .022392 .07 .570 .00 28.32 415.22 72 415.948 7.3 8 52 1.127 417.075 00 1.047 1.50 00 00 0 -----246 .......05000 ...... ,.019716 ............05 ..570 .,00 30.78 415.34 .760 416.099 7.3 8.12 1.024 417.123 .00 1.047 1.50 .00 ' .00 0 .J 1.96 .05000 , . .017368 - .03 . .570' .00 32.-74- 415.44 -.789 416.226 7.3 --7.74 .931 . 417.157 .00 / 1.047 1.50 - .00 .....00 0 .0 / 1.55 .05000 .015312 .02 - .570 .00 34.29 415.51.820 416.334 7.3 7.38 .846 .417.180 .00 1.047 1.50 .00 .00 0 . - 1.23 . .05000 ' - '.013511 - .02 ' .570 .00 35.52 415.58 .852 416.428 7.3 7.04 .769 417.197 .00 1.047 - 1.50 .00 - . 0 ..) .95 .05000 ' .011933 - .01 .570 .00. 3647 ' 415.62 ' .886 416.509 7.3. - 6.72 .700 417.209 .00 1.047 1.50 .00 .00 0 .0 . . . 70 .05000 .010554 .01 .570 .00 ' . F0515P , PAGE 2 WATER SURFACE PROFILE LISTING ....PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1: STA 243+50 .- STATION INVERT DEPTH W. s. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! 'ZL NO 'H - . - ' 'EV - FL EL - - EAERD. EL D - A - NO. - U I L/ELEM SO SF AVE HF . NORM DEPTH ZR 37.17 415.66 .922 416.80 7.3 6.40 .637 417.217 .00 1.047 1.50 . .00 .00 0 .0 46 .05000 . ..-. .009352 .00 .................570 ... .. .00 '37.63,.415.68 .961 416.643 7.3 6.10 .578 417.221 .00 .1.047 . 1.50 .00 .00 0 28 05000 - 008303 00 570 00 'C 37.91 .....415.70 . .1.002 4.16.697 ..........7.3. . 5.82 ..525- -.417.222 ..- .00 . 1.047- 1.50 .,: . .•oo. .00 :'°' . .09 05000 . . . .007377 ., . . .570 . . 00 38.00 415.70 1.047 416.747 7.3 5.54 477 417.224 00 1.047 1.50 vu 00 0 0 C .............: WALL-. ENTRANCE 00 ................................................H. ., '-:'- 38 00 415.70 1.615 417.315 7.3 1.14 020 417.335 00 483 4-.00 4.00 00 0 t 97 07500 000125 00 201 00 - 38..97- 415 77 ...1 541 417 14 ......7-3 -.1.19 022 417.336 00 483 4 00 4 00 .00 0 92 07500 000142 00 201 - 00 39.89 415.84 1.470 417.312. 7.3 1.25 024 417.336 00 483 4 00 .00 .4 00 0 .0- ........ . 000 162 ..........00. '-201 ..................- ....-.... ........00 ............. 40 76 415.'91 1-.402 417.309 7.3 1.31 027 417.336 00..483 4.00 COO 00 0 £ 83 07500 000185 00 201 00 41.59... 415.97 -1.337 . 417-.306.. -.7.3 1.38 .030.......41.7.336 ..........00...........483 ...................4.00 .. .. 4.00.-. 00-,. " 0 41 07500 000205 00 201 00 C 42.00 416.00 I.306 417.306 7.3 1.41 031 417.337 00 483 4.00 4.00 00 0 0 . . .,. C WALL EXIT . . .,. . . .. ... . - . . . '..' .00 -. .., 42:00 416.00 1.306 417.306 7.3 1.41 .031 417.337 .00 .483 ' 4.00 4.00 .00 0 42.00 416.00 331 '416.331 7 25-17 9 839 426.170 00 1.047 1.50 00 00 0 F0515P , . . . .' ' PAGE - .. . WATER SURFACE PROFILE LISTING .. ,. . . .. t PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1: STA 243+50 PROFILES; 0150: 02=100 'FILE NAME: IHDPAL . . . . . . LTMV REVISED; 9/25/90 NODE #: 110 STATION INVERT DEPTH W. S., 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AUP t. ELEV OF FLOW ELEV ' HEAD GRD.EL'. ELEV DEPTH DIA ID NO. PIER L/ELEM .. SO ' ,. ....., SF AVE ' HF . ' NORM DEPTH . ********************* ***** ******** 13.39.-..45000 , . - . .401807 5.38 . .320 '' - 55.39 422.03 . .339 422.365 -. 3 24.33 .00 Cl 9.19,4 431.559 . .00 1.047 1.50 .00 .00 0 8.90 .45000 .357585 3.18 .320 00 C .'"' .1 Q47 cIQ j.) -1 i • 3 00 - - - - - 278 1. - - - _j() - - CI - 69.72 420.48 .363 428.839 1.3 22.12 7.599 436.438 .00 1.047 1.50 .00 .00 Cl .0 or 3.84 .45000 .273387 1.05 320 .00 73.56 430.20 .375 430.577 '7.3 21.10 6.912 437.489 .00 1.047 1.5() .00 .00 0 ) -- 2.91 .45000 .239002 .70 .320 .00 -.76.47 .431.51 .388 431.898 7.3 20.11 .6.280 .438.178 .00. 1.047 .... 1.50.__..--_-.O0 .....00 0. .0 2.30 .45000 .209190 .48 .320 .00 or 78.77 432.55 .402 432.951 7.3 19.16 5.700 438.651 .00 1.047 1.50 .00 .00 0 .0 • 1.89 .. .450Q0 .. .. .. . .183138 .35 . .. .320 ...........00 0 80.66 433.40 .416 433.814 7.3 P18.25 5.172 438.986 .00 1.047 1.50 .00 .00 0 1.58 .45000 . . .160208 .25 . .320 .00 ...82.24..:434.11. .430 434.538. . 7.3 17.42 . 4.713.. 439.251 .00 . 1.047 .. 1.50.........00 .00 .0 •.. .0 P 1.33 .45000 . . . .140161, .19 .320 . .00 8357 434.71 445 435.153 7.3 16.59 4.274. 439.427 00 1.047 1.50 - 00 00 0 0 . ..• .. .. . .122740 ........14 . . T ... .320 . ...00 84.71 435.22 461 435.682 7.3 15.64 3.894 439.576 flO 1.047 1.50 00 00 0 .99 .45000 .. - . . .107499 ' .11 .320 ' ' .00 • 85.70.....435.66: . .477 436.141 .. 7.3 1.08 3.532. 439.673 .00 1.047 . 1.50 -. .00 .00 .0...... • .. . . F0515P . . PAGE WATER SURFACE PROFILE LISTING . • . PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1: STA 243+50 . . . . . '. . r . . PROFILES: 01=50: 02100 FILE NAME: 1HDPAL . LTMV REVISED: 9/25/90 NODE *: 110 STATION. . INVERT DEPTH. W.S.• . 0 VEL VEL . -ENERGY SUPER CRITICAL .. HGT/ ....BASE/ ZL - NO .AVBP -. - • ELEV OF FLOW ELEV . • HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF . NORM DEPTH • ZR dp .85 .45000 .094148 .08 .320 • .00 dp 86.55 436.05 .494 436.343 7.3 14.40 3.219 439.762 .00 1.047 . 1.50 .00 .00 0 .......45000 . . .082463 .06 .320 . .00 '. - 87.30 436.39 .511 436.898 7.3 13.72 2.924 439.822 .00 1.047 1.50 .00 .00 0 .66 -. 45000 . .072225 . .05 . - .320 . .00 , . 87.96 436.68 .529 437.211 7.3 13.08 2.658 439.869 .00 1.047 . 1'.50 .00 _0 0 fi 9 • .57 45000 .063305 .04 .320 .00 88.53 436.94 .348 437.489 7-3 12.48 2.418 439.907 .00 1.047 1.50 .00 .00 0 .51 45000 . .05552'3 - . 03 320 . 00 • 89.04 437.17 ...•- .568 .-'----.. 437.736 7.3 ••--..•-.• 11.89 .,-..--. 2.195 ----- •, 439.931 .00 .• 1.047 ---- 1.50 -•- .00 . .oc:) o ...-320 - - ---.- .00 .45 .45000 .o4898 .o .0 G' 49 437.37 588 437.958 7.3 11.34 1_995 4.39.95. i u47 1.5 - C) 00 00 0 0 39 .45000 .042732 .:z . -•-•- .32C> .00 . 89.88 437.55 .610 438.156. 7.3 10.81 . 1.816 439.972 .00 1.047 1.50 .00 .00 0 .0 35( 45000 037522 1 3,20 00 90 235 47 70 632 438.334 7.3 10 .31 1.651 439.985 ( 1.047 1.50 00 00 0 3) .45000 . . .032941 .01 .320 .00 - 90 53 437.84 655 438.494 7 3 9 83 1 499 439.993 00 1.047 1.50... 00 00 0 0 27 45000 028951 01 320 00 90 80 437 96 680 438.'636 7.3 9.37 1 364 440 002 00 1 047 1 50 00 00 0 0 23 45000 025457 01 320 00 91.03 438.06 .705 438.768 . 7.3 8.94 1.240 440.008 .00. 1.047 1.50 .00 .00 0 0 . . F0516P - . .. - .....;...-....... PAGE. 5 . WATER SURFACE PROFILE LISTING : j . . PALOMAR AIRPORT ROAD HYDRAULICS. AREA i: STA 243+50 . . .., - ._. .......PROF.ILES .0150: 02100. FILE _NAME :.....-1HDPAL ......... .......-... .............. LTMV REVISED: 9/25/90 0 NODE *: 110 VEL VEL . ENERGY SUPER . CRITICAL. HGT/ BASE/ ZL NO A)PF STATION INVERT DEPTH ELEV OF FLOW 5 ELEY HEAD GRD EL ELEV DEPTH DIA ID NO -_PIER L/ELEM SO . . . SF AVE HF • NORM DEPTH ZR ..', .20 .45000 .022392 .00 .320 . .00 : _.91.123. 732.....438.885 ..................8.52 ........1..127..-..-.440.012 .00......1.047 15 ...-...00__--00------ .0 17 45000 - 019716 00 320 00 91.40 438.23 760 438.991 7.3 8.12 1.024 440.015 00 1 047 1 50 00 00 0 _.-.___.15-_- -15.- 45000 -. - - -. - 017.368 00 320 00 - - 91.55 438.30 .789 439.087 .7.3 7.74 .931 440.018 .00 1.047 1.50 .00 .00 0 12 45000 015312 00 320 00 43•35.. .820 439.173 7•3. . 7.38 .......B46- 440.019 .00 1.047 . .......1.50 - _00.... .00 -0 -. .0 - 11 45000 o13511 00 320 00 91.78 438.40.852 439.252 7.3 7.04 - .769 440.021 .00 1.047 - - .00 .00 0r ....08. .45000 . .. . . .011933 . .00 . .320 .00 91.86 438.44 .886 439.323 7.3 6.72 .700 440.023 .00 1.047 1.50 . .00 .00 0 .06 .45000 . . .010554 ))(, . .320 .00 - - 91.92 438.46 .922 439.387 7.3 6.40 .637 440.024 .00 1.u47 .50 .00 .00 0 ." 04 .4560c) . . 009352 . 0u . 32k' . 00 91.96 438.48 .961 439.44. . 7.3 6.10 .578 44o.02 , .o , 1.047 1. 50 .(M.' .00 6 91.99 438.50 1.002 439.498 7.3 5.82 .525 440.023 .00 1.047 1.5C) .00 .00 0 .01 .45000 .007377 .00 .320 . .00 92.00 .438.50 1.047 439.547 .7.3 5.54 .477 440.024 . :OO 1.047 1.50 .00 .00 0 . .0 WALL . ENTRANCE . . - .00 ..........( 92.00 438.50 1.615 440.115 7.3 1.14 .020 440.135 .00 .463 4.00 4.00 .00 0 .0 F05 15P PAGE . . . WATER SURFACE PROFILE LISTING FALOMAR AIRPORT ROAD HYDRAULICS AREA 1 SIA 24 +50 PROFILES: 0150: 02=100 FILE NAME: IHDPAL . • - .... . LTMV REVISED: 9/25/90 NODE #: 110 STATION INVERT DEPTH W.S.0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ Z NO AVBPF ELEV OF.FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. I PIER ..L/ELEM. -SO ............................ ......... . SF AVE HF NORM DEPTH. . . . . . . ZR 40 43 / 0 •••... ':. e ** WARNING..NO. 2 ** - WATER, SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKUS. W.S.ELEV = INV + DC ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.SELEV INV + DC F0515F PAGE ( ,, . WATER SURFACE PROFILE.LIST1NG PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1: STA 243+56 PROFILES: 01=50: 02100 FILE NAME: 1HDPML . T LTMV REVISED: 9/25/90 - NODE : 110 -.•-• STATION INVERT DEPTH . W.S. 0 VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AVBF'r ELEV OF FLOW ELEV' ,. HEAD GRD.EL. ELEY DEPTH DIA ID NO. PIER L/ELEM . SO .....' SF AVE , HF NORM DEPTH - '- . ZR - .... .00.......41.3.80 .......665..' 414.465 - . ' 8.3 10.98 '1.'872 . 416.337 00 .' 1.116 . 1•50 :-' .00 .00 .85 .05(100 . . .03845 .03 .620 ' ' .00 85 413.84 666 414.508 8.3 10 95 1.862 416.370 uc> 1 116 A.-50 00 00 0 0 • . . ...-9. 94 ......05000 .035400' .35 .620 ..,. : -.; .........00 ..... .10.79 414.34 .690 415.030 8.3 10.44 1.693 416.723 ' .00 1.116 ' 1.50 .00 , .00 0 '. 6.77 .05000 . . , 031115 .21 ' .620 . ' . ' .00 .17.56.. 4I4.68::.. .716'- 415;394 .'. 8.3'......9.95 1.538 416.932 .00 ' 1.116.: ,,:' ' 1.50: ......'.00::.......00'..:.O'....'.0 - , 4.95 .05000 . , .027393 .14 . .620 . .00 22.51 414.92 . .744 415.669 8.3 9.49 1.397' 417.066 .00 1.116 '1.50 .00 .00 : 0 , :_:.3.a3... .os000'. .024126'.. . .09 . ' . .620 '. :'. ' ......' .0Ô ' . 26.34 415.12 -' .772 415.889 8.3 9.05 1.272 . 417.161 .00 1.116 . 1.50 .00 .00 0 2.97 .05000 ' .021256 .06 ' ' .620 ' .00 40 .T 29.1.-- 415.27 .802. 416.068 .8.3 . 8.63 1.156, .417.224 , .00 " 1.116 :1.50-.1---.00. .00..'. 0. ' .0 2.37 .05000 0 , . 0 .018745 .04 0 ' .620 . .00 31.68 415.38 .833 416.217 8.3 ' 8.23 1.051 417.268 ' .00 1.116 1.50 .00 . .00 0 , 1.87 . 05000 . 0 ' '. ' • .016545 ' . .03 ' .620 . , ':'.'.. 3 .55 0 415.48 . .866 416.344 8.3 7.84 .956 -- 417.300 .00 0 1.116 , 1.50 .00 .00 0 ..J 1.47 .05000 .014623 .02 0 .620 • • .00 -....35.02:....41555 --.901 416.452. - 8.3' 7.48 • .868 , 417.320 .00 1.116 1.50 .00. . -.00 0 .0 1.10 .05000 • - .012949 • .01 • 0 .620 - • .00 '0 36.12 415.61 .939 416.545 8.3 7.13 .790 417.335 .00 1.116 • 1.50 .00 .00' 0 - .85 .65000 - ' . .011483 .01 .620 ' .00 • FOSLSP 0 ' PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1; STA 243+50 - PROFILES: 0150: 02"100 FILE NAME: 1HDPAL 0 - I TM' .. 'I I T.cr:n. C I"' IQ,'I Kin r, it • I I (% - NUhi1 L)EPIH ZR *** ***j **•*****1 **** * - r 56. Y7 415.65 .978 416.627 8.3 6.80 .718 417.345 .00 1.116 1.50 .00 .00 0 58 osoo: .010198 .01 .62': .0: 37.55 . 415.68 1.020. 416.693 3.3 6.48 . .652 417.350 .00 1.116 . 1.50 ......... .00 0 .0 F .05000 .009000 ('0 620 .00 37.90 415.70 1.065 416.760 8 6.18 593 417.353 00 1.116 1.50 00 00 0 10 05000 008105 uo 620 00 3(3.00: 415 70 1 1,16''416.816 (3.3 5.89 538 417.354 00 1.116 1.50 00 00 0 WALL ENTRANCE (10 'S 3.8 00 415 70 1.757 ..41.7..457 .8 .3 1.19 022 417.479 00 525 4 00-,.,...4.. 00-- 00 0 0 1.05 07500 000128 00 220 00 39.05 415.78 1 676 417.455 8.3 1.25 024 417.479 00 525 4'.00 4 00 00 0 0 - 1 00 07500 . 000146 00 220 - 00 - - 46.05 415.85 .1 .598 417.452 13.3 1.31 027 417.479 00 525 4.00 4.00 00 0 -' 95 07500 000166 00 220 .00 41 00 41.5..92 1 525 41-7.45U 8 3 1 37 029...--.417. 479 00 525 4.00 4 00 00 0- 0 91 07500 000189 00 220 00 41.91 415.99 1.454 417.447 (3.3 1.,44 032 417.479 00 525 4.00 4.00 00 0 ........ . . .00004 ..........00 ..220 ................- .................00._-.-....... 46 42.00 416.00 1 448 417.448 8.3 1.45 033 417 480 ou 525 4.60 4.00 00 0 - ol WALL EXIT CIO ..42..00 416.00 - .1.448 .417.448 8.3 1.45 .033 417.480 .-00 .525 ... 4.00 4.00.........00 . 0... .0 42.00 416.00 355 416.355 8.3 25.94 10.446 426.801 . .00 1.116 . 1.50 .00 .00 0 ..- . . . . . . F0515P . . . RAGE . 3 WATER SURFACE PROFILE LISTING S PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1: STA 243+50 . 5-.. ......PROFILES: 01=50: 02=100 FILE NAME:...1HDPAL ... . LTMV REVISED: 9/25/90 NODE #: 110 5 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL . HGT/ BASE/ ZL NO AFI ......................ELEV OF FLOW ELEV . . S . HEAD GRD.EL. ELEV . DEPTH .. DIA .D NO. . -.... P.IER - L/ELEM SO SF AVE HF NORM DEPTH . ZR t . 2.69 .45000 .410488 1 • 10 340 44.69 417.21 .356 417.567 31 25.78 10.317 .427.884 .00 i.116 1.50 .00. .00 0 .0 • 13.55 .45000 . .. -. .381451 .517 34t:) . .00 re 58.24 423.31 .368 423.676 8.1 24.63 9.419 433.095 .00 1.116 1.50 .00 .00 0 ...7..24 .....45Ou0.............................................. ..........33t3_42_____......._. .............4() ._.... ..UC1.._._.... -- 186jj& _. I - -. 5335.jft - - job- 50 jjjE.00 O -' 4.83 .45000 . .291864 1.41 .340 70.31 428.74 .394 429.133 8.3 22.37 7.772 436.905 .00 1.116 1.50 .00 .00 .0 - 3.56 .45000 . .255369 .91 73.87 430.34 .408 430.749 8.3 21.34 7.069 .437.818 .00 1.116 1.50 ..00 .00 0 -. 2.7.7 - .45000 . .. .223492. . .62 ........... .340 ...... -.......00 ............. 76.64 431.59 .422 432.012 8.3 20.34 6.426 438.438 .00 1.116 1.50 .00 .00 .0 T 2.24 .45600 . .195450 .44 . -.340 .... . .00 78.B8...432.60 .436 433.034 .. 8.3 19.39 5.840 . 438.874 . .00. 1.116 ..:. .1. 50 , - .00 ....0...... .0-- 1.85 .45000 . .171075 .- .32 .340 . . 00 80.73 433.43 .452 433.881 . 8.3 18.49 5.306 439.187 .CO 1.116 1.50 .00 . .00 0 . .0 1.56 ...45000 . ............. .149785 .23 . . . 4340 . ......................... .00 . . .... • 82.29 434.13 .467 . 434.597 . 8.3 17.62 4.822 439.419 .00 1.116 . . 1.50 .00 .00 0 1.32 .45000 . .131127 .17 . .340 . .00 C. -.83..61...434.73 . .484 . 435.209 . 8.3 16.80 .4.383 439.592 . .00 . 1.116 . 1.50 .........00 .....00 ..0 ........... 1.14 .45000 . . . -.114905 .13 . . .340 .00 84.75 435.24 501 435.739 8.3 16 02 3.9B7 439.726 00 .1 .116 1.50 00 00 0 0 • . . .. . . F0515P - . . PAGE . .......... . ... WATER SURFACE PROFILE. LISTING ......... . . . . .. . C . PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1: STA 243+50 .. . PROFILES: 01=50: 02=100 FILE NAME: 1HDPAL LTMV REVISED: 9/25/90 NODE #: 110 ... . . .- ....... ........ . .... STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ RASE/ ZL NO ABP ELEV' OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM. .. SO : ... . SF AVE HF NORM DEPTH ...............ZR . ........ - .99 45000 . . . -.100682 .10 .34(). . . .. - .00 85.74 435.68 .519 436.201 8.3 15.29 3.628 439.829 .00 1.116 1.50 .00 .C)0 0 . .86 .45000 .088225 .08 . . . .34o .00 & 96.60 436.07 .537 436.607 6.3 14.56 3.292 439.899 - .00 1.116 - 1.50 .. .00 00 0 .0 - V .75 .45000 .077355 .06 .340 . .00 87.35 436.41 .557 436.965 8.1 1.3.90 >01 439.966 .00 1.116 1.50 .00 .00 o OL .66 .45000 - . . 067874 .04 . .340 ioo - 88.01 436.70 .577 437.282 8.3 - 13.24 2.721 440.003 - .00 1.116 150 .00 .00 0 AJ .58 .45000 . . - - .59510 .03 - . .340 .00 88.59 436.97 .597 437.564 8.3 12,63 2.478 440.042 .00 1.116 - 1.50 .00 .00 0 .0 51 . 45000 .(-)522(-')3 . o: . . . 34>:> r s "05851M . '- - - - - .... - - - ME 89.35 437.40 .642 430. (14 - 0.3 11.48 2.046 440.088 .00 1.116 1.50 .00 .00 0 .40 . 45000 . 040290 . 02 .34o . '30 .89.95 437.58 .666 438.244 8.3- 10.95 1.862 440.106 .00 1.114-- . . 1.30 - .00 -• ..00 -0 .0 35 43(1(10 035400 01 340 00 90.30 437.73 .690 438.425 8.3 10.44 1.693 440.118 .00 1.116 1.30 .00 .00 0 .0 .31 45000 031113 01 340 - - - 00 90.61 437.87 716 4 8 88 8.3 9.95 1.538 440.126 (U0 1 116 1.50 (10 0(1 0 26 45000 027393 01 340 00 _.-90.8Z-.--_A37.,99 .. 744 438.736 & 3 9.49 1 397 440.'133 110 1.116 1 50 00 . 00 0 F0515P . . PAGE 5 ••. .• WATER SURFACE PROFILE LISTING -- ...;............- ............PALOMAR AIRPORT ROAD HYDRAULICS. AREA IS TA 243+30 .-...............................- . • ,• PROFILES: 0150: 02100 FILE NAME: 1HDPAL -. LTMV REVISED: 9/25/90 NODE *:110 • STATION.._.INVERT.....DEPTH . W.S.- .... Q.... VEL VEL ..........ENERGY SUPER CRITICAL.................... HGTt_,..BASEL.......ZL NO...AVP ELEV OF FLOW ELEV - HEAD GRD.EL ELEV DEPTH DIA - ID NO PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 2 45000 024126 01 340 00 91.10 438.10 .772 438.868 . 8.3 9.05 1.272 440.140 .00 1.116 1.50 .00 Ocv 0 c0, - 20 45000 021236 00 340 - 00 - 91.30 438.19 .802 438.988 8.3 8.63 1.156 440.144 .00 1.116 1.50 .00 .00 0 .17 .45000 . .018745 .00 .340 ' .00 .-.--9.1.47....438.26 .. .833.. 439.096 '-8.3 . . 0.23 1.051. .440.147 .....00 1.116 ...............4.50 ....- .00..-. .00.. :o .........i 15 .45000 . .016545 .00 .340 .00 91.62 438.33 .866 439.194 8.3 7.84 .956 440.130 .00 1.116 1.50 .00' .00 0 .0 fU 45000 .' ...... . .014623 .........0 . .34') ......................... 91.74 438.38 .901 439.283 8.3 7.48 .848 440.151 .00 1.116 1.50 .00 .00 0 09 45000 012949 - 00 340 0(1 - . . .9.1.83 .438.42 939 439.363 . 8.3 7.13 .790 -440.153 .00 1.116 1.50 -.00 .00--.0 .0 qu .08 '.45000 .011483 .00 ' .340 .c10 . t. .•-• . .. -1 91.91 438.46 .978 439.436 8.3 6.80 .718 440.154 .00 1.116 1.50 .00 .00 .0 0 qU - .05 .45000. - . - .010198 - .....00 411 . .00 .340 . 91.94 438.48 1.020 439.501 8.3 6.48 .652 440.153 .00 1.116 1.50 .00 .00 Ci W 03 450'0 . 009080 .00 * .340 .0o l.qq 4'(. fl 1.(')A 7'Al PL:* 440_.11.f4_ .. 1.11A 1.. 00 ..-.. ---.-- ..-- -.-- •- : ' -... - -.- -.-.- _: .01 .45000 .008105 .00 . .340 .00 92.00 438.50 1.116 439.616 8.3 • 5.89 .538 440.154 .00 1.116 . 1.50 .00 .00 C> WALL ENTRANCE . . .. . . . 0 .. . . ..•• - 0 -- -.00 . 92.00 438.50 1.757 440.257 8.3 1.19 .022 440.279 .00 .525 4.00 4.00 .00. 0 .) . . .. - . ....... F0515P . . . PAGE 6 • . WATER SURFACE PROFILE LISTING .. PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1: STA 243+50 . ) - ...........• PROFILES; 0150: 02=100 FILE NAME;.. IHDFAL 0 ..................- .... LTMV REVISED: 9/25/90 NODE 4*: 110 . -. STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL • HGT/BASE/: ZL NO AF 0 ..ELEV. OF. FLOW • ELEV ... ., ., HEAD GRD.EL. ELEV DEPTH • NO.. ..ID F; ER L/ELEM . SO . . . . • SF AVE HF • • NORM DEPTH ZR • 0 ) 0• 0 0 • 0 ,0 0 0) 0•• •0 0•0 0 . 0 0 • 0 . • .: 0 0 ,0 •0 . 0 0• • . • 0 • 0 • 30 : 0 0 - - • 0 . . 0 0 0 • 0 0 0 0 - - - - - - - - - - - - - MM - - . - 'U. r. For: P 0 .ciinc,Iouies - SIN 558 .** WARNING NO. 2 ** - WATER SUF:FCE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC. . ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN 15 LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV + Q( . F0515P PAGE ( WATER SURFACE PROFILE LISTING . .. . PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1. STA 240+97 ............... PROFILESI 01=50. 02=100. FILE--NAME: IHDPRT. NODE #: 130 LThV REVISED: 9/25/90 STATION INVERT DEPTH W.S. .0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! . ZL NO AV .......................-ELEV OF FLOW ELEV . . HEAD GRD.EL. ELEV DEPTH . DIA ID NO. PIER L/ELEM SO SF -AVE . HF NORM DEPTH ZR 00 400 70 ..330 401 030 6.4 22.22 7.668 408 698 00 978 1 50 00 00 0 • 18.25 ....33039 .329547....6.01 . . .330 .......'•-•-•• .00 ..... 18 25 406.73 . 330 407.058 6.4 22.22 7.668 414.726 00 . . 978 ,., 1.50 .., 00 00 . 0 27.29 33039 323751 8.84 30 45 54 415 75 332 416.079 6.4. 21,92 -7.459 423.538 00 978 1 50 00 00 0 20.70 33039 298150 6.17 330 00 - 66.24 422 58 344 422.928 6.4 20.'-72 6 793 429.7211 00 978 1.50 00 00 0 I 8..69.. 33039 260661 2427- 30 -00 74.93 425.46 355 425.612 .6.4. 19.94 6.173 431.985 00 978 1.50 00 00 0 5.35.33039 .. .227898 1.22 . .330 .00 ..80.28 ...-427.23.- .36e 427.593 - 6.4 18.99 5.600 433.193 .00 .978 1•50 .....00 .00 .....0 J 4- 3.81 33039 199355 76 3u .00 84.09 428.48 .380 428.861 6.4 18.13 5.104 433.965 .00 .978 1.50 .00 .00 0 vu i ........ 2.88 33039 .174232 .50 .330 .00 86.97 429.43 .393 429.828 6.4 17.30 4.646 434.474 .00 .978 1.50 .00 .00 0 2.29 .33039 . . .152455 .5 .330 .00 .89.26 430.19 .407 430.599 6.4 16.49 4.225 434.824 .00 .978 1.50 .00 .00 0 1.88 .33039 .133432 .25 .330 .00 IL 91.14 430.81 .421 431.233 6.4 15.72 3.840 435.073 .00 .978 1.50 .00 .00 .1.56 .33039 .116790 .18 .330 )oo 92.70 431.33 .436 431.764 . 6.4 14.99, 3.488 435.252 .00 .978 1.50 .00 00 0 1.32 .33039 - . .102242 .13 .(40 FOSISP . PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1. STA 240+97 . . ,. - PROFILES P!=3'4L2=10 - FILE NAME 1HDFRF NODE N 1 0 - - U k--'Lv HEAL) .3R0.EL. LLiV fEih 0114 . fl) . - - - - F - - 94.0 431.7 .451 -43-2.,L16 6.4 i4.2 .S1 a9 435.385 .u0 .978 1.50 .00 .00 4) - r 1.13 .3303Q . .089508 .10 .33') .00 95.15 4.32.14 .467 432.605 6.4 13.62 2.879 435.484 .00 .978 1.50 .00 .00 ) 98 33039 078370 08 330 00 96.13 432.46 .483 432.943 6.4 12.98 2.617 435.560 .00 .978 1.50 .00 .00 0 .84 .33039 .068618 . .06 . .330 .00 -..500. 433.239 -6.4. 12.30-2.380-435.619 .00 .978 1.50 --00 -.00 0. 74 33039 060128 04 330 00 97.71 432.98 518 433.500 6.4 11.81 2.165 435.665 00 978 1.50 00 00 0 64 33039 052726 03 330. .00 - 98.35 433.'19 537 433.730 6.4. 11.25 1.964 435.694 00 978 1.5c) oo 00 0 56 3309 046236 03 330 00 98 91 -433,38 556 433.935 6.4- lo 74 1 791 435 726 00 978 1 So 00.00 O C. . .49 .33039 .04'0540 . .02 .330 .00 99.40 433.54 .576 434.118 6.4 10.24 . 1.628 435.746 .00 .978 . 1.50 .00. .00 0 43 33039 035567 02 330 00 ( 99 83 433.68 597 434.281 6.4 9.76 1.478 43'5.759 oo 978 1.50 00 00 0 .38 .33039 .031203 . .01 .330 .00 . . ---100.21 433.81 s618 434.427 4 9.30 1.344 435.771 .00. . .978 . 1.50 -.00 .00 0 .33 .33039 . .027388 .01 .330 .00 . 100.54 433.92 641 434.558 6.4 8 J6 1.220 435.1778 00 978 1.50 00 .00 0 .28 .33039 . . . .., . .024068. ......01 .330 .00. F0515P PAGE WATER SURFACE PROFILE LISTING . . PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1. STA 240+97 . . . . -, . ... ( . PROFILES: 0150. 02100. FILE NAME: 1HDPRT. NODE #: 130 LillY REVISED: 9/25/90 - STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AV ELEV OF FLOW ELEV - . HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER,- L/ELEM SO SF AVE HF NORM DEPTH Z 100.82 434.01 .665 434.a76 6.4 8.45 1.110 435.786 .0') .978 - 1.50 .0') .00 0 .25 .33039 . .. -. .021159 .01 .330 .Oo ---1011)7 434.09 .690 434.782 6.4 8.06 1.0')9 435.791 .00 .978 1.54) .0') .00 0 0 9 )11)() 00 0 U)) - Eli - ;. .• 435.?i,' ' - I. u .18 .33039 ' .016365 .00 .330 .00 r 101.46 434.22 .743 434.'i64 ..4 7.33 .835 435.799 .(.'O .978 1.50 .00 .00 0 .15 .33039 .014415 .00 330 .00 r 101.61 434.27 .771 435.042 6.4 6.99 .758 "435.8(n) .00 .978 1.50 .00 ;00 ' 0 .12 .33039 . .012699 .00 ' .330 ....00 ( ' 101.73 434.31 .801' 435.113 6.4 6.67 .690 435.803 .00' .978' 1.50 .00 ;00 t) r , .10 .33039 .011400 .00 , .330 .00 • 101.83 434.35 .832 435.177 6.4 6.36 .627 435.804 00 .978 1.50 .00 .00 0 .08 .33039 ' .009885 .00 . .30 , .00 (2 434.37 •..865'435.234 6.4' 6.06 570 435.804 .00 . '".978 " '"1.50 .........00'"'; 00'' 0' 05 ' .33039 , ' .008737 00 , .33o .00 101.96 434.39 .900 435.287 6.4 , 5.78 ' .518 435.805 .00 .978 1.50 .00 .00 0 ç , .03 . . 3303 .......,. : . ' .' , .007733 .00 , . "'".330 " . ' ........... ' 00'" 101.99 434.40 ' .937 435.334 . 6.4 . 5.51 , .471 435.805 .00 .978 ' 1.50 .00 ,' .00 0 C 01 33039 006848 00 330 00 ( • .102.00 . .34.46 ......978.435.378 . 6.4 . 5.25 ' .427 435.805 .00 , .978 1.50"" .00 '00 "0 ' WALL ENTRANCE ' ' ,. .00 FO515P . . . " . . " ''' ' PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1. STA 240+97 .....................PROFILES: Q1=50.-02=100. FILE NAME: IHDPRT. NODE *: 130 (' LTt1V REVISED: 9/25/90 STATION INVERT DEPTH W.S.- 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AV ELEV . OF FLOW ELEV ' . ' 'HEAD GRD.EL. ELEV DEPTH ' ": DIA ID 'NO ......PIER L/ELEM SO ' . ' SF AVE HF ' NORM DEPTH ' ZR * ******* ***** ******* ****** * * **** ** **** * * * ** ** *** * ** *** * * *** * ***************** * * * ***** *** ***** * * ** **** ** * ***** ********** * **** * * *** 102.00 434.40 1.488 435.888 ' ' 6.4 1.09 .018 435.906 .00 .444 . 4.00 4.0') .00 0 ( C ) - - - - - - - - - - - - - - - - - - I - ** WARNING NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC r ERROR MESSAGE -NO. 2 WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV + DC F0515P . PAGE WATER SURFACE PROFILE LISTING .. PALOMAR AIRPORT ROAD HYDRAULICS AREA 1.. STA.240+97 '.. . . .. PROFILES: Q150. 02100. FILE NAME: 1HDPRT NODE *: 130 LTt1V REVISED: 9/25/90 . . STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AV ELEV OF FLOW .ELEV HEAD GRD.EL. ELEV DEPTH DIA ....ID NO."--.--- 'PIER r L/ELEM SO SF AVE HF NORM DEPTH ZR 0') 400.70 375 401.075 8.3 23.99 8.935 410.010 00 1.116 1'.50 00 00 0 .__42.63 33039 321298 13.70' 370 42.63 414.79 381 415 167 8 3 23.45 8.536 423.703 oo 1.116 1.50 00 00 0 & 19.84 33039 291864 5.79 370 00 62 47 421 34 394 421.735 8.3 22i37 7.772 429.507 00 1.116 -1.50. 00 00 0 9.24 33039 255369 2.36 370 00 71.71 424.39 4i8 424.800 8.31. 21.34 7.069 431.869 00 1.116 1.,50 00 00 0 5 ea. .33039 - 223492 1.31 370 00 - 77.59 426.33W 1 .422 426.757 , 8.3 20.34 6.426 433.183 .00 1.116 . 1.50 .00 .00 .0 4.22 33039 195450 82 370 00 81 81 ..:.427.73. 436 428.166 8.3 i9.39 5.840 434.006 00 1.116 1 50 00 00 -O ( 3.24 33039 171075 55 370 00 85.05 428.80 452 429.250 8.3 18.49 5.306 434.556 00 1.116 1.50 00 00 0 2 59 33u39 149785 39 370 00 87.64 429.65 .467 430.121 8.3 17..52 4.822 434.943 .00 1.116 1.50.' .00 .00' 0 2 11 3339 1.1127 28 371, 01) .89.75 430.35 .484 430.838 . 8.3 16.80 4383 435.221 .00 ' 1.116 ' . 1.50 .00 .00 ' 0 1.70 33039 114905 .20 37" 0() -- 91.53 430.94 .501 431.440 8.3 16.02 .3.987 435.427 .00 1.116 1.50 .00 .00 0 1.5(1 .33039 . .100682 , .15 .370 ' " ' .00 ..... 93.03. 431.43 .519 431.954 8.3 15.29 3.628 435.582 '.00 1.116 1.5') , .00) .00 , o -( 1.28 330.9 . .088225 .11 , .370 .00 - . FOS1SP ' . PAGE WATER SURFACE 'PROFILE LISTING . PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1. STA 240+97 PROFILES: 01=50. 02=100. . FILE NAME: 1HI)PRT. NODE *: 130 LTMV REVISED:' 9/25/90 STATION INVERT DEPTH W.S. Q. VEL VEL ENERGY SUPER CRITICAL . HGT/ BASE/ ZL NOiV, ELEV OF FLOW ELEV HEAL) 1,RL) EL ELEV L)CFTH OIA ID NO - PI ER • 'nw nw'w* t'tn *ftn n, wwnnn Sn ,..t 5' 4w _1.5_ ..cPR ...) 16 n . r 1.11 .3c339 ' . .077355 95.42 432.23 .557 432.733 3.3 13.90 3.001 435.784 .00 1.116 1.50 .00 .00 0 .96 .....33039 . . .067874 ...... . -. .370 .00 - ( 96.38 432.54 .577 433.120 8.3 13.24 . 2.721 435.841 ' .00 1.116 1.50 .00 .00. 0 .84 .33039 ' .059510 ' .05 , .370 ' .00 ..........97.22-......432.82.......597 433.418 , 8.3 12.63 2.478 435.896' .00 .....1.116 ....................1.50 ..........00 ''00"0 lb .73 .33039 .052203 04 .370 ' .00 97.95 433.06..619 433.681 8.3 12.05 2.253 435.934 00 1.116 1.50 00 .00 0 - .64 33039 045851 03 370 400 ( 98 59 .433.'27 642 433.915 8.3 11.48 2.046 435.961 00 1.116 1.50 00 00 0 56 33039 040290 02 370 .00 99.i5 433 46 666 -.434.124- 8 3 10 95 -1.1362 .435.986 00 1.116 - 1 50 - 00 0& 0 49 33o39 035400 02 370 00 99 64 433.62 690 434 311 8 3 10.44 1.693 436.004 00 1.116 1.,50 00 00 0 33039 '-'- " ..........................."O31115'-•-"-01 ...................................370.............................-0c---- 100 07 433.76 716 434.478 8.3 9.95 1.538 436.016 00 1.116 1.50 00 00 (' C. 37 .33039 ' .027393 .01 ' ' .370 .00 .-100.44--..433.88: 744 434.628 8 3 9 49 -1-:397 436 025 00 1.116 1;50 01) 1)0 0- .32 .33039 ' .024126 .01 . .370 .00 100.76 433.99 .772 434.763 3.3 9.05 .1.272 436.035 .00 1.116 1.50 .00 .00 0 ...:.,.,_,., ,3339 ''"'"" ' : '021256 .01 ' '' '.370 ................00 ( F0515P ' ' PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 1. STA 240+97 PROFILES: 01=50,. Q2=100. FILE NAME: 1HDPRT. NODE #: 130 L'TMV REVISED: 9/25/90 -STATION INVERT DEPTH W. S. 0 VEL ' VEL ' 'ENERGY SUPER CRITICAL ' ' HGT/ "BASE'/ ' 1L NO AV - c ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIERL L/ELEM SO SF AVE ' HF NORM DEPTH ZR 101.04 434.08 ,.802 434.884 8.3 8.6.3 1.156 436.040 .00 1.116 1.50 ..00 00 0 . .24 .3309 ' .018745 00 .370 -101. 28 . 434.16 '.833 434.994 8.3." 8.23 1.051 436.045 .00 1.116 '' '' 1.50 ''.00 .00 0 .19 .33039 ' .016545 .00 , .370 ' .00 0 101.47 434.23 .866 435.092 8.3 7.84 .956 436.048 .00 1.116 1.50 .00 .00 0 • - . ..-. - - .- - .v_, . -. . - ..- -. - ..- - 101 64 4 4 - 901 435.182 8 7 48 868 46 50 ' 1.116 1.50 on on n .13 .33039 . .012949 .00 .. .370 .00 101.7.7 434.32 939 435.262 8.3 7.13 .790 436.052..-..00 1.116 1.50 ;00-- .00 0 10 33039 . 01148S .00 • .370 - • .00 101!7 434.36 .978 435.335 8.3 6.80 . .718 436.053 .00 1.116 1.50 • .00 .00 0 . • .07 -.-33039- • .010198 .00 Q 101.94 434.38 1.920 435.401 8.3 6.48 .652 436.053 .00 1.116 1.0 .00 .00 0 05 33039 009080 00 370 00 1Q1....434.40 1.065 • 435.461... 8.3 6. 18 . 593- 436.054 .00 1.116 . 1.50 -.00 00 0 .01 .33039 . . . .008105 .00 • 102.00 434.40 1.116 • 435.516 8.3 5.89 .538 3o.054 .00 1.116 1.50 .00 .00 0 . ENTRANCE .. .......-. .•• . -. . . . . .. •.00 ..... 102.00 434.40 1 75/ 436.157 8.3 1 19 022 436.179 00 525 4 00 4.00 00 0 ) . . -, ,. . •• . . . . . . ) - . . . <. .- • ., . • -. J . • . U. - - - - - M EN! - - - - - MEN! - - M EN C For: P U iechno1oaje - S/N 558 ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN I-IDWKDS. W.S.ELEV = INV + D f ERROR MESSAGE NO. 2 WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV + DC . F0515P PAGE - WATER SURFACE PROFILE LISTING (•. PALOMAR AIRPORT ROAD HYDRAULICS: AREA 1: STA 240+97 PROFILES b150. 02100: FILE NAME: IRDPLT: NODE 4: 120 f LTMV REVISED: 9/25/90 STATION INVERT DEPTH. W.S. 0 VEL VEL ENERGY SUPER CRITICAL H BASE/ ZL NO AV ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPT DIAID NO.PIER ell L/ELEM SO . SF AVE HF NORM DEPTH ZR .00 426.00 .388 426.388 6.4 17.68 4.854 431.242 .00 .978 1.50 .00 .00 0 ( . 0O.....................................•93 ...310 ...00 .5.53 427. - .393 427.499 6.4 17.30 4;646 42.145 . .00 . .978 1.50 .00 .00 0 - C) 8.58 .20000 .152455 1.31 .370 .00 ç 141428.e2 .407498 6:4 :16.49 4.25 434 .00 :978 .' ç Th 5.55 o.......O ....20000 . . .1334:32 •74 - 370 .00. ( 19.66 429.93 421 430.352 6.4 15.72 3.840 434 192 00 978 .1 .50 00 00 0 ( 4.00 .20000 - .-. . . . .116790 .47 .370 .00 23 66 430.73 436 431 169 6.4' 14.99 3.4es 434.657 00 978 1.50 00 00 0 C 3.09 .20000. .102242 .32 .370 . .00 ( 26 75 431.35 451 41 8u1 6.4 14.27+ 3 169 4'34.'971) 00 978 1.50 00 00 () 2 46 2000 089508 22 370 00 C 29.21. 431.84 .467 432.310 6.4 13.62 2. 87 9 435.189 .00 .978 .1.50 .00 .00 C) (.. 2.03 20000 .078370 .16 .3 70 .00 (. 31.24 . .432.25 .483 432,730 6.4 12.98 2.617 435.347 . .00 . .978 .................1.50 .. .0.0......L0. .0 .' ( 1.68 .20000 .068618 .12 . .370 .00 32.92 432.58 .500 433.084 6.4 12.38 2.380 435.464 .00 .978 1.50 .00 .00 0 .' - C. - .. 1.42 ..20000 . . . .060128 ..09. .370 -. - . . . .ou... (.34.34 432.87 .518 433.385 6.4 11.81 2.165 435.550 .00 .978. 1.50 .00 .00 0 .. •1 1.20 2000 052726 06 70 00 ( . .• . 35.54 433.11 . .537 433.646 6.4 .11.25. 1.964 435.611 .00 .978 1.50 .00.. .00 0 C 1 .04 . 20000 . . - . . 046236 .05 .370 . 00 C F05 15P . . . PAGE (.. WATER SURFACE PROFILE LISTING . . FALOMAR AIRPORT ROAD HYDRAULICS: AREA 1: STA 240+97 PROFILES: 0130. 0210(''; FILE NAME: IHDPLT: . N0E,E4*: 12o . - . ......--...... • STATION INVERI LA" :ETH . w..3. J ./EL VEL ENERGY SUPER CRiTICAL HGT/ BASE! ZL NO!.., ELEJF fM M M M M H GR IH M MDIA D L/ELEM SO SF AVE HF NORM DEPTH ZR - 36.58 433.32 .556 433.1373 6.4 10. 74 - 1.791 435.664 .00 .978 .1.30 .00 .00 0 r .. . r 90 20000 .040540 .04 . .370 00 ...... • 37.48 433.50 .576 434.072 6.4 10.24 1.628 435.700 .00 .978 1.50- .00 .00 0 et .20000 •• .. 0355ol . _: .370 .90 - .. .597 434.247 6.4 976 1.478 45.75 .. .00 .978 ..1.50.00.00 0 .t .67 .20000 . . . .031203 02 . .370 •• .00 -- 38.92 433.78 . .618 434.402 . 6.4 9.30 1.344 435.746 . .00 ;978 . 1.50 ..00. :00 0 4 . . . . . .58 .20000 .027388 .02 .370 . . .09 - 39.50 433.90 .641 434.540 6.4 8.86 1.220 435.760 .00 .978 1.50 .00 .00 0 f.' 20000 . .024068. .01 • . .370 • ...00_•••• - 39.99 434.00 .665 434.663 6.4 8.45 1.110 435.773 .00 10 •• 90• " 42 .20000 .• . .021159 .01 •• .370 ••. .00 r 40 41 434 08 690 434 773 6.4- 8.06 1.009 435.782 00 978 'l.50 00 00 0 37 .20000 '. . . .cjls000 . .. ... ...... 40.78 434.16 •. .715 434.872 6.4 7.69 .912 435.791 .00 .978 1.50 .00 .00 0 .30 .20000 . •• . .01665 .00 434.22 .743 434.960 6.4 7.33 .835 .00 .978 1.50 . .00 .00 0 .26 .20000 . . .014415 .00 .370 . .00 L 41.34 434.27 771 435 039 6.4 6.99 759 435.797 00 978 1.50 00 00 0 .21 .20000 . .012699 .00 . .370 . . .00 41.55 434.31 . .801 435.111 8.4 6.67 .690 . 435.801 .00 .978 1.50 .00 .00 0 .17 .20000 .011200 .00 .370 .00 F05 15P PAGE . WATER SURFACE PROFILE LISTING . . PALOMAR AIRPORT ROAD HYDRAULICS: AREA V. STA 240+97 PROFILES: 01=50. oa-Loo: FILE NAME: IHDPLT: NODE : 120 V. LTMV REVISED: 9/25/90 . - . . STATION INVERT DEPTH W.S. • . 0 •VEL VEL . ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVf. & . ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO PIER( L/ELEM SO . SF AVE HF • NORM DEPIH • .. ) ZR ... * ( .41. 72 4.34.34 .832 435.176 a;4. 66 .627 435.803 .00 .978 'i.st: .00 .00 . ) .12 . .2000': .009885 .00 .370 .00 . 41.84 4.47 .865 435.234 6.4 6.0a .370 435.804 • .00 .978 1.30 .0') .00 0 - . . o08737 . 00 . • .37(). . - 1. •'• .7'.".' t••.JO ...4 .318 4.35.u04 .0'.) .78 1.50 .00 .00 0 f .) - - - - - - r . 007 . 370 41.98 434.4o .937 435.334 a.4 5.51 .471 435.805 .00 .978 1.50 .00 r .00 0 .t r .02 .20004:) .006848 .04) .370 .00 42 00 434.40 978 435.378 6 4 5 25 427 435.1305 oo 978 1.50 00 00 0 ( WALL ENTRANCE (V .00 42.00 434.40 1.488 435.888 6.4 1.09 018 435.906 00 444 4.00 4 00 00 4) co C. ( ( ( 1 ( C ( - - - ( (P4 (V C (V C ( (V (V V . V ( - - - - - - - - - - - - - - - - - -- - 5) ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT "ELEVATION IN HDWKDS. W.S.ELEV = INV + DC ERROR MESSAGE NO 2 - WATER SURFACE ELEVATION GIVEN 15 LESS THAN OR EQUALS 'INVERT ELEVATION IN OTLTUS W S ELEV = INV + DC F0515P PAGE. I . WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS: AREA 1: STA 240±97 . . -. PROFILES 01=50 02=100 FILE NAME 1HDFLT NODE 4 120 = LTMV REVISED: 9/25/90 -- STATION INVERT DEPTH. W.S. VELVEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVE ELEV OF FLOW ELEV HEAD GhD EL ELF-V DEPTH DIA ID NO. hER L(ELEM . SO. . '. . .. SF AVE HF NORM DEPTH ZR ***** ** * ******* * ** **** * ****** ** * ** ************* * ***** * * * ** * ** ****** *** * ** *** *** *** * ** ***** **** * *** ** **** ***** **** ************** -- * 00 426.00 450 426.450 8.3 18.61 5.378 431.828 00 1.116 1.50 UO 00 I) i 46 20000 161079 43U 00 10 29 452 426 744 8.3. 16.49 5.306 432.050 JO 1.116 l.'50 00 00 0 9 32 200 149785 1 4 430 00 10.78 -428.15 .467 -428.622 8.3 17.62 4.822 433.444 .00 1.116 1.50 .00' .00 0 .( oobo S .................SSS S_ .80 - '. '.43O...........................--S.:o ............ 16.90 429.38.484 429.864 8.3 16.80 4.383-434.247 .00 1.116 h50 .00 .00 0 .0 4.49 20000 114905 ..430 00 13 21 39 430 28 501 430 779 (3.3 16.02 .3 .987 4t4.766- 00 1 116 '1;50 00 00 0 5 5 3.47 .20000 5 5 - .100682 . .430 .00 24.86 430.97 .519 431.491 ' '8.3 15.29 3.628 435.119 .00 1.116 - 1.50 .00 .00 0 .0 2 79 20000 088225 25 430 00 S S S 27.65 431.53 537 432.067 8 3 14.56 3.'292 435.359 00 1.116 1.50 00 00 0 2.28 .20000 . ' .077355 .18 .430 .00 29.93 431.99 .557 432.543 8.3 13.90 3.001 435.544 .00 .1.116 1.50 .00 .00 0 .0 1.91.20000, 5 . o67874 .17, - . , .430 .00 5 31.84 432.37 .577 - 432.945 ' 8.3 13.24 .2.721 435.866 .00 1.116 -- 1.50 .00 .00 0 4b.-(- 1.62 .20000 - S S 5 •0595i0 .10 ; .430 .00 33 46 432 69 597 433.289 8+..3 12.63 2.478' 435.767 00 1.116 1.50 00 00 0 ) ' 1.38 .20000 - .052203 .07 .430 .00 34.84 432.97 619 433.586 8 3 12.05' 2.253 435.839 00 1 116 1.50 00 00 0 S -- 1. 18. .20000 . . .045851 . 0 . .430 .00 F0515F . PAGE WATER SURFACE PROFILE LISTING J F1LflMAR AIRPORT ROAD HYDRAULICS AREA I 40±97 - - PROFILES.: 01=50. 02=100;. FILE NAME: IHDFLT: NODE : 120 S ) L .FIV REVISED: 9/25/ - • -- . - ............. .... .. - _- IU ELEV OF FLOW ELEV HEAL) GRD. EL. ELEV DEPTH DiM 10 NO. PIEF. L/ELEM SO SF AVE HF NORM DEPTH ZR ) • ************** ********************************** **** ******************* ** ** ******* ** *** ********* ******3. ) 36.1)2 433.20 .642 433.845 8.3 11.48 2.046 435.891 .oç..........1.116 1.50 .00 .00 0 .01 . 20000 040290 .04 .430 7 4 41 c,66 44 072 3 Il) 95 1 86 4i 9 1)1 1.116 1.5(-) (II) (11) (I 86 .20(-.)o(.) . (:13540): . oa . 37.91 433.58 690 434.273 8.3 10.44 1.693 435.966 (0 1.116 1.50 (II) OIl (1 1 . . 76 2000(1 031115 IL 30 0(1 ) 38.67 433.73 .716 434.450 8.3 9.95 . 1.538 435.988 .00 1.116 1.50 .00 .00 C, 65 20000 027393 43 39.32 433.86 744 434.608 'S.3 9.49 1.397 436.005 ou 1.116 1.50 00 00 0 ( .56 .20000 . . .024126 .01 .430 .00, 39 88 433 98 772 434.748 ", 8 3 9.05 1.272 436.020 00 1.116 1.50 00 00 0 I .48 .20000 . . . .021256 .01 . . . .430 -. .00 ) 40.36 434.07 802 434.874 8.3 8.63 1.,156 436.030 00 1.116 1.50 00 00 0 ) I 41 20000 018745 01 41( 00 40.77 434.15 83 434.987 8 8.23 1 051 436.038 00 1 116 1.50 00 00 0 .34 .20000 . . .016545 .01 .430 . .00 4V1f 44 22 866 435 088 8 3 7 84 956 4:6 044 0(1 1 116 1 50 06 00 I) 28 20000 014623 00 430 00 41.39 434.28 901 435.179 8.3 7.48 868 436.047 00 1.116 1.50 00 00 I' .22 .20000 . -. - ............. .012949 . .00 .430 .00 ) 41.61 434.32 435.261. 8.3 7.13 .799 436.051 .00 . 1.116 1.50 . .00 .00 .0 ..( .17 .20000 .011483 .00 .430 .00 -) . .FO51 5P . . PAGE a . SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS:. AREA 1: STA 240+97 . . . PROFILES: 01=50. 02=100: WATER FILE NAME: IHDPLT: NODE #: 120 . LTMV REVISED: 9/25/90 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO -AVE ELEV OF FLOW ELEV . HEADGRD.EL. ELEV DEPTH - DIA ID NO. .. PIER L/ELEM - SO . SF AVE HF NORM DEPTH ZR ) 41 78 '434.36'* 978 435 34 8.3 6.80 718 436.052 On 1.116 1.50 nO 00 U 12 .21)00() .010198 .00 .40 .00 41.90 434.38 1.020 435.401 8.3 6.48 .652 436.1(5 .uo Li16 50 .01) .0 1(8 21(1,00 009060 11 42.u0 434.40 1. 116 435.516 3.. 3.89 .338 436.054 .00 1.116 1.30 .00 .0') 0 .( WALL ENTFNCE - . .00 42.01) 434.40 1./57 436.157 8.3 1.19 .022 436.179 .00 . .523 . 4.00 4.00 .00 0 C , V.. .. . C . . .• 4 ( V.. V.. V •. C -• . . .... V V ( ( V. .. . V '• - ( - - - - - - - - - - - - - - - - - - No r. or: P I' 0 'lechnoloQies - SIN 558 - . ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV+ DC - FOSISP ..FGE WATER SURFACE PROFILE LISTING . PALOMAR AIRPORT ROAD HYDROLOGY. AREA 2. STA 235+65 .......................................PROFILES: 0150. 02100: FILE NAME: '2HDRT - .- ( LTMV: REVISED: 9/25/90: NODE 4*: 270 (. STATION INVERT DEPTH W.S. '0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AV . ELEV---OF-FLOW ELEV ............HEAD 'GRD.EL. ELEV ' 'DEPtH DIA IDNO ........PIER L/ELEM SO SF AVE . HF NORM DEPTH ZR .00 413.75 .374 414.124 8.5 24.71 9.481 423.605 .00 1.129 . 1.50 •.00 .00 0 ............50~-58--........... . .........._.._. .......................... '.' :'335O56':q.i695 .......... ......... ..370...............................'00 C ..50.5e 431.45 384 431.838 8.5 23.74 8.754 440.592 00 1 129 1.50 00 00 0 14.46 35000 295824 4 28 370 00 436.51 -'-'-' .....397 436.910.................8.5-- 22.67 797B- 444.888 .' 1.129 ..........................o C ..7.78. 35000 258790 2.O1 370 00 ( ' .72.82 439.24 .411 439.648 8.5 21.57 . 7.227 446.875 .00 1.129 . 1.50 .00 .00 .0 5000 .....................................................................22644 - 1 • 18 - 370 .....................................00 -. • . 441.06 .425 441.486 8.5 20.58 6.577 448.063 .00 1.129 1.50 .00 .00 0 3.84 .35000 . .198164 .76 .370 .00 ......'8187'442;40 ........440 442.845 8.5 19.63 Z.'984448.829 00 1.129 i.'so o ........00O 2.99 .35000 . .173579 .52 .370 .00 84.86 443.45 .456 443.908 8.5 18.72 5.443 449.351 .00 1.129 1.50 . .00 .00 0 2.42 35O00.........- ..................................- . .152061 .37 - 370 .............._.. 87.28 444.30 472 444.770 e.5 17.86 4.952 - 449.722 00 1.129 1..50 00 00 0 ( 2.00 .3000 . .133110 .27 .370 .00 .......89.28 ......445.00 .488 445.485 8.5 17.00 4.488 449.973' .00 1.129 ..................50 ..0 ..00...... C C 1.67 .35000 . .. .116520 19 ..:: ... .370 .00 90.95 445.58 .505 446.089 8.5 16.22 4.086 450.175 .00 1.129 1.50 .00 .00 0 ) 1. 43 . 35000' . 102080 102080 : 370 ....................0I (' .......92.38 446.08 .523 446.606 8.5 • .15.45 3.709 450.315 .00 1.129 1.50 .0)) .00 0 C 1.22 .35000 . .089495 .11 .370 . .00 C F0515P PAGE ...............- .- . WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDROLOGY. AREA 2. STA 235+65 PROFILES: 0150. 02100: FILE NAME: 2HDRT L I Mv: EVILU: //V0: NODE 270" - MI ON - NVDE GRWEL 0 VE V HNR R IcM - HGTAS 1L3 OF FLOW TH' DIA ID ER L/ELEM so - SF AVE HF NORM DEPTH ZR r 93.60 446.51 .542 447.053 B. 1476 3;381 450.434 .00 1.129 150 00 .00. 0 1.06 .35000 .078514 .08 .370 : .00 94.66 446.88 .562 447.443 8.5 14.05 3.065 450.508 .00 1.129 1.50 .00 .00 0 ç . 92 .35000 . '.'0681378 •o6....... ...370.............' 95.58 447.20 .. .582 447.786 8.3 13.41 2.791 450.577 .00 1.129 1.50 .' .00 .00 0 I - . .81 .35000 . . .060116 . .05 .370 . .00 96'39 44748 .603 448 088 13.5 12.78 ' 2.537 40.625 .00 1.129 " .....150 .........00'700. 70 35000 053025 04 370 00 97.09. 447.73 .625 448.356 8.5 12.20 2.309 450.665 .00 . 1.129 .1.50 .00 .00 .0 61 .35000 ....... . , .046563 .03 -.370- .00 97.70 447.95 .648 448.594 8.5 11.61 2.094 450.688 .00 1.129 1.50 00.00 .54 .35000 . . .040908 . .02 .370 .00 98.24 448.14 .........672 ....448.807 . 8.5 11.08 4 1.907 450.714 '•OO 1.129 -1.50...............00........00....0 .47 .35000 . .035956 .02 .370 ' .00 -. 98.71 448.30 .697 448.997 8.5 10.56 1.731 450.728 .00 1.129 1.50 .00 .00, 0 42 .35000' ..................... 0i619 ..........01 .... .370 -. .00'•.... 'C ... 99.13 .448.44 .723 449.167 8.5 10.07 1575 450.742 .00 1.129 150 ' .00 ' .35 .35000 . .027830 .01 . .370 .00 99.48 44857 751 449.321 '-, 8.5 9.60 1.432 450.753 .00 1.129 . ..50 .00 .00 0' 32 35000 o24507 01 370 00 - 99.80 448.8 .779 ,449.450 3.5 9.16 1.303'-4O.761 .00 1.129 ' ' 1.50 .00 .00 0 '. .1 26 .35000 . - .021598 .01 .37o ..00 F0515P . ' PAGE ' WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDROLOGY. AREA 2. STA 235+65 PROFILES: 01=30. 02100: FILE NAME: 2HDRT LrNv: REVISED: 9/25,'90: NODE *: 270 STATION , INVERT DEPTH W.S. 0 . VEL VEL ENERGY SUPER CRITICAL HGT/ ' BASE/' ZL NO AV A.. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO.) PIER' L/ELEM SO SF AVE HF NORM DEPTH ZR . . . LOU u6 448.77 81u 449.582 - s 8.73 1.183 460.765 no 1.129 1 50 00 00 0 .24 , .3500':, , .019054 .00 .370. ' . .00 100.30 448.;35 .841 449.694 8.3 3.33 1.076 450.770 .uo 1.129 ' 1.30 .00 .00 0 I- lift - .)M.l on 3500(:) 014882 .00 . 370 00 1':10.65 448.18 .ii. 8.5 ..57 .870 430.777 .U0 1.129 1.50 .00 .00 o 13 .35000 .013177 .00 .370 .. .00 100.78 449.02 .948 449.969 8.5 7.22 .808 450.777 .00 1.129 1.50 .00 .00 0 C( 09 35000 - 011683 00 370 00 100.87 449.06 988 450.o44 8 5 o 734 450.778 00 1.129 1.50 00 00 0 07 "'-.'35000 010385 00 370 fl - IM 94 449.08 1.031 450.111 J3.5 6.56 668 450.779 00 1.129 1.50 00 00 0 05 35000 009254 Ofl 370 00 Ic -.....-100.99 449 Y 1 077 450,."173 -8.5- 6.25, 607 '450.780 00 1 129 A.50 00 00 0 01 35000 .008269 .00 0 370 .00 101.00 449.10 1.129 450.229 8.5 5.96 551 45U 780 00 1.129 1.50 00 00 0 WALL ENTRANCE 00 101.00 449.10 1.785 450.885 8.5 1.20 022 450.907, (-10 533 4.00 4.00 00 0 C C C ( (.0 ( . C 0 0 - I ( C 0 ;0 r WARNING NO. 2 - WATER bURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC ERROR MESSAGE NO. 2.- WATER SuRFACa ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = LNV + DC FOSISP '•''' PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDROLOGY. AREA 2. STA 235+65 PROFILES:'Ql=SO. 02=100: FILENAME: 2HDRT ..........- ( LTMV: REVISED: 9/25/90: NODE *: 270 . STATION INVERT DEPTH W.S.0 VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AV. .........ELEV OF FLOW ELEV HEAD..GRD.EL .ELEV DEPTH .."DIA'D NO ER - L/ELEM SO . SF AVE HF.. NORM DEPTH . :ZR ( 00 41375 381 414 131 8.8 24.93 9.650 423.761 00 1.149 1.50. 00 00 0 46 07 35000 336702 ,--15.51 380 - 00 i'. ,. . • 46.07 429.87 .389 430.262 8.8 24.18 9.076 439.338 . .00 1.149 . 1.50 .00 .00 0 *6.73 . .35000 .301585 505 .380 .00 62,.80,- 435 73 402 436 133 -8.8 t3.04 8.240 444 373 00 1.149'-"' 1 50 00 00 1. . .. ,. . . . 8.52 .35000 .263759 2.25 .380 .00 71.32 438.71 .416 439.128 . 8.8 21.95 7.478 446.606 .00 1.149 . 1.50 .00 .00 0 - --5 59 350fl0 230924 J..29 380 "00 76.91 440.67 .431 441.099 8.9 20.95 6.817 447.916 .00 1.149 1.50 .00 .00 0 4.08 .35000 . ' .202210 .83 . ' .380 , .00 . ."• - 80.99.......'"44210 ' .446' 442.544 8.8 19.95 .183 ....448727'.......00" ,t'.149'"' ...........1.50 .......00"......O0.......0 ( 3.17 .35000 ' .176935 .56 .. .380 . .00 84.16 443.2') .461 443.666 8.8 19.05 5.634 449.300 .00 1.149 ' 1.50 .00 .00 0 '253 -.-35000' .154938' ' " .39 . "' .380 • ' . , . . . . 444.09 .478 444.570 8.8 13.14 5.112 . 449.682 ..00 1.149 ,1.50 .00 0 , 0 2.09 .35000 ' .135807 .28 ' ' .380 .00 88;78' 44482 '"".495 445.318 8.8 17.29 4.641 449.959 ' .00 ' 1.149 ""'"''''"'' 1.50 ' ' .00 .00 "0' ( 1.76 .35000 . .118947 .21 .38) ' .00 90.54 445.44' .512 445.950 1j.8 16.51 4.233 450.183 .00 1.149. 1.50 ' .00 ' .00 0' "ç35000 ' . . .104176 .16 ' .380 ' '" .00 . . ' - . 92.03 445.96 5o 446.489 8.d 15.71 3.834 450.323 il 1.149 1.5o 01) 00 0 IL 1.27 .35000 . ' .091306 .12 ' , .380 .00 FOZISP ' . . PAGE WATER SURFACE PROFILE LISTING . PALOMAR AIRPORT00AD HYDAULOGY. AREA 2. STA 235+65 . C PROFILES: 01=50. 02=100: FILE NAME: 2HDRT • . ' LTMV: REVISED: 9/25/90: NODE 4: 270 L STATION INVERT DEPTH , W.S. VEL VEL ENERGY SUPER CRITICAL , HGT/ BASE/ ZL NO jjV (LE', Of I U ELEV HE-AD 1FD CL LL jCF IH D I A ID NO F 111 *•'*'•• . ' **'' - - - - - - . - - - - - - 93.30 446.41' .549 446.955 8.8 14.99 3.490 450.445 .00 1. 149 1.50 .00 .00 0 r 1. 10 . 35000 . 080079 .09 94.40 446.79 .569 447.30 8.8 14.31 .3.179 450.539 .00 1.149 1.50 .00 .00 0 96 .35000 - . .070276 .07 .380 .00 ( . . . . ( . 95.36 447.13 . .590 447.716 8.8 13.62 2.881 450.597 .00 1.149 1.50 .00 .00 0 .84 .35000 . .061670 .05 .380 .00 96.20 447.42 .611 448.030 8.8 13.00 2.624 450.654 .00 ' 1.149 1.50 .00 .00 0 r. .73 .35000 .054110 .04 .380 .00 96.93 447.67 .633 448.308 8.8 12.39 2.385 450.693. .00 1.149 1.50 .00 .00 0 ;-64", 3500C . .047530 ".03 . .380 ( . . . . (• '97.57 447.90 .657 448.555 . 8.8 11.81 2.167 450.722 _00 . 1.149 1.50 .00 .00 0 c .56.35000 . ,. .041773 .02 ' .380 .00 ç 8.13 448.10'" 7- '.681 448.776 .8.8. 1127 '1.971 . 450.747 .00 1.149 . •' .00 ';oo 0 - . .. . . .. . . , . . , . . ,. . . . - (• - .49 35000 - . , . ., , .036727 .02 .380 . 98.62- 448.27 .707 448.973 8.8' 10.74' 1.793 450.766 .00 1.149 . 1.5€!, .00. .00 0- ...........-.43 . .'35000 . . . . , .032307 . .01 . . .380 - .00 99.05 448.42 .733 449.150 •• 8.8 10.24 1.630 450.780 .00 1.149 1.50 .00 .00 0 .37 .35000 . . . . .028428 . .01 .380 . .00 448.55 .761 449.309 8.8 9.77 1481 450.790 .00 ' 1.149 1.50 .00 0 32 35000 025054 01 380 00 99.74 448.66 .791 449.451 8.8 9.31 1.347 '450.798 .00 1.149 1.50 .00 .00 0 .29' 35000 . 022089 .01 .380 .00 & . . . F0515P . PAGE .. WATER SURFACE PROFILE LISTING . . " PALOMAR AIRPORT ROAD HYDROLOGY. AREA 2. STA 235+65 , 4 PROFILES: 0150. 02100: FILE NAME: 2HDRT LTMV: REVISED: 9/25/90: NODE : 270 STATION 'INVERT DEPTH W.S. 0 VEL VEL. ENERGY SUPER CRITICAL HGT/ BASE!. ZL NO AV ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIERt. - - L/ELEM SO , SF AVE HF NORM DEPTH - ZR ( . . 100.03, 448.76 .821 .449.530 8.8 8.88 1.224 450.804 .00 1.149 1.50 .00) .00 0 - .23 . 35000 - .019490 .00 .380 ' - - .00 - 100.26 - 448.84 '854 449.696 - 8.8 8.46 1.112 450.808 .00 1.149 1.50 .00 .00 0 .20. 35000 .017222 .00 .380 .00 100.46 448.91 888 449.800 8.8 8.07 1.012 450.812 .00 1.149 1.50 .00 .00 0 ( . - 6 8 W 4W5 7.6W 44 3 49 i oo r 13 5000 013496 ,00 380 00 100.76 449.02 .963 449.980 8.8 7.34 - .836. 450.816 . .00 . 1.149 . 1.50 .00 .00 0 11 35000 011982 QO ..360 Ql) 100.87 449.05 1.004 450.058 8.8 7.00 760 450 818 00 1 149 1 50 00 00 0 07 35000 010659 00 380 00 100 a 94 449 08 I.048 450.127 8.8 6.67 691 450.818 00 1.149.. 1 50 00 00 0 04 35000 009512 00 380 00 __.._-+00.98 -449 10 1 096 450.-191- 8.8 6.36 628 450 819 uo .1 .149 1 50 00 00 0 02 35000 008513 00 380 00 101.00 449 10 1.149 450.249 8.8 6 06 570 450.819 00 1.149 1.50 00 00 0 —WALt 00 101.00 449.10 1.827 450.927 8.8 1.21 023 450.950 00 546 4.00 4.00 00 0 C (. ( C. ,. . . . • ... .. H •. . ,.: .,.. C C I.- . . . C L . • - - - - - - ._ -S - - - - - - - =m om If For: 1- I) Iechnojuaies S/N 558 ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV + DC DC . F0515P . . .5-..... PAGE ( . WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 2. STA 235+46 ( ............................ . PROFILES: 01=50. 02100: FILE NAME: 2HDPRT: NODE*: 280 ( . LTMV REVISED: 9/25/90 STATION INVERT DEPTH W.S. . 0 VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL N - ELEV --OF FLOW ELEV - - HEAD GRD.EL. ELEV DEPTH --- DIA ....ID NO. . P1 L/ELEM SO SF AVE HF NORM DEPTH ZR .00 413.50 1.072 414.572 37.6 21.94 7.473 422.045 .00 1.939 2.00 .00 .00 C) 54 51 09302 083356 4.54 1 050 0fl - 54.51 418.57 1.106 419.677 37.6 21.09 6.905 426.582 .00 1.939. 2.00 .00 .00 o 31.49 09302 074474 2.35- 1.050 00 86.00 421.50 1.;150 422 650 37.6- 20.11 ---6.278 428.92e 00 l 939 2 00 - 00 00 0 20 26 20000 200066 4.05 1.150 00 ( 106.26 425 55 i.150 426;.701 37 6 20.'l 1 6.278 432.979 00 1.939 2.00 00 00 0 47 04 20000 199504 9.38 1 150 00 C 153 30 434 96 1.151 436.111. :37.6 20.07 6.258 442.369 00 1.939 2.00 00 00 ( 41.70 20000 187494 7.82 1.150 00 195.00 -. 443.30 1.198 444.498 37.6 19.13 :5.685 450. 183 00 1.939 - -2.00 .00 .00 C) (. 7.6B 1 000 059113 45 1,030 00 202.68 444 1.230 445.298 37.6 18 .55 5..343 450.641 UO 1.939 2.00 00 00 (0 .................9.33 ...... 10000 - 5, .5. 5 .053535 ;50 -..00 212.03 445.00 1.281 446.284 37.6 17.69 4.857 451.141 .00 1.939 2.00 . .00 .00 0 ( 7.38 . 10000 . . 047501 .35 1.030 .00 219.41 445.74 1.335 447.076 - 37.6 16.86 4.414 451.490 .00 1.939 - 200 -- .00 .00 0 - 97. .i0000 .042251 .25 5 1.030 .00 ( 225.34 446.33 1.394 447.728 S7.a 16.08 4.013 451.741 .00 1.939 2.C)0 .00 .00 C> 4.85 . 10000 .037695 118 - 1.030 - .00 ( S 23 19 446.82 1.457, 448.276 37.6 15 .33 3.648 451 924 t>u 1.939 2.00 C0 m oo I C) 3.96 .10000 - - .033751 .13 1.030 .00 F0515P G WATER SURFACE PROFILE LISTING - - PALOMAR AIRPORT ROAD HYDRAULICS. AREA 2. STA 235+46 - FROFILES: 01=50. 02=l(>0: FILE NAME: 2HDPRT: NODE 4$: 280 -5. - - L/W ljFL(J_ EL - - ADjD.E EL 0Lj NUP H - - 234.15 447.21 1.526 448.741 37.6 14.61 3.316 452.057 .00 1.939 2.00 .1 11)oo U - 3.24 . 10000 . .030375 . 10 . 1.u30 . ...: .00 237•39 447.54 1602 449.141 37.6 13.94 3016 452.157 .00 1.139 2.00 . •&fj .00 (0 ....................260 .10000 -'' ,. . ;027548-.07 '. ..1.030................ ..................-;00 239.99 447.80 1.688 449.487 37.6 13.29 2.741 452.228 .00 1.939 .2.00 ..01) .00 1 96 10000 025339 05 1.030 QO 'I .................241.9 44i.. .. .449.78o . - 7.6 12.67.........42 452.278 -.00 .. j939 . .2.00 : 1 05 lOoflu 024356 03 1 030 00 (S 243. 00 448.10 1.939 450.039 37.6 12.08 . 2.265 452.304 .00 1.939 :2.09 .0 00(0 WALL ENTRANCE . . ---.5 . . - . . . . . . .,• . .' ..............•........ . ...... .00 --. 243.00 . 448.10 1.987 450.087 37.6 11.98 . 2.228 452.315 .00 1.939 2.00 00 . .00 -S .. . . . S. . .. •. S •• - . S • . ( S . • . . (S - . I - - - - - - - - - - - - mm - . - M I NE ** WARNING NO. 1 - Wo~ER. 3URFACE ELEVATION GIVEN IS LESS THAN OR EQUALS LNVEF:i ELEVATION IN HDWKDS. W.S.ELEV = .INV ERROR t1ESSGE NO. .: -. wArEE SURFACE EVA T1N GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV + DC F05 15P FAG - - (5% WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 2. STA 235+46 PROFILES: 01=50. 02=100: FILE NAME: 2HDPRT: NODE *: 280 ( LTMV REVISED: 9/23/90 ' ( STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL . HGT/ BASE/ ZL N .................-'- ELEV OF FLOW ELEV 'HEAD GRD.EL. ELEV DEPTH - DIA ID NO Pt L/ELEM SO SF AVE . HF NORM DEPTH ZR .00 413.50 1.168 414.668 43.0 22.56 7.903. 422.571 .00 1.964 2.00 .00 .00 52.02 .09302 .083128 4.32 1.141 . .. . .00 52.02 418.34 1.203 419.542- 43. 0 21.77 7.361 426.903 00 1.964 2.0 . 0 00 00 C) 33-98 09302 074797 2.54 1.141 00 86.00 421 50 1 253 422,753 43 0 20 76 6.694 429,447 00 1.964 2.00. 00 00 cl - 53.33 20000 201277 10.73 1.253 00 4. C. 139.33; 432.17 1.253 433.418 43.0 20.76 6.694 440.112 .00 1.964 2.00 .00 .00 0 5 67 20(100 190585 10 61 1 25 (10 195.00 443. 3 u 1.302 444.602 43.'0 19.B5 6.120 .450.722 00 1.964 2.00 00 00 0 8.96 10000 06027 54 1.120 (u - -203.96 444.20 1.341 445.537- 43.0 19 19 5.717 451.254 00 1-.964 - 2 00 00 (40 Q 10.15 .10000 .054592 . .35 1.120 - .00 ( 214.11 445.21 1.400 446.611 4 U 18 30 5.199 451.810 , 00 1.964 2i00'' . 00 00 4' -7.97 1000( 048721 39 1.420 00 C.-' . . 222 08 446 ul 1.464 447.472 43.0 17.44 .. 4.725 452.197 nu 1.964 2.00 04) 00 & 0 6.39 .10(11)0 . .043641 .28 ' 1.120 .00 ............228.47 446.65 1.533 448.180 43.0 16.63 4.297 452.477 .00 1.964 2.00 .00 .00 0 5.17 .10000 .039293 .20 1.120 .0(4 233.64 447.16 1.610 448.774 43_c) 13.86 3.904 452.678 .00 1.964 2.00 .00 .00 4.15 .10004:4 .035683 .15 1.120 237.79 447.58 1.698 449.277 43.0 15.12 3.550- 432.827 .00 1.964 . 2.00, )00 .1)0 0 ( 3.24 .10(4(4Cc .032897 . .11 1.120 .00 F05 15P . . - WATER SURFACE PROFILE LISTING . PALOMAR ALRPRT ROAD HYDRAULICS. AREA 2. PROFILES: 01=30. 02100: FILE NAME: 2HDPRT: NODE #: 280 STA 235+46 LTMV REVISED: 9/23/9:' STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL I-IGTI BASE/ ;:L Ni. , ELEV OF FLOW ELEV . HEAD GRD.EL. ELEV DEPTH DIA io NO. I o 80.49.M. M2 227 2. .JEN 1.100 0 o MM ION C 1.97 .100ci0 .032116 .06 1.120 . .00 243.00 448.1) 1.94 450.064 43.0 13.74 2.933 452.997 .00 1.964 2.00 .00 .00 WALL ENTRANCE . . . . . .. ...... . - - 00 243.00 448.10 1.993 450.093. . 43.0 13.6 2.12. 45305 ... .00 1.964 2.00 .00 .00 0 ( .-. ,... . . . ... . ., ... (. - '-----;;" -• , ... . .........-- ................................................. C .. . ... . ... . . ......., . .. .. ,.. . ...............................: ............- ....: - s -- -. ................... ......... .-. C- - C ..: . .. . . . . . . . i•..' 1 . . . . .. .,,.. . . . . ( . . ... . .. . I . . . . . .. . . (. . . .. . . . .'. • .************************+************************************************** I • For: F' & 1) Technolooies - S/N 558 C' ** WARNING NO. 2. ** - WATER SURFACE ELEVAT 113W GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV. = INV + DC (' ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS W.S.ELEV = INV + DC F051 SP ' - PAGE ( WATER SURFACE PROFILE LISTING ' ( PALOMAR AIRPORT ROAD HYDRAULICS. AREA 2. STA 234+65 ' ''- '.• ..........' PROFILES: 01=50. 02=100: FILE NAME: 2HDPLT: NODE : 283 '"• ' . ( LTMV REVISED: 9/25/90 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AV • ' -: ELEV OF FLOW • ELEV ' HEAD GRD.EL. ELEV DEPTH ' DIA ID NO PIER r L/ELEM so . . SF AVE ' HF NORM DEPTH -' ZR r ' • . .00 459.40 .893 460.293 10.6 9.66 1.450 461.743 .00 1.251 1.50. .00 .00 0 - 2 00 05000 022319 04 710 00 I ( 2.00 459.50 913 460.413 10.6 9 41 1.374 461.787 00 1.251 1.50 00 00 0 r 2.93 0500 020308 ()6 710 0() 4 93 459.65'', 951 460.597 :10.6 8.97 1.249'. 461.-'8.46 00 1 251 1 0 0 00 0 I 2.29 05000 018014 04 710 00 7 22 459.76 991 460.752 1(-.).6 8 55 1.135, 461.887 oo 1 251 i.50. 00 UI) C) ( 1 77 05000 016012 03 710 00 • : •-- .- .,.. . . . 8.99 459.85 1.034 460 884 10.6 8 15 1.032 461.916 00 1.251 1.50 00 00 0 ( 1.31 .05000 ' . '-• . • • .014275- ;02 .710; .00 ( 10.30 459.92' 1.081 460.996 10.6 7.77 .938 "'461;934 .00 1.251 . •'1-.50 .......00 .00 0' 95 05000 012769 01 710 ( 11.25 459.96 1.131 461.094 10 .6 7.41 852 461.946 00 1.2251 1.50 00 00 U ( .................56 .05000: ' . .011474 .01 .710 ' ':OU ( . 11.81 459.99 1.187 461.177 -10.6 7.07- • .775 461.952 .00 1.251 1.50 ;00 .00 0 .' .19 .05000 . • .010382 . .00 • .710 ' .00 1 12.00 460.00 1.251 481.251 10.6 6.73 .703 -461.954 .00 '1.251 . 1.5: .00 .00' 0 (. . . . . • • . • WALL ENTRANCE • t:)C) L2.00 460.00 2.07 2.0B7 10.6 [.28 .025 462.112 .00 .618 4.00 4.00 .0):) 0 .....H • .• ' • • Cl M--M-.-. -.- - -.- .-...-. .-.. - -.-. - - .- M ON WARNING NO. 2 WATER dURFACE E'LEV-TION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = [NV + I)C ( ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN urLTus. W.S.ELEV = INV + DC . F0515P . -- . PAGE WATER SURFACE PROFILE LISTING r F'ALOMR AIRPORT ROAD HYDRAULICS. AREA 2. STA 234+65 PROFILES: 01=50 02=100 FILE NAME 2HDPLT NODE # 283 ( .• LTMV REVISED: 9/25/90 STATION INVERT DEPTH W.S.0 -VEL VEL ENERGY SUPER. CRITICAL HGT/ BASE/ ZL NO AV - ELEVOFFLOW ELEV ................... ..........HEADGRDEL.....ELEV DEPTH..DIA 1DNO.PIER ( L/ELEM SO . SF- AVE HF . NORM DEPTH ZR . ( r 00 459.40 909 460 309 10.9 9.73 1.471 461.780 00 1.265 1.50 00 00 0 .00Of) ............. ... ........................-.., .022693 .03 .............................720 (. 1.27 459.46 921 460.384 10 9 9.58 1.425 461.809 00 1 265 1.50 00 00 0 3.14 05000 020953 07 720 00 '--4;41. .459.62 959 460 580 10.9 9.13" 1.294 461.874 00 1 265 1 50 00 00---o' 2.44 05000 018593 05 720 00 6.85 459.74 1.000 460.743 10.9 8.71 .1 .177 461.9120 00 1.265 1.50 00 00 0 t89 05000 - .........................................-;016541 -. ;03 t- .720 ( . . . . . 8 74 459.84 1.044 460.881 10.9 8.30 1.070 461.951 ou 1-265 1.50 00 00 0 1.42 .05000 -., . .014754 .02 . .720 .00 ç . .10-.16 -459 91 1.091 460 999 10.9 7.92 973 461'.972 00 1.265 t.50 '00 00 0 1.02 .05000 .013203 . .01 .720 .00 11.18 459.96 1.142 461.101 10.9 7.54 .884 461.985 .00 1.265 1.50 00 .00 0 ........I - ...... . . . .. .011878 01 720 - ..................';oo 1 - 11 79 459.99 1.199 461.189 lo .9 7.19' ..804 461.993 0 1.265-, 1.50 00 00 0 .21 .05004) . .010.767 .00 . .720 .00 12.00 460.00- 1.245 461.265 10.9 6.B6 .730 461.995 .00 1.265 1.50 .....00 .00 '( WALL ENTRANCE . .. . ..00 . ( 12.4)0 460.00 2.1.32 462.132 - 10.9 .1.29 ;026 462.158 .00 .627 - 4.04) 4.00 00 0 ( 1 ( rl or: P :' j 1'tchno1c,oies - S/N 558 . * ** *'R• ** * ** ****** *** ** WARNli.G NO. 2 ** - WATER SURFACE ELEVATION 61VEN IS LESS THAN OR EQUALS INVERI ELEVATION IN HOWKDS. W.S.ELEV = INV + DC - ERROR F1E3AGE NO. 2 - WATER SURFACE ELEVAIION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV le + DL .....................- -. . ...............F0515P . ... . . PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. STA 220+90. AREA 3 ...................................PROFILES:. 01=50. 02=100: FILE NAME: .3HDPAL - - .................. ......... ( LTMV 9/11/90 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL VAO ... ELEV ..OF FLOW .ELEV . HEAD GRD.EL. ELEV .DEPTH ...........DIA .....ID NO. .._ FlU • C L/ELEM SO SF AVE HF : NORM DEPTH ZR .00 - . 483.20 .389 483.589 7.0 19.23 5.743 489.332 .00 1.025 1.50 .00 .00 0 e ........._.24.14. . .20000 ............................. .......211348 ..........5.10 ..................... ..90............................................0Q. C. 24.14 488.03 .382 488.410 7.0 19.72 6.637 494.447 .00 1.025 1.50 .0O .00 17.34 .20000 - . .234000 4.06 .390 .00 491.50- ...369 .491.865 .....7.0 20.65 -.6. 621 498.486 .00 .1.025 ....................i.so.: ............00 .00. 0 C. 9.63 20000 267570 2.58 39() 00 c 51.11 493.42 .357 493.779 7.0 21.67 7.293 501.072 .00 1.025 1.50 .00 .00 0 . -.6. 76. .20000 ............ ............ . .......306014. . 2.07 . ..... .390 .............. .............. ..Ot 57.a7 494.77 345 495.119 7.o 22.73- 13.021 503.140+ oo 1.025 1.50 0" 00 - 5.27 20000 350120 1.85 90 00 ..........63.14 .....495.83 ..-.334 .496.162 .• ..o 23.81 .....:8.803 504.965 .00 1.025 1.50 .00. .00 0 C 4.34 .20000 .400690 1.74 .390 .00 67.48 496.70 323 497.019 7.0 25.00 9.705 506.724 00 1.025 1.50 0" 00 3.72 .....200':0 ................................... .458227 . 1.70 .390. 71.20 497.44 .312 497.751 7.0 26.22 10.673 508.424 .00 1.025 1.50 .00 .00 C 3.26 .20000 .. . .524278 1.71 .390 .00 . . 7446 498.09 .302 498.393 7.0 .27.45 11.701 510.094 .00 1.02 . .1. 50 ....00 . .00 2.91 .20000 . .600059 1.75 .390 .00 ( 77.37 498.67 .292 498.965 7.0 28.81 12.883 511.850 .00 1.025 1.50 .00 .00 L 2.63 .20000 . .687115 1.91 390 ........) . 80.00 499.20 .283 499.483 7.0 6.49 .655 500.138 .00 .470 4.0 4.00 . .00 C. .05 .07500 . ......... . .022114 . .00 .200 00 AGE FO51SP . WATER SURFACE PROFILE LISTING . PALOMAR AIRPORT ROAD HYDRAULICS. STA 220+90. AREA 3 PROFILES: Q1=5:. 02=100: FILE NAME: 3HDPAL 01 1 i0r,- STATiCthL .iN'ERT DEPFH w.. 0 -/EL VEL ENER13i SUPER CRITICAL Hu I'/* h/ L ,U LUELE U!AVEHF AD M). ELM ELEM DE . 0. ' - L/ELEM NOFPTH Ab ** 80 05 499.20 283 499.487 7.0 6.49 655 -500.142 00 47o 4.00 4 flO 00 o 85 . 07500 .020562 .02 .200 C)0 80.90 499.27 296 499 563 7 o 6.19 595 50(.-).15E3 00 470 4.00 4.00 00 ............. .70 .07500 ........ . .017680 .01.' . . ...............00 81 60 499.32 310 499.630 7 u 5.90 541 500.171 00 470 4.00 4.00 00 580750u 015207 01 200 00 82 18 499.36 325 499 689 7.0 -5.63 492 500.181 00 470 4.00 4.00 00 0 48 07500 013083 01 200 00 82.66 499.40 340 499.740 7.0 5.37 447 500.187 00 470 4.00 4.00 00 ir 39 07500 011261 00 200 00 83.05 499.43 .356 . 499.785 . 7.0 5.12 . .407 500.192 .00 .470 4.00 . 4.00 .00 31 07500 .009696 00 200 - 00 * ............83.36 .499.45 .372.. 499.824 . 7.0 4.88 .369 500.193 .00 .470, .. .14.00 , .4.00 ')') 0 24 07500 00852 00 200 0o * 83.60 499 47 390 499.860 7.0 4.65 336 500.196 00 470 4.00 4.00 00 .0 .18 . .07500 .............. - . . . . .007196 .00 ...........-.- .200 -00 83 78 499.48 408 499.891 7 u -4.44 306 500.197 00 470 4.00. 4.00 00 '0 r .12 .07500 . , .006204 . .00 .200 . .00 .-83.90., 499 49 428 499 921 7.'0 4.23 278 '500.199 00 470 4 00 4.00.. 00 I) e . . . ()8 0750o 05350 200 00 83.98 499.50 .448 499.946 7.0 4.03 .252 500.198 .00 .470 4.00 4.00 .00 .02 07500 . . ,. -.004601 . .00 . .. . .200' '., -." :.: . .00 * . . FO51 5P , . PöGE WATER SURFACE PROFILE LISTING , PALOMAR AIRPORT ROAD HYDRAULICS.- 'STA 220+90. AREA 3 .• ., . .., . , - PROFILES: 0150. 02=100: FILE NAME: 3HDPAL . LTMV 9/11/90 . . . STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO 40 ELEV OF FLOW ELEV HEAD GRD.EL ELEV DEPTH DIA ID NO. IE L/ELEM SO SF AVE HF NORM DEPTH ZR - . . 84.00 499.50 .470 499.970 7.0 . 3.84 .228 500. 198 .ot) .470. H . 4.00 4.00 .00 WALL EXIT ' . ........... ' , . . . . . , . . .00' 34.00 499.50 .470 499.970 7.0 3.84 ;228 500.198 .00 .470 - 4.00 . 4.00 .00 0 84.00 499.50 .798 500.298 7•0 7.32 .833 501.131 .00 1.025 1.0 .00 .00 • i 0 568 - -.- ' .' 0 • 85.10 499.51 .792 500.298 7.0 7.38 .847 501.145 .00 1.025 1.50 .00 .00 0 • 5.54 .00568 .015736 .09 .• , 1.100 .00 90.64 499.54 .763 500.301 7.0 7.74 .931 501.232 .00 1.025 1.50 .00 .00 0 • . . 5.35 .00568 ... .. . . .017866 .10 1.100 .00 ( • 95.99 499.57 .735 500.303 7.0 8.13 1.026 5u1.329 .ou 1.025 1.50 .00 .00 • 5.17 .00568 .020293 .10 . 1.100 .00 -. • .. . . ...... - 101.16 499.60.__ .708... 500.305 7.0. . .'B. 53 . '.1.129 501.434 .00 1.025 ' . 1.50 .00...-.00 0 - • , 4.99 .00568 . , .023057 - .12 1.100 ' .00 • 106.15 499.63 682 500.308 7.0 8.94 1.241 SUl 549 00 1 025 1 50 00 00 0 • . . . . .00568... . . '.. -. .. .. .. .026226 .13 . 1.100 - .. .00 • . , 111.02 499.65 .658 500.311 ' 7.0 9.37 1.364 501.675 .00 1.025 1.50 .00 .00 *) 4.69 .00568 '. , . , .14 ' , 1.100 .00 • . ' .029862 . ., . . 0 115-71- 499..6B..,..........5.......500.315 . ... 7..p..:.... 501616 .00 1.025...........................1.50..........00 ...00 0 • 4.49 00568 033994 15 1.160 00 • -- ......4.87. 120 20 499.70 612 500.317 7 0 10 31 1 650 501.967 00 1.025 1.50 00 00 U - ..4.36.--_-.0056S--__.........................................:'-. .038722 . .17 ................-- .......i.100..____...__...........__....__•.._.00. • 124.56 -.499.73,. 591 500.321 7.0 10.82 1.818 502 19 00 1.025 1.50 00 00 wu ............... .. ............__ ......... .............FOSISF:...........................-- ........... . ...... ......_.PAGE, . .. . . WATER SURFACE PROFILE LISTING • . . .. . . . .' . PALOMAR AIRPORT ROAD HYDRAULICS. STA 220+90. AREA 3 ------'- ............PROFILES: .... Q15Q. . FILE:AMEL. 3HDPAL ........................................ ,.. ................................... . . . LTMV 9/11/90 ' . . . • STATION INVERT DEPTH W.S. 0 ...VEL . ..... VEL .. ENERGY SUPER CRITICAL . HGT/ SASE/ ZL SNO -..---..ELEV.......OE FLOW_ ......ELEV ....................." .. .:'HEAD GRD.EL. . ELEV DEPTH. .. ................_.D1A....ID NO.-.._..._.. FIE. L/ELEM SO ... . . ' ' ': 'SF AVE HF ' NORM DEPTH ' ZR • 4.17 .00568 , ' " 044127 .18 .. 1.100 . : .00 - 128 73-_-499.75 570 500 324 7.0 11 35..1 999 502 323 00 1 025 - - 1 sc 00- 00 0 4.03. .00568 . . ,' .050284 .20 ' 1.100 ' .00 132.76 499.78 .550 '500.327 ..7.011.902.201 502.528 .ou 1.025 . ' ' 1.50 .00 .00 ooóB ......................... ........ ;........ - ". '057335 - .. ' .22-.................................... . • . 136.65 499.80 .531 500.330 7.0 12.48 .' 2.418 502.748 .00 1.025 . 1.50 .00 .00 3.75 .00568 .065420 .25 1.100 .00 140. 40 . 499.82 .513 500.333 . . 7.0 13.08 2.658 502.991 .00 1.025 1.50 .00 .00 0 7.6:i .00568 .074699 .27 1. 100 .0') 144.00 499.84 .496 500.337 7.0 13.73 2.925 503.262 .00 1.025 1.50 .00 .00 147.46 499.86 .479 . 500.339 ., 7.0 14.40 3.221 503.560 .00 1.025 1.50 .00 .00 - 3.33 00568 097311 32 1.100. 00 150.79 499 88 462 500 341 7.0 15 09 54 50: 875 00 1.025 1 50 CCi "0 Co 3.21 00568 111131 .36 1.100 .00 154.00 499.90 447 500 344 7.0 15.84 895 504. 239 flu 1 025 1.50 0" 00 - 3.c 9 00568 127014 39 1 100 00 • . - 157.09 499.92 43.2 500 347 7,0 16.59 4 273 504.620 0" 1.025 . 1.5 00 00 0 2.96 .00568 . . . . .145057 .43 ., 1.100 .00 160-05- 499-93.. 417 500 349 7.0 17.41. 4.708 505 157 00 1.025- 1 50 00 00 fl 2 86 00568 165691 47 1 100 00 162.91 499.95 403 Sflfl :51 7.0 18.28 5.187 505.538 00 1.025 1-50 00 00 0 F0515P F 3E -- :....'...".... : ..' .. .. . WATER 'SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. STA 220+90. AREA 3 . PROFILES: 01=50, 02=100: FILE NAME; 3HDPAL . . :.: .................... LTMV . 9/11/90........................' .. . . . . ... .. .. STATION INVERT DEPTH W.S. 0 '. VEL VEL ENERGY SUPER CRITICAL HGT/ BABE/ ' ZL NO ELEV OF FLOW ELEV . . HEAD GRD.EL. ELEV DEPTH DIA, ID NO 1E 1JELEM ..........." '. . . .., .. .SF AVE HF . NORM DEPTH ........... ZR .:2.75.. .00568 . . .. . ,, . .189464 , .2 1.100 ....., ............ .....00 165.66 499.96 .390 500.354 , 7.0 .19.18, 5.711 ' 506.065 .00 1.025 1.50 .00 .00 ( 2.64 00568 216677 57 1.100 00 168 30 499 98 377 500.355 7.0 20 11 6 283 .506.63B 00 1.025 1.50 00 00 0 -- 2.53 00568 247611 63 1-100 00 170.83 499.99 .364 '500.357 ' 7.0 21.08 6.903 507.260 .00 1.025 '150 .00 ' .00 400 2.45 .00568...............:.....' ............ , . .283049 .69 . . -:.. . .00 173.28 500.01 .352 , 500.359 . 7.0 22.08 7.572 507.931 .00 . 1.025 , 1.50 . . .00 .00 ft 0, 2.35 .00568 .323617 .76 1.100 .00 1.75.63 . 500.02 .340 500.360. ., 7.0 23.18 8.343 506.702 .00 1.025 1.50 .00 .00 ci .00568, . .370141 .84 . 1.100 .00 177.89 500.03 .329 500.362 7.0 24.31 9.173 509.535 .00 1.025 1.50 .00 - .00 2.17 . .00568 . . .. ' . .423464 . .92 1.100 . .00 180.06 500 .05 .18 500 6 7 0 25.55 10.135 51(-).498 U 1 025 1.5 00 Oil I 2.08 .00568 .484705 1 .01 182.14 500.06 .3(18 500.345 7.0 26.72 11.084 511,449 ..0') 1.025 , 1.50 . .00 .00 0 2. 0i • ... . ..' .. ... 338 1. 2 2313 5oo. :367 7.0 29.41 13.432 513.799 .00 1.025 1 50 ()43 .00 1.85 .005613 .727052 1.35 1.100 .00 187.92 500.09 .279 500.369 7.0 30.84 14.766 515.135 .00 1.025 1.50 .00 .00 0 FOSISP PAGE WATER SURFACE PROFILE LISTING . . PALOMAR AIRPORT ROAD HYDRAULICS. STA 220+90. AREA 3 • . .. PROFILES: 01=50. 02100: FILE NAME: :31-4DPAL LTMV 9/11/90 . . -STATION.. . INVERT DEPTH . W.S. a VEL . VEL ENERGY SUPER CRITICAL ..HGT/ BASE/.......ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIE L/ELEM SO SF AVE HF . NORM DEPTH . ZR - ....,:.. 4 1.78 .00568 . . .832664 1.48 1.100 .00 189 70 500 10 270 500 37o 7 o 6 82 721 51 091 0 47(3 4 Uu 4 00 00 U 80 .07500 . .. . .024535 .' • 02 . . .200 . .00 190.50 500.16 279 500.439 7.0 6.69 676 501 115 00 470 4.00 .4 .00 00 cmi 91 07500 021604 02 200 00 .-L9.1.41. 500.23 292 300.520 7.0 6.29 614 501 14 00 470 ...4 .00,,,,. 4.00 00 0 75 07500 018574 01 200 00 192 16 506.28 306 500.590 7 8.,99 558 501 148 00 470 4.00 4.O0 00 C) . .62 07500--.-..-. ... .015974 .. .01 . .200 (3(3 S ' 192.78 500.33 .320 500.651 ' 7.0 . 5.71 .507 501.158 .00 .470 4.00 4.00 .00 50 0750n0 01374. Ui 20 04) ..............19.3.28 500.37 ....... 35 50u..74 .7.0 5.45.'.. .462.. 501.165 .00 4,0. .4.00 4.00 .00 0 .42 .07500 .011826 .0(4 , .200 .00 193 70 500.40 50 500.750 0 5.20 419 501.169 (' .470 4 0(4 4.00 CIO 4) WALL-EXIT . - ., , .• . .00 193.70 500.40 .350 500.750 '7.0 22.36 7.766. 508.516 .4:44:4 1.025 , 1.50 .00 .00 , 2.81 • .46903 ' . ' .299821 .84 , .314) , 196.51 501.72 .357 502.076 7.0 21.67 7.293 509.369 .0(4 1.025 1.50 . .00 .00 C) 3.26 .46903 ' , ' .268585 .88 .310 . . .00 / 199.77 503.24 .369 54)3.614 ' 7.3 20.71 6.660 510.274 .00 1.025 1.50 .00 .00 '(4 2.52 .46903 . . .. . .234887 .59 .310 , .00 202.29 504.43 ' .382 504.811 7.0 19.72 6.037 510.848 .00 1.025 1.50 .00 .00 , F0515P ' . . PAGE . , WATER SURFACE PROFILE LISTING PALOMAR iAIRPURT ROAL) HYDRAULICS. srA 220+90. AREA 3 -.• ---,---.-.-,.-, --..--.-- ...............-.•- ....- ......... NOL 11 1 I I H ML 4ER UF I 10ilE M / ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID WO. - PIE L/ELEM SO SF AVE HF NORM DEPTH ZR * 2 03 46903 205481 42 310 00 :204.32 905.38 .95 505 .778 7-.0 18.82 5.49B. 511.276 uo 1 025 1 50 00 0o 'I 1.68 .46903 .179778 .30. .310 . .00 206.00 506.17 .409 506.578 7.0 17.95 5.002 511.580 .00 1.025 1.50 .00 .00 1.41 46903 15738 22 310 00 207.41 506-.83 423 507.254 7 0 17 07 4 526 -'511.780 00 l 025 1.50 fl() 00 1.20* 46903 137690 17 310 00 208 61 .507.39 438 507.832 7.0 16.2B.- -.4.115: 511.947- 00 1 025 1 50 00 00 o 1.03 46903 120527 12 310 00 209.64 507.88 453 508.331, 7.0 15.56 3.757 512.088 00 1.025 1.50 00 00 (I - 90 46903 105505 09 310 00 216.54 508.:30 469 508.766 7.0.' 14 83 3.415 512.181 00 1 025 1.50 00 00 elmli .78 .46903 . 0 .092369 .07 - .310 W . . .00 211.32 508.66 .485 509.148 . 7.0 14.11 .3.093 . 512.241 .00 1.025 .-... .1.50 ..... .00 ... .00 0 . .68 .46903 .080868 .05 .310 .00 -- ............................ .......... .0 17, 212.00 508.98 .502 509.485 7.0 13.46 2.814 512.299 .00 1.025 1.50 . .. 00 .00 - ..60 .46903 .070855 .. .04 . .31Ô .. ........... - .00 212.60 509.26 520 509.784 7 0 12.84 2.562 512.346 00 1..025 1.50 0 00 0 52 46903 062128 03 310 00 2130.2 509 51 539 5 10, 1)49 7 12.24 2.326 512.375 00 1-.025 1 50 - 00 00 ') 47 46903 054476 03 310 00 213.59 509.73 .558 510.286 7.0 11.67 2.114 512.400 .00 1.025 1.50 . .00 .00 0 . . . F0515P . . . . . WATER SURFACE PROFILE LISTING . . - • . PALOMAR AIRPORT ROAD HYDRAULICS. STA 220+90. AREA . . . PROFILES; 0130. D.21lXI,. FILE NAME; 3HDPAL . . . . LTMV 9/11/90 . . . . . . .• 00 STATION INVERT DEPTH . VEL. VEL ENERGY SUPER CRITICAL . HGT/ BASE! ZL ELEV OF FLOW ELEV . HEAD . GRD.EL. ELEV . DEPTH - DIA IDjNO. IE L/ELEM SO . SF AVE HF . . NORM DEPTH ZR ** 41 490 - 147761 02 210 00 214 509.92 ,18 5 1u 4-96 0 11.13 1.923 512 .421 1.025 1 50 01) 0') ..36 .46902. ..30 . .00 7.I . . . l-(1 ( )() 0) • -. - .- - - - - - u_.'_. - _0• - - 214.67 ,.l.4 .j :510.d5 lo.12 1.589 512.446 .00 1.025 1.50 .oO .00 G .8 4j .i30u .01 ...lu .00 C 214.95 510.:7 .644. 311.u12 7.0 9.6o 1.448 512.460 .01) 1.025 1.50 .25 .46903 .028382 .01 .71u .00 - ..215.20 510.48 .668 511.151 7.0 9.20 1.314 512.465 .00 1.025 1.50 .00 .00 V 2 1 493 .024936 .vl - .310 .00 215.41 510.58 .o92 511.275 7.0 8.77 1.195 512.470, .00 1.025. .1.50 .00- .00 .19 .46903 . .. .021916 .o0 .310 .00 215.60 510.67 .716 511.388 7.0 8.36 1.086 512.474 4o 1.025 . 1.50 .00 .Oo ' - .15 .46903 . . . .019293 .00 .310. .00 - - 215.75 510.74 .746 511.490 7.0 7.97 .987 512.477 .00 1.025 1.50 .00 .00 0 .14 .46903 .• . .016992 .00 .310 .30 1.0 215.89 510.81 774 511.5B2 7.0 '7.'60 897 512.479 00 1.025 1.50 00 00 ' -.11. .46903 . . .014969 .00 .310 . .00 216.00 51.0.86 .804 511.665 7.0 7.25 .815 512.480 .00 . 1.4:425 • 1.50 .00 .04) -0 .10 .46903 . .013207 .00 .00 • . . . . . 2.16.10 510.90 .836 511.741 7.0 6.91 .741 512.482 .00 1.025 1.50 .00 .00 ') F0515P . . PAGE • . WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. STA 220+90. AREA 3 PROFILES: 0150. D2=1(H): FILE NAME: 3HDPAL • LTMV 9/11/90. . . STATION INVERT DEPTH W.S. o VEL VEL ENERGY SUPER CRITICAL dGTI BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. FEE • L/ELEM 50 • . SF AVE HF• NORM DEPTH ZR to 4 • .07 .46903 . . .011662 .00 .310 216.17 510.94 .869 511.809 7.0 6.59 - .675 512.484 .01) 1.025 1.50 .00 • .00 0 • . .06 46903 010308 .oO .310 .00 • 216.23 510.97 . .9:4 511.871 :;.o 6.28 .613 512.484 .00 1.025 1.50 03 .00 fwj .04 .469(43 .009127 .00 . .310 • .00 mb - 216.27 510.98 942 511.927 - 5.99 .558 512.485 .0') 1.025 • 1.50 .00 .00 '3 • .02 .4690.3 . • .ou8093 .o ..;ii' . . • .o) . - 216.29 511.00 .'et 511.978 7.') 5.71 .507 512.485 .04) 1.025 1.50 .00 .o':' u ..i1 .469(13 • .007182 .00 • - .310 .04) 216.30 311.u0 1.'.s23 512.025 .o 5.44 .459 512.484 .' 1. 025 1. 50 ..'o .,:c, - , / . . - 1 I TAri0r . INVERT DEPTH W. S. a' VEL VEL ENERy SUPER CRITICAL HGT, BASE/ ZL 141) . .....:. - ........................ ,r,Sr .-., .-.--•• -• - - -- ............... ) WALL ENTRANCE , .. .. . . .00 . 511.00 1.284 512.284 7.0 4.35. .....293 . - .00 t.025 15('. . .00 -(............................. .. .. . . . . .10 ........... 40 - - 430 40 : . •. . . . . . . . S -S ** WARNING NO. 2 k* - WAlER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC W.S.ELEV = INV + OF ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVE14 IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. F0515P . PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. STA 220+90. AREA 3 . : PROFILES: 0150. 02=100: FILENAME: 3HDPAL ..... . ......... LTMV 9/11/90 . . . . . STATION INVERT DEPTH W.S. . 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL . .ELEV OF FLOW ELEV . . . .........HEAD GRD.EL. . ..ELEV DEPTH . DIA.......ID.NO .....- ......PIE L/ELEM SO SF AVE HF NORM DEPTH ZR ** .00 483.20 .416 483.616 8.0 20.05 6.242 489.858 .00 1.096 1.50 .00 .00 24.05........20000........................... .213050. . 5.12 . .. ...... . .420 ............... .00 24.05 488.01 .408 488.418 . 8.0 20.51 6.534 494.952 .00 1.096 1.50 .00 .00 (.3 17.76 .20000 . .. .236082 4.19 . .420 .00 ...41.81 491.56 ... .394 491.955 . 8.0 .21.56 .7.220 499.175 .00 1.096 .. -.-1.50 1.50 . .00 .00 0 -- 10.12 .20000 . .269820 . 2.73 .420 .00 51.93 493.59 381 493.968 8 0 22.60 7.930 501.898 00 1.096 1.50 Ou 00 7.18-. .20000. . ......................... .2.22 . .. .. '- .420............................00. 59.11 49.02 .369 495.391 8.0 23.67 . 8.699 504.090 .00 1.096 1.30 .00 oo 5.61 .20000 .352969 1.98 . .420 .00 496.14 .........356 ....496.500 8.0 24.84 .......9585 . .506.085 .. .00 1.096 ..j•5Q .... .00 .00. 0 4.66 .20000 .403283 1.88 .420 .00 69.38 497.08 .344 497.419 8.0 26.06 10.544 507.963 .00 1.096 1.50 .00 .00 3.99 .20000 ............... . .461379 1.84 . . . .:: .......00 73.37 497.87 .333 498.207 8.0 27.30 11.576 509.783 .00 1.096 . 1.50 .00 .00 3.50 .20000 .527986 1.85 420 00 76.87 498.57 .322 498.896 8.0 28.67 12.767 . 511.663 .00 1.096 1.50 .00 .00 0 3.13 .20000 .604430 . 1.89 .420 .00 80.00 499.20 .312 499.512 3.0 30.08 14.045 513.557 .00. 1.096 1.5') .00 .00 WALL . ENTRANCE . . . .00 80.00 49. 20 .313 499.513 3.0 3.69 .695 500.208 ..0H) .513 4.00 4.4)0 .00 .64 .07300 .019722 .01 .212 .00 FOS1SF . WATER SURFACE PROFILE LISTING PALOMAR AIP>JRT ROAD HYDRAULICS. STA 220+0. AREA PROFILES: 01=50. 02=100: FILE NAME: 3HDPAL LTMV 9/11/9C> STATION INVERT DEPTH W. S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ E'ASE/ ZL NO ELEV OF FLOW ELEV HEAD 3RD. EL. ELEV DEPTH DIA Ii) NO . LE 80. 64 499. 25 .323 499.571 8.0 6.47 .à49 500.220. .00 .513 4.00 4.00 .00 C) .76 .0750u .017363 .01 - .212 ,.00 81.40 4993U .338 499.643 8.0 6.16 .590 500.233 .00 .513 4.00 4.00 .00 C .63 .07500 . 014944 .01 .212 . . .00 82.03 499.35 .354 499.706 8.0 5.88 .537 500.242 .00 .513 4.00 4.00 .00 .52 .07500 . . (I 12866 .01 .212 .00 ... 82.55 4.39............. 5.60 482 .513 4.00 . 4.00 . .00 C) ) . .42 .07500 . . .011082 .00 . .212 .00 82.97 499.42 388 499.811 8.0 5 34 44 5(-)(:).254 00 .513 4.00 4 0)) 110 C) ) ........34.:. .07500 . .. .009549 .00 . .21 . .0C 83.31 499.45 .406 499.854 8.0 5.10 . .403 500.257 .00 .513 4.00 4.00 .00 .26 .07500 . .008231 .Ou .' .212 .00 ) - .........83.57 499.47......426. 499.894.. 8.0 4.86 ..........366 500.260 .00 .513 .. .4.00 4.00 .00 0 .19 .07500 . , , . ... .007098 . .00 - .212 ' .00 83.76 499.48 .446 ' 499.928 . . 8.0 . . 4.63 .333 500.261 , .00 .513 . 4.00 4.00 .00 .C) . ......., .......14........0.7500......................................................................00' 212 . ...................00 : 83.90 499.49 ' .467 499.959 8.0 4.42 .303 500.262 .00 , .513 ' 4. 00 4.00 .00 J. .07 .07500 , . .005286 .00 . .212 . . .00 , , 83.97.. .489.499.987.............8.0. 4.2k...........275 500.262 .00 . .51 .. 4.00-.- 4,00......00 0 - : .03 .07500 , . . ,.. . .004552 , . . . .212 .00 84.00 499.50 .513, 500.013 8.0 4.01 .249 500.262 .00 .513 4.00 4.00 ' .00 0 - -------- WALL. ..'EXI.T .-. ..--.. ..._ .--. .... ......... .., . -. '.. ....00 F0515P ' . . P WATER SURFACE PROFILE LISTING . .., ... PALOMAR AIRPORT ROAD HYDRAULICS.- .-STA 220+90. AREA 3 .................... - , ... ..... PROFILES: . 0150. 02=100: FILE NAME: SHDFAL LTMV 9/11/90 ...STATION . INVERT DEPTH.. W.S. . 0 - VEL VEL . ENERGY SUPER CRITICAL . . . . HGT/. BASE/ .. ZL NO ELEV OF FLOW ELEV . HEAD GRD.EL. ELEV DEP7H DIA ID NO. FIE .L/ELEM. SO . . SF AVE HF NORM DEPTH ZR 84.00 499.50 .514 500.014 - .8.0 4,00 .248 500.262 .00 .513 4.00 4.00 .00 AJ 84.00 499.50 .830 500.330 8.0, 7.97 .986 501.316 .00 1.096 - 1.50 .00 .00 1.94 .00568 - . , . ,' .016916 ' .03 1.240 ' . .00 - 85.94 499.51 .819 500.330 ' 8.0 8.10' 1.018 501.34 .0:1 " 1. 096" 1.50 .00 .00 ) 5.56 .60568 - . .018415 .10 . 1.240 CIO 5.46 .00568 .020888 .11 1.240 ., .00 96.96 499.57 .759 500.333 8.0 8.91 1.232 501.565 .00 1.096 1.56 .00 .00 o 3.28 .00568 .. .023713 . It, 1.240 ................00 102.24 499.60 .731 500.335 8.0 9.35 1.356 501.691 .00 1.096 . 1.50 . .00 .00 S - 1•. .. ,. . . ,.. . ) 5.15 .0058 .026947 .14 . 1.240 .00 107.39 499.63 .705 . 500.338 8.0 9.80 1.492 501.831 .00 1.096 ... 1.50 00 . .00 0 4.93 .00568 . , . .030632 .15 1.240 .00 112.32 499.66 .679 500.340 8.0 10.28 1.642 501.982 .00 1.096 1.50 .00 .00 1) 4.81- .00568.'...... .. .. .034838 .17 .1. 24c;- ', . .......:'.. 00 117.13 499.69 .655 500.343 . 8.0 10.78 1.805 502.148 .00 1.096 1.50 .00 .00 ob - 4.63 .00568 . .039664 .18 1.240 ' .00 ..121.76.499.71 ......632... 500.346 ......8.0 ....11.30 .......1.983 502.329 .00 1.096 . . ..............,.5O ........ 0 4.44 .00568 . .045148 .20 " 1.240. ', : .00 126.20 499.74 609 500.349 8.0 11 85 2.181 502.530 00 1.096 1.50 00 00 .0 4.32 .00568... -. ': . ' ......... .... .: .051422 ,. .22... ' . . 1.,240.'...,.:.a........:..'..'-:...00 130.52 499.76 .588 500.352 8.0 12.44 2.404 502.756 .00 1.096 . 1.50 .00 .00 ) F.0515F' .' . ... ......................- ................... ... ... .............FAGE PROFILE LISTING131 WATER SURFACE . . . .. • . ,. PALOMAR AIRPORT ROAD HYDRAULICS. STA 220+90. AREA 3 . . . .. ... ....' ........ .........:.:.............PROFILES: .0150 O2100:,.. FILE NAME: , 3HDPAL. ..............................: ...............::;......... LTMV 9/1 1/90 . . . . . . ,,. ..,....,...,. ' STATION ' INVERT DEPTH W.S. 0 VEL ' VEL ENERGY SUPER CRITICAL ., .HGT/' BASE/.-. " ZL ........-- '.' ELEV. OF FLOW." ELEV ' . ..HEAD.. GRD.EL. ' ELEV DEPTH .' DIA ...:..ID PI L/ELEM SO SF AVE HF NORM DEPTH-.:,ZR L 4.16 00568 058636 24 1.240 - 00 .'134.68... 499.79'.. .568 .500.356 8.0 13.05.....2.645 503.001 .00 1.096 ." . 1.50 .00. ,00 0 3.99 .00568 , . ' .066855 .27 1.240 . ' , .00 138.67 499.81 548 500.35B 8.0 13.68 2.904. 503 262 00 1.096 1.50 00 00 C) .. - ......3.85 . .00568 '. . ' . .076224 .29 , 1.240 ........... .00 142.52 499.83 .529 500.361 8.0 14.34 3.192 503.353 .00 1.096 1.50 .00 .00 0 ) . . 3.71 .0.0568 . .086965 .32 . 1.240 .00 146.23 499.85 .511 500.364 8.0 15.04 3.511 503.875 .00 1.096 .. 1.50 .00 .00 0 7.56 .00368 .099210 .35 1.240 .00 149.79 495.87 .497 50..36? 8.0 15.78 3.866 506.233 06 1.(.-)96 1.50 3.44 .00568 .. .113183 .39 - 1.240 . .0') ............................ - MMl 2':i2JMM - . - - 1=2 - - - 0)) - lj.55 499.91 . .46u 500.37. 8.0 17.35 4.676 50.04G .00 1.09b 1.50 .00 .00 0 3.19 .00568 . .147676 .47 .. 1.240 . .00 ) 159.74 499.93 . .445 500.375 8.0 18.22 5. 157 505;532 .00 1.096 1.50 .00 .00 o 3.06 .00568 . . . . . .168765 .52 1. 240' .00 r 162.80 499.95 40 500 377 8.0 119.09 5.661 506. 138 00 1 096 1.50 CIO ou t 2.95 .00568 . .192719 .57 1.240 .00 165.75. 499.96 415 500379 Bu 20.05 6 242 506 .621 00 1.096 1 50 00 00 2.84 00568 220111 63 1 24" 00 ) 166.59 499.98 401 50 281 B. i 21 00 6.846 507.227 00 1 096 1.5 . o ('0 0)1 h ) . . F0515F -F ISE .............................- ....................... . . . WATER. SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. STA 220+90. AREA 3 - PROFILES: Q1=50. 02=100: FILE NAME: 3HDPAL ) . LTMV. 9/11/90.. STATION INVERT DEPTH W.S. C! VEL VEL . ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH ; . DIA ID NO. .JiE .L/ELEf1.........SO.............................. . ......SF AVE HF . ......NORM DEPTH ..............................ZR ***** **** *************** * ****** ** ** *** ** * ** ***** * *** ********** * *** ** *** * * ***** ** **** * * *** **** **** ***** **** * ** **** ****** **** ** ). .. . . ........ 2. 73..-.. 00566 ................................ :.................251664.. .69 ,. .. .. 1.240.. . ... . .00 171.32 500.00 .388 500.384 8.0 22.04 7.542 507.926 .00 .. 1.096 1.50 .00 .00 L 2.63- .00568 .287777 .76 1.240 . .00 . 173.95. 500.0.1.., .37s.......50.0.386.:..........23.12- . 8.301-....-.508.687 .....00. 1.096 ......................1,.50 .. .00-.. -DO 0 - 2.52 .00568 . . .329179 .83 1.240 .00 3 - 176.47 500.02 363 500.1388 . 8.0 24.24 9.126 . 509.514 00 1'.0416 1.50 flO 00 0 ... . .................... : ............................................................. - .376611.. . .92 1.240 00 178.90 500.04 . .351 500.390 8.0 25.40 10.016 510.406 .00 1.096 1.50 .00 .00 2.33 .00568 .430560 1.00 1.240 .00 ------------- 181423 - 500.05 -339- 500. 391 .........8.0 26.6 -- 11.042 511.433 .00 1.096 ..... 1.50 .00. ...00 0 ; - 2.25 .00568 . .492427 1.11 1.240 .00 - 183.48 500.07 .328 500.393 8.0 27.97 12.150 512.543 .00 . 1.096 1.50 .00 .00 (.) ..........- ...215 -. 00568 . . . .563329 . 1.21 ... 1.240. ..............00 185.63 500.08 .317 500.394 8.0 29.30 13.334 513.728 .00 1.096 1.50 .00 .00 2.08 .00568 .644754 1.34 . 1.240 .00 187.71 500.09 .307 500.396 . 8.0 30.77 14.701 515.097 .00 1.096 . 1.50 .00 .00 0 1.99 .00568 . .738116 1.47 1.240 - .00 189.70 500.10 .297 500.397 8.0 32.26 16.158 516.555 .00 1.096 1.50 .0(1 .00 o 189.70 500. 10 .298 500.398 8.0 7.04 .770 501. 168 .00 .513 4.00 4.00 .00 0 .44 .07500 .023898 .01 .212 .00 190.14 500.13 .302 500.435 8.0 6.93 .746 501.16 .00 .513 4.00 4.00 .00 0 FOS1SF PGE WATER SURFACE PROFILE LISTING . ( . .. .FALOMAR AIRPORT ROAD HYDRAULICS. STA 220+90. AREA 3 PROFILES: 01=50. 02100: FILE NAME: 3HDFAL - LTMV 9/11/90 . .STATION INVERT .. DEPTH W.S. Q. VEL . ...VEL ENERGY SUPER CRITICAL HGT/. BASE/ .. ZL NL)_. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. IF L/ELEM SD SF AVE HF NORM DEPTH ZR ) 1.00 .07500 .021672 .02 .212 .00 191.14 500.21 500 524 d 0 6.61 679 50 1. 203 00 .513 4.00 4.00 00 4' .......84 ... .07500 . .......... -... .018642 .02 . . .212 ............00 191.98 500.27 .331 500.602 8.0 6;30 617 501.219 .00 .513 4.00 4.00 .00 .69 .07500 .016042 .01 .212 .00 -S ....19.2.67 500. 32.. 346 500.669 .....8.0 .......6.01 .561 501.230 .00 -.513 4.00.. . 4.00 .00 0 57 07500 013810 01 212 00 193.24 500.36 363 500.728 6.0 5.73 510 501.238 0 513 4.00 4.00 00 0 46 07500 011892 01 212 00 193.70 500.40 .380 500.780 8.0 5.46 .. .464 501.244 .00 .513 4.00 4.00 .00 WALL EXIT 00 193.70.,...,, 500.40 . .378 500.7.78 ....8.0- _22.86 .,_ 8.113 508.891. .00 1.096 ..............1.50 .. .00 ..00 0. 3.24 .46903 . -.282504 .92 -. .330 . .00 196.94 501.92 .389 502.309 8.0 21.98 7.501 509.810 .00 1.096 1.50 .00 .00 ........3 .46903 ..... .. . . . ..- ..- ..250147.-. .77 . .330 .....................00 200.00 503.35 .402 503.756 8.0 20.94 6.810 510.566 .00 1.096 1.50 .00 .00 2.42 .46903 .218773 .53 .330 .00 .202.42. 504.49. .416 504.905 8.0 20.00 6.211 511.116 .00 1.096 . . 1.50 .00 .00 0 1.98 .46903 . . .191382 .38 .330 .00 ... 204.40 505.42 .430 - 505.848 8.0 19.05 5.634. 511.482 .00 1.096 1.50 .00 .00 co 1.65 .46903 .. .. .167566 .28 .330 . .00 206.05 506.19 .446 506.836 - 8.0 18.18 - 5.133 511.769 .00 1.096 . 1.50 .00 .00 F0515P . PAGE WATER SURFACE PROFILE Ll5T1N. PALOMAR AIRPORT ROAD HYDRAULICS. STA 220+. ARE4 . PROFILES: 01=50. 02100:. FILE NAME: 3HDPAL S. - LTMV c/11/cj - TTTflC I Nlk)Wr7,T .i -: r ::..;.:z- :..I . - low - .Lmmo - - - DTF -IME I * 1.3 .46903 . .146756 .20 207.44. 506.85 .461 507.30;' 8.0 17.32 •4.656 511.963 ,-;0 1.090 1.50 .00 .00 (' ) . 1.20 .46903 . .128416 .15 .330 • )8.64 507.41 .477 507.884 8.0 16.53 4.242 512.126 .0u 1.096 1.50 .00 .00 0 ) . 1 1.03 .46903.. . '. .112467 . .12 .330 .00 209.67 507.89 .494 508.385 80 15.75 3.851 512.236 .00 1.096 1.50 .00 VO0 1) 90 4690: 09870 32') 00 - 210. 57-- .512.. 508.824 8.0 15.01 3.498 512.322 .00 1.096 1.50 .00 .. .00 0 ) . . .78 .46903 .086407 .07 . .330 .0)) ) 211 35 508 68 ...530 509.209 6.0 14 21 3 len 512.389 of) 1.046 1.50 no 00 0 S. .69 .46903 •. . ......075732 .05 . .330 . . .......00 212.04 50900 .549 509551 8.0 13.65 2.694 512.445 .00 1.096 1.50 .00 .00 .J 60 46903 066420 04 230 00 212.64 09.29..:. .569 509. 854- .. 8.0.. .13.0.1. 2.628 512.482 .00 1.096 1.50 .00. .00 0 ) .54 .46903 . .058253 .03 .330 . .00 ) 213.18 509.54 .589 510.14 8.0 12.40 2.389 512.513 .00 1.096 1.50 .00 .00 0 ... 4.6........46903 ,, .........,51115.......02 .330................ . ... ..... . ....... ..00. 213.64 509.75 611 510.365 8 0 11.83 2.175 512.540 00 .1 .096 1.50 00 00 ail .42 .46903 .044881 .02 . .330 .00 J . . . -. . L........-..214.06:- 509.95 . .633 510.581' ' .0' 11.28' . .1.977 512.558 .00 1.096 ... . 1.50 ............00 . C) ) .36 .46903 . .. . .039400 .01 . .330 .00 214.42' 510.12 656 510.775 8.0 10.75 1.795 512.570 00 1.096 1.50 00 00 0 FOSISF ' . . . FE .• ... .• . . ......... .••.. . ......... ' WATER SURFACE PROFILE LISTING . . .5 . . . . PALOMAR AIRPORT ROAD HYDRAULICS. STA 220+90. AREA 3 0 • PROFILES: 01=50. 02=100: FILE NAME: 3HDFML ' • LTMV. 9/11/90 . • .. V • . - STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ CASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL ELEV DEPTH DIA ID NO. .IE /ELEM SO................................................SF. AVE HF NORM DEPTH . V.. ZR ***************************************************************************************** *********************************** ' S ' . • .034606 .01 .330 .00 .................... 214.74 510.27 .680 510.949 8. 0 10.26 1.63 3 512.582 .00 1.096 1.50 .00 .00 .28 .........46903 .46903 . S .030427 .01 .330 • ' . V V .215..02.-' 510.40 . .706 511.106 S B.:). .9.78 . • 1.485 512.5i .00 i.ü 1.50 .00 .00 .46903 , . .026781 .01 215.27 510.52 .733 511.248 8.o 9.32 1.350 5 59 .u'.' 1.096 1.50 .00 .00 --0 '.21 .46903--- - .023580 .00 .33': .00 215.48 510.61 .761 511.375 8.0 8.89 1.227 .512.6(32 --0 1.096 ' 1.50 .00 .00 18 . .4690 .020769 .00 .330 F15.66 510.70 .790. 511.491 8.0 8.47 .1.1.15 512.606 .00 1.096 . 1.50.-.. -.00 .- .00 (3 .16 .46903 .018310 .00 ' .330 .00 215.82 510.77 .821 511.595 8.0 8.08 1.014 512.60 .00 1.096 1.50 .00 .00 0 ............13. .46903 - .............................016158. .00 .330 .00 215.95 510.84 .853 511.689 8.0 7.71 ' .922 512.611 .00 1.096 1.50 .00 .00 Jo 11 4691)3 014270 330 00 ...21.06 510.89 .887... 511.7.75 . 8.0 .. 7.35 ... .....838 .. 512.613 . .00.. 1.096 ... - ................1.ZO .........00 . .00 U' - .09 .46903 .012626 .00 - .330 , . . .00 216.15 510 93 924 511.652 8.0 7.01 762 512.614 00 1.096 1.50 ou 00 0 ) . . . . . . .06 .46903 ......... ........... ...........' .............011189 . ' .. .., .330., ........................00. 216.21 510.96 ' .962 511.922 . .8.0 6.68 . .692 512.614 . .00 1.096 , ' 1.50 1. .00 .00 Jo .05 .46903 -. - , .009929 .00 .330 . ' .00 ) . , .. 216..26... 510.98. .. 1.003..' 511.985 - ' 8..0.......6.36.............629.512.614 '.00. .1.096 .................P1.50.-... -0 F0515P . . PAGE WATER SURFACE PROFILE LISTING - - - .....PALOMAR AIRPORT. ROAD HYDRAULICS..STA.220+90...AREA ... ..................................... .......... ) PROFILES: 01=50. 02=100: FILE NAME: 3HDPAL . LTMV 9/11/90 . . . . . --STATION-.-.... ...,INVERT. DEPTH. W. S. . .. 0 .. VEL .......VEL.. . ENERGY SUPER CRITICAL..............-..HGT4 BASE/.......ZL NO ) ELEV OF FLOW ELEV , HEAD GRD.EL. ELEV DEPTH ' DIA ID NO. FIE L/ELEM SO ' ' - . ' SF AVE HF NORM DEPTH ZR .03 .46903 . . .008832 .00 , .330 .00 216.29 511.00 1.047 512.043 8.0 6.07 .572 512.615 .00 1.096 1.50 .00 .00 . . J) .01 ... .46903.'.. . . .007873 .00 . - .330 .00 216.30 511.00 1.096 512.096 , 8.0 5.78 .519 512.615 .00 1.096 . 1.50 .00 .00 ) WALL ENTRANCE . -. . . . . -. ', • ' .00 - ........-.... 216.30....511.00 1.337. 512.337 8.0 4.81 .359 512.696 .00 1.096 - .... 1.50.- . .00 .00 0 j 1- FQr: F 1i 0 rechncflooi S/N 558 * * * * ** *** * * * * ** * * * * * * * * * * * ** ** ** ** ** * * * * ** * ** ** ** * * * * ** * ** * * * ** ** * ** * * * * ** ** • ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC C • ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = LNV'+ DC F0515P . PAGE ( . . WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS STA 196+25 LT. . AREA 4A1: Q 50 AND 100: FILE NAME:' 4AHPLT STATION INVERT DEPTH USER: LTMV DATE: 9/#/90 W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AV ELEV OF FLOW ELEV HEAD ORD EL ELEV DEPTH DIA ID NO PIER • "L/ELEM SO SF AVE ' HF ' NORM DEPTH . ZR .00 453.40 .380 453.780 7.3 20.74 6.678 460.458 .00 1.047 1.50 .00 .00 0 5.66 30000 233341 1 32 360 00 5.66 455.10 388 455.485 7 3 20.11 6 28O 461.765 00 1.047 1.50 00 00 0 6 12 30000 209190 1.28 ThU 00 C. - ii 78 456 93 402 457 335 7 3 19 16 5 700 463 035 00 1.047 1 50 00 00 0 4.31 30000 183138 79 '.•," ,. "' ...............,.• '••' .•'.•.' . •••.•• 360 ' . . ' . .• .'•• 00 16.09 ,. -•. 45B.23 .,'-.- 416 '• •• .' 458.642 -7.3' 18.25 5.172 463 814 00 1.047 1.50. 00 00 0 '.30000 ''''' - .160208. ' .52 .360 ..................00 Aw ....... ''.' C- 19.36 - 459.21 430 459.637 7 17.42 4.713 464'.350 00 1.047 1 50 00 00 0 2.58 .30000 . . .140161 .36 . .360 -.94'" 459.98' " .445 460.427 73 16.59 4.4 464.701 .00 1.047 1.50 ;00 .00 0 2.10 .30000 . .122740 ' .26 . .360 .00 24.04 '460.61 .461 461.074 7.3' 15.34 3.894 464.968 .00 1.4i47 1.50 , .00 .00 0 C' 1.76 .30000 . . . , .107499 .19 ' .360 - ' .00 25.80 461.14 .477 461.617 7.3 15.08 3.532 465.149 .0(3 1.047 1.5 , .00 .00 0 1 .48 .30000 .094148 .14 . 360 - 00 27.28 461.58 .494 462.077 7.3 14.40 3.219 465.296 .00 1.047 H 1.50 .00 .00 - 0 C - 1.26. 30000 082463 10 60 00 28.54 461.96 .511 , 462.474 7. Z 13. 72 2.924 465.398 .00 1.047 ' 1.50 00 .00 .0. 1.09 .30000 .072225 .08 , .360 ) .00 ' . ' • ( & 29.63 462.29 .529 462.818 7.3 , 13.08 2.658 465.476 .00 1.047 ' 1.50 .00 .00 0 & .94 . 30000. ' .063305 .06 .36") • • • F0515P ' PAGE WATER SURFACE PROFILE LISTING" PALOMAR AIRPORT ROAD HYDRAULICS STA 196+25 LT. ' • ' • AREA 441; 0 SO AND IOU: FILE NAME: 441-IPL1 ' M _LL Fj - jj . HF .. GRØj ..,• jo ...• &•&.. 1H 11LJI I DIIOC.F ' LL IWU ( IV OE ZR 30.57 462.57 , .548 46.3. 120 7.3 12.48 2.418 465.538 .00 1.047 1.50 .00 .00 I) r 82 . 30000 . ' . 055523 .05 . . 30 .00 31.39 462.82 .568 463.385 7.3 11.89 2.195 465.580 .00 1.047 1.50 .00 .00 0 .71 ;30000 .048698 .03 ••' ' .360 ...................00 32.10 463.03 .588 463.619 .7.3 11.34 1.995 465.614 .00 1.047 1.50 .00 .00 0 62 30000 . . . . .042732 .03 ' ' ' .36o -32.72....463.22 .610 463.827 7.3 '10.81 1.816 465.643 3 1.047 '•. ' ' 1.50 '.00 .00 0 55 3000 037522 02 360 00 33.27 1 463.38 632 464.612 7.3 10.31 1.651 465 663 00 1.047 1.50 00 00 0 ........47". ' 30000 . .... . , . .032941 .02 " ' ' 360 ' ... 33.74 463.52 .655 464.178 ...9.83 1.499 465.677 .00 ' 1.047 1.50 . .00 .00 0 .41 .30000 . . . .028951 .01 ' .360 - ' .00 34.15 -463.65 .680 464.326 7.3 9.37 1.364 465.690 .00 - 1.047 '1.-50 --;oo -oo -0. .36 .30000 ' . ' .025457 .01 .360 . .00 34.51 463.76 .705 464.460 7.3 8.94 1.240 465.700 .00 1.047 ' 1.50 .00 .00 0 ';31 .30000 . . .022392 . : , ' ' .340 .34.82 463.85 .732 464.579 7.3 8.52 1.127 465.706 .00 1.047 1,50 .00 .00 I) .27 .30000 ' . .019716 .01 .360 .00 35.09 463.93 , .760 464.687 7.3 8.12 '1.024 '465.711 .00 1.047 1.50 '.0 .00 (. 23 30010 o17368 U0 60 00 35.32 463.99 .789 464.784 7.3 '7.74 .931 465.715 .00 1.047 1.50 .00 .00 0 , .18 .0000 .015312 ' .00 . .360 ......................00 F0515P . ' PAGE WATER SURFACE PROFILE LISTING . PALOMAR AIRPORT ROAD HYDRAULICS STA 196+25 LT. . AREA 4A1: Q. SC) AND 100: FILE NAME: 4AHPLT ' USER.. LTMV DATE: 9/6/90 STATION ' INVERT' , DEPTH W.S. Q. VEL VEL' ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AV ELEV OF FLOW ELEV. . HEAD GRD.EL. ELEV DEPTH . DIA ID NO. PIEF L/ELEII SO SF AVE HF . NORM DEPTH ZR ' , 35.5(1 464.05 .320 464.871 .846 465.717 . .)o 1.047 ' . 1.50 .00 .00 *3 .14 .30000 - .01.511 .00 .360 .o*:* 35.66 464. tO .852 464.951 7.3 .7.04 .769 465.72o .00 - 1.047 ' 1.50 .(:))) .0() 0 1.3 . ,c).(c:(') - . :'i 93:3 . (:11:) . ..a ' . T4 . 42 7.a.; AM 462 - IM7 - 1. . 09 .3-0000 . 010554 00. 3() (i(i C - 35.88 464.17 .922 465.087 7.3 6.40 .637 465.724 .00 1.047 1.50 .00 .00 0 .07 .30000 .009352 00 .360 .00 .35.95 - 464.18 .961 465.145 7.3 6.10 . .578 465.723 .00 1.047 1.50 .00 .00 0 ( ( .04 30000 008303 ...00 .360 .00 35.99 464.20 . 1.002 465.198 7.3 . 5.82 .525 . 465.723 .00 1.047 1.50 .00 .00 0 ( 01 .30000 .007377 00 . .360 - .00 f . 36.00 464.20 1.047 465.247 7-3 5.54 477 "465.724 00 1.047 1.50' 00 00 0 WALL ENTRANCE . .00 .36.00 4842O.-1616 .463.816 7.3 1.13 .020 465.836 .00 .470 4.00 .4.00......00 0 ( . . . . . . . . . C . . . . . .-• .t. . . . . . . -. .-. - - - - ,- -, -' . - '- - -. .- -.'-.---'--..- ) ** WARNING NO 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWkDS W S ELEV = INV + DC. ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT-ELEVATION IN OTLTUS. W.S.ELEV = INV + DC F0515P . . . . PAGE ) ... . WATER SURFACE PROFILE LISTING ) PALOMAR AIRPORT ROAD, HYDRAULICS STA 196+25 LT. AREA 4A1: 0 50 AND 100: FILE NAME: 4AHPLT .. USER: LTMV DATE: 9/6/90 . STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AV ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO PIER -- L/ELEM SO SF AVE HF NORM DEPTH ZR 3 ) 00 453 40 389 453.789 7.61 20 88 6.769 460.558 00 1.068 1.50 00 00 0 3 78 30000 234365 89 370 00 3.78 454.53 .394 454.927 7.6 20.49 6.516 461.443 .00 .1.068 1.50 .00 .00, 0 6.66 .30000 . . . .213347 1.42 . .370 .00 . .....1044 '45653 .408 456.940" '7.6 .1.954 5.927 462.867 .00' 1.068' " " "1.5O' 00'".06........0 4.62 .30000 .186715 .86 . .370 .00. 15.06 457.92 422 .458.340 7.6 18.63' 5 388 463.728 00 1.068 1.50+ 00 00 0 .... 347 3cjQ• . ..-,. •.. . . .163417........ . . . .,. .370'' ............•.•............ .3' 18.53 458.96 437 459.396 7.6 17.76 4.896 464.292 00 1.068 1 50 00 00 0 ' 2.73 30000 143054 39 370 00 21 26 459.78+---*-- 452 460.231+'-*'-'- 7."6 16;93 -" 4 449 464.'660'-- 00 1 068 1 50 00 00' b 2.22. .30000,-. . ... . . .125231 .28 , .370 .00 • :23.48 460 45 468 460.913 7.6 16 14 4.043 464 956 00 1.068- 1.50 00 00 0 . I 85 30000 109644 20 370 00 ) ., . . , '. ' .. 5.33 461.00 .484 461.482 :,6 15.38 3.675 465.157 .00 1.068 ' 1.50 . .00 .00 0 1.55 .30000 , . .095996 .15 . .370 . .00 26 88 461.46- 501 461.965 7.6 14.67 3.343 465.3613 00 1.0613 1 50 00 00 0 lb .1.32 .30000 . .084114 .11 . .370 .00 28.20 461.86 , .519 462.380 7.6 13.97 3.031 465.411 .00 ' 1.068 1.50 .00 .00 0 ....1.14 ' .30000' • ' . ''' .073757 .08 .370 ) • ., . • 29.34 462.20 .538 462.740 7.6 13.33 2.761 465.501 .00 1.068 1.50 .00 .00 0 .* .98 .30000 .064675* .06 . . 370 .00 F0515P . PAGE :---- . . WATER SURFACE PROFILE LISTING 4 . . 'PALOMAR AIRPORT ROAD HYDRAULICS STA 196425 Li'. . AREA 4A1: 0 50 AND 100: FILE NAME: 4AHF'LT USER: LTMV DATE: 9/6/90 • '. ' STATION INVERT DEPTH W S ci, VEL VEL ENERGY SUPER CRITICAL HG1/ BASE/ ZL NO JVJ ) - ***f** *** _**_** *_* ****I** - +***+** ::+; ********F* **_ 30.32 462.50 .557 463.054 7.6 12.71 2.508 465.562 .00 1.068 1.50 .00 .00 0 86 .30000 V .056706 .31 . 18 462.75 . .577 463.330 . 7.o 12. 12 2.281 465.611 oQ 1.066 . 1.50 .00 .00 o .74 .30000 .............. . 049749 . ..o; .370 .00 ( . . . . . 31.92 462.98 .598 463.575 7.6 11.55 2.072 465.647 .00 1.0e 1.50 .00 0() fl .65 .30000 . .04367C) . 0. . 370 . 00 '32.57- 463.17 .620 463.792 7.6 11.01 1 884 465.676 .00 1.068 1.50 .00 .00 C' ) V V • .57 .30000 .038355 .01. .370 .00 33.14 463.34 .643 463.985 7.6 10.50 1.711 465.696 .00 1.068 . 1.50 .00 .00 0 ..............5Ø- .V.V300C)V...V .033683 . C12 .370 .00 33.64 463.49 .666 464.157 7.6 10.01 1.557 465.714 .00 1.068 1.50 .00 .00 0 .43 .30000 . V .029592 .01 .370 .00 .....3;07.......463.62 .691 46411•• ...............95VVVV• 1.416 465.727 .00 1.068 1.50 .00 ........000 : 37 .30000 •• . . .026026 .01 .37C) .00 34.44 463.73 .717 464.450 7.6 9.10 1.286 465.736 00 1.068 1.50 .00 .00 0 30000........................................._V -. .022899 ..................370 •• .00 • ) V V 34.77 463.83 744 464.574 7.6 8.68 1.169 465.74T, 00 1 068 1.50 00 00 0 .27 .30000 • . .020167 .01 .370 .00 35.04.......4 63V9V_773 VV 464.686 7.6 8.28........1.064 465.750 .00 1.068 ....1.50 - 0 .00 0 24 .30000 . - .. .017776 .00 .370 00 463.98 .603 464.787 7 7.89 .967 463.754 .00 1.068. 1.50 .00 .00 0 .j.' - V20VV•V3000(VVVV ....................•VVV .............O15677 .00 .370 . V . F0515P . PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. STA 196+25 LT. AREA 4A1: 0 50 AND 100: FILE NAME: 4AHPLT . USER: LTMV DATE: 9/6/90 STATION -'INVERT DEPTH ........0 ....VEL ENERGY SUPER CRITICAL VV HGT/PASEYZLNO Avr ELEV OF FLOW ELEV HEAD GRD.EL. ELEV. DEPTH DIA ID NO. PIER) L/ELEM . So .SF AVE HF NORM DEPTH ZR ) V V 35.48 464.04 .834 464.878 7.6 7.52 .879 465.757 .00 1.068 1.50 .00 .00 0 .16 . .30000 . • .013836 . . .370 00 33.64 • 464.09 .867 464.960 7.6 7.18 .800 465.760 .00 1.068 1.50 .00 .00 0 13 .30000 .012230 . .370 CIO 75.77 464.13 .902 465.034 7.6 6.84 .727, 465.761 . Cu 1.(66 .5) .0'. .00 C' - - - - -. - -- .-.-. - - - - .35.88 464.16 .939 465.102 7. 6.52 .661 465.763 .00 1.068 1.50 .00 .00 0 .06 . 30000 . .009599 .00 .370. .00 -. 35.94 464.18 .979 465.162- 7.6 6.22 7..601 465.763. - .00 1.O8 1.50 .00 00 ) .. . . . . 05 30000 008528 0u 370 . (JO )• 35199 ) 464.20 1.02 465.217 7.6 5 .93 546 465.763 .00 1.068 1.50 .00 .00 0 ;30000 .007587 .00 .370"' 00 36.00 464.20 1.068 465.268 7. 5.65 495 465 763 00 1 068 1 50 00 00 0 WALL ENTRANCE 00 .."-:36.00 46.4.20 - 1.658 465.858 76 1.15 .........020 465. 8Th .00 .482 400 .......4- .00 .0: ) ... . ) ' . . ) 0 -I . 0 0 0, 0 • - - - - - - - - - - - - - - - - -U • . For: F 0 Tecbnoloaies - S/N 55 f ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVER'r ELEVATION IN HDWKDS. W.S.ELEV = INV + DC ( ERROR MESSAGE NO. 2- WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV + DC F0515P PAGE ( . . WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS STA 196+25 RI. - -. AREA 4A1: 0 50 AND 100: FILE NAMEi4AHPRT . USER: LTMV . ATE: 9/6/90 . ( STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL . HGT/ BASE/ ZL : NO AV ELEV......OF FLOW ELEV .5 ....... HEAD. GRD.EL. ELEV DEPTH -DIAID NO. PIER 'L/ELEM SO SF AVE HF NORM. DEPTH ZR • .00 464.20 .894 465.094 . 7.3 6.64 .685 465.779 .00 1.047 1.50 . .00 .00 . 0 7';-31 -: ;01333 - ...........-. .010413 08 .840 - . ..00 ...... 31 ..464.36 - . .922 465.219 • 6.40 637 .465.856 .00 . 1.047 . . 1.50 .00 .00 0 4.73 .01333 . . • .009352 04 • . .840 .00 ç 12.04 464.36 ;961 465.322 7.3 610 ;578 465.900 ••• 1.047 1.50 0 ••()S 0 2.,30 01333 008303 02 84 00 14.34 464.39 1.002 465.393 7.3 5.82 • .525 465.918 .00 1.047 1•50 .00 .00 0 ( .66 01333................................... .007377 -• .00 ...................840........•• .............. • 00 r ... . 15 00 464 40 1.047 . 465.447 7 5.54 477 465.924 oo 1 047 1.50 00 00 0 WALL ENTRANCE . . . . .00 • 15.00 -464.40- 1.615 466.015 7.3 1.14 .020 466.035 .00 .483 - 4.00 4.00 ... C . S . S • • S ( / S • . .5 . 5 .. - - - - - - - - - - - - - - - - - - I ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN 13 LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC ERROR MESSAGE NO. 2 -WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV + DC F0515P PAGE ( • • . WATER SURFACE PROFILE LISTING . . ' PALOMAR AIRPORT ROAD HYDRAULICS STA 496+25'RT. ( . . . AREA 4A1: Q 50 AND 100: FILE NAME: 4AHPRT . ' USER: LTMV DATE: 9/6/90 STATION INVERT DEPTH W S C' VEL VEL ENERGY SUPER CRITICAL HGT/ BABE/ ZL N0 AV ( ELEV OF FLOW ELEV . . HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIERI' L/ELEM SO .•. . . SF AVE HF NORM DEPTH ZR -.• •• . r • " .. ,•• . .• •• .. .00 464.20 .916 . 465116 , 1.068 1.50 .00 0 .00 : 6.37 01333 010577 07 860 00 6 37 464.29 939 465.224 7 6 6 52 661 465 885 00 1 068 1 50 00 00 0 ( 5.36 0133 009599 05 860 00 11.73 464.36..979 46'5.335 7.6 6 22 601 465.93 6 00 1.068 1.50 00 00 0 2 62 01333 008528 02 860 00 .• • • • • •... • ,. .:•• ' •. 14.35 464.39 • 1.021 465.412 7:6 '5.93 .546 • 465.958 .00 = 1.068 1.50 •' .00 .00 0 65 01333 007587 00 860 00 - 15'.'00'--' 464.40. 1.068 465.468'' 7.6 5.65 495 465.963 00 1 068 1 50 - 0 00 0 • • . S ., ' ( WALL ENTRANCE .00 ( 15.00 464.40. 1.658 466.058 7.6 1.16 .021 466.079 • .00 .496 • 4.00 • 4.00 .00 0 ..: C •' 5• • •• C " (. . • • . • ( . S ' • • t_. - / ( ( For: - :/N 558 .. r ERROR MESSAGE NO. .3 - CRITICAL DEPTH MAY BE INACCURA1E IN ELEMENT 4 INCREMENT = .000010 C ERROR MESSAGE NO. 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 3 INCREMENT = .000010 C' ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV IV +. DC ERROR MESSAGE NO. 2 WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV+ DC ( F0515P PAGE ( WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 4. .STA 184+85 PROFILES: 01=50. 0.2=100: FILE NAME: 4HDPAL ( USER: LTMV REVISED: 9/19/90 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ ASE/ - ZL NO AVBP • C ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER C L/ELEM SO SF AVE HF NORM DEPTH ZR 00 405 00 625 ..40.51.625. 27 32.58 1.6..480 --4.2-2.105 00 1 815 2 00 00 00 0 0 ( 36.23 .34000 . .310219 11.24 .620 .00 . ( 36 23 417 32 640 417 957 27 3 31 49 15 396 433 353 00 I 315 2.00 00 00 1) 4) 21.81 .34000 . . .276906 6.04 .620 .00 C ( 58.04 424.73 .662 425.395 .27.3 30.00 13.975 439.370 .00 1.815 2.00 .00 .00 0 4' 12. E10 .34000 .242579 3.11 . .620 .00 (. . . 70.84 429.09 .686 429..772 . ...27.3 28.62 12.716 442.488 .00 1.815 2.00 .00 .00 0 .0 C) 8.88 .34000 .212606 1.89 .620 . .00 C 79.72 432.11 710 432.816 27.3 27.27 11 550 444 366 00 1 815 2 00 00 00 0 C . . 6.67 .34000 - .186383 1.24 .620 - . . .00 ( U. 86.39 434.37 .736 435.109 27.3 26.00 10.497 445.606 .00 1.815 2.00 .00 .00 0 5.26 .34000 . .163458 .86 .620 ...-•...-.... C . -.-...91.65..436.16.762 436.924 27.3 24.5') 9.547 446.471 .00 1.815 2.00 .00 ( 4.28 .34000 .143381 .61 .620 .00 95.93 437.61 79u 438.4o5 ' - 4 B .75 447.080 00 1.615 2 0)) H) 4)0 0 n ( . . ( 3.55 .34000 .1250.68 .45 .620 . .0o .. . C 99.48 438.82 .819 437.641 27.3 22.34 7.71 447.532 .00 1.815 2.00 .00 .00 0 .- - 2.99 .340% 11u518 3 o2() 00 (. . . . (. 102.47 439.84 .849 440.690 27.3 21.50 1.175 447.865 .00 1.815 2.00 .00 . .3 J) . .0 ( 2.56 .34000 . 07057 .25 .620 .00 105.03 444) 71 88u 441.590 7 > . ( 6 523 448 11 n ......... 1 815 2 00 0)) 00 0 4) IL ..2.20 4 H> 'c5252 19 o._U (. F0515P PAGE 2 WATER 3uF:FACE PROFILE LISTING - PALDMt-P AIRPORT h yiULi:S. ATEM 4. STA 184+85 • :;JN VERL?EP . IIIIIIIIIIIIIIIII-VLL M.vEL ,ENM .L G1/SE,ZL M. A CL.t-'-; 6F FLOW L... HI-AD I3RD EL CLEV DEPTH HA (I) NO PI ER ,LEr1 U F AVE HF NORM fjr'F rH 7R C * 107.23 441.46 ' .'l2 442. .71 27.3. 1 35.730 448.301 .00 1.815 . 2.00 .:,O .00 0 1 90 346u 74957 14 620 00 T 09.13 442..1'l .947 443.053 27.3 18.63 5.392 448.445 .00 1.815 .. . .. .2.00.............0O..Q0.,.. Q.... .0 1.67 .34000 . .065949 .11 .620 .00' ' 110 80 -4'4 2 67 982 443.652 27 17 76 4.1349' 4413.551 00 1.815 2 00 00 woo 0 C) 1.44,34600 U80.j() soo 620 00 ilt 112.24 443.16 1.020 444.182 27.3 16.94 4.454 448.636 00 1.815 2.00 00 00 0 'I 27 4000 051149 06 620 Oo & 113.51 443.59 1.059 444.652 27.3 16.15 4.052 448.704 .00 1.815 , 2.00 .00 .000 .0 1 10 34000 045106 05 62(1 00 114.61 443•97 '1.101 445.070 27.3' "15.40 3.681 '448.751 .00 1.815 ' 2. 00 ".3' O'ij ''.0 (( .98 ,490 - ' . . • , .039814 , .04 ,20 , , .00 b 115.59 444.30 1.144 445.443 27.3 14.69 3.349 448.792 .00 1.815 2.00 .00 .00 0 C' 84 34000 035172 0 620 no - 116.43 444.59 1.191) 445.777 27.3 14.Oo 3.043 448.820 00 1.815 2.00 - 00 00 0_ 0 .74 .34000 .031124 .02 , .620 .00 ' 117.1 . 7 444 84 1.:2:39 446 ((77 '27.3 13.35 2.767 448 844 00 1 815 2 00 00 00 0 () Ab .64 , .34000 , . . .' ' .027587 .02 ,. , .620 , .00 " 117.81 445.05 1.291 446.346 27.3 12.73 ' 2.515 448.861 , .00 1.815 2.00 .00 .00 0 c 55 34000 024494 01 62u 00 118.36, .445.24 , 1.346 446.588 27.3 12.13 2.286 448.874 .00 1.815 ., ,.00 ,.,,,,.09,.,.99,.,,.cL.,. .0 X. .47 .34000 .021793 .01 ' ' ' .620 .00 ' F051P ' .................PAE 3 WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 4. STA 184+85 . . • - ,, PROFILES: 01=50. 02=100: FILE NAME: 4HDPAL .. USER: LTMV REVISED: 9/19/90 ' STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO A. .P ELEV OF FLOW ELEV - HEAD GRD.EL. ELEV DEPTH • D I A ID NO. PIER L/ELEM ' . SO SF AVE HF NORM DEPTH ' 118 .87, 445 40 1.405 446 806 27 2 11.57 2 078 448.834 00 1.215 00 00 ()() 0 () • . ... ••- . . . . c;. 39 , 4nfl 01745 (11 6.11 0)) 119.22 445.53 1.469 447.003 27.3 . 11.03 'L.389 448.372' .00 1.315 2.0(3 .00 .00 0 t • ,. c,4. . 447 '. .'. . ::t. 7 1 448 • . 00 . 0'oc 24 . 34u. . u15704 .00 .620 .00 r 119.77 445.72 1.617 447.340 27.3 ;u.0.1 . 1.562 448.902 .00 1.815 2.00 .00 .00 0 .0 17 .3400o .014276 .00 .620 .00 ( ( 119.94-'445.78 1.706 447.484 27.3 9.56 1.420 448.904 .00 1.815 . 2.00 .00 .00 0 ( Tö6 .3400 . . .013188 - .00 .621) -. .00 120.00 445.80 1.815 447.615 27.3 9.11 1.289 448.904 .00 1.815 2.00 . .00 .00 -0 ( .0 e WALL ENTRANCE . . .00 i20:00 445.80 3.308 '449.' 108 27.3 2.06 .066 449. 174 .00 1.132 4.00 4.00 .00 0 .0 (JNCT SIR. '?701 .•. ... . :oso3 .02 . . . .-..- 00 t-. 124.00 446.10 2.636 448.736 22.4 7.13 .789 449.525 .00 1.688 2.00 .00 .00 0 WALL EXIT . . . . . ( .00 124.00 446..10 2.636 448.736 22.4 7.13 .789 . 449.525 .00 1.688 2.00 .00 .00 0 .0 55.52 .01972 . .009804 .54 1.240 . .00 .79.52 447.20 -2 .-0583 449.278 . 2.4 7.13 789 450.067 .00 1.688 2.00 .00 .00 0 .0 YDRAULIC JUMP . . ..... . . . .00 179.52 447.20 1.313 448.508 22.4 10.25 1.630 450.138 .00 1.688 2.00 .00 .00 I) .016276 .19 1.240 .00 F0515P . PAGE -' WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 4. STA 184+85 C PROFILES: 0150. 02100: FILE NAME: 4HDPAL . . USER: LTMV REVISED: 9/19/90 STATION INVERT DEPTH W. t. -. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ ThASE...NOAVBPF ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH . DIA ID NO. PIER L/ELEM SO .. . SF AVE HF NORM DEPTH ZR ******** ( . 191 05 447.42 1.334 448.756 .2 4 10. n5 1 j70 _450.13.26 on 1.688 2.00 00 00 U U 17.85 .01972 .015027 .27 . 1.240 .00 208 90 447.77 1 9 449.167 22.4 cl. .8 1.427 450 94 0" 1 688 2 06 nO 00 I) 0 1. 57 .01972 .013407 .14 1.240 .00 L *. 219.47 447.98 1.456 447.438 22.4 9.i4 .1.277 450.735 .00 1.688 2.0:i .00 .00 o 6.47 .01972 .011999 - .08 1.240 .00 225.94 448.11 1.524 449.634 22.4 0. ;'z 1.180 450.814 .00 1.ó88 2.00 .00 .00 0 C3.50 01972 . .'10796 .04 1.240 .00 IL 229.44 44e.18 1. 6.30 449.779 22.4 8.31 1.072 450.351 .00 1.688 . 2.00 .00 .00 0 . 1.06 .i': - . . . . - -- i...-. ... -. ...- ..---..-.-. 230.50 448. 2(1 1.688 449.888 22.4 7.92 .974 450.862 .0 1.688 2.00 .00 .00 0 .1 WALL ENTRANCE . . -. .00 230 50 448.20 2.820 451 02u 22.4 1.99..061 451.081 993 4 00 4.00 00 0 Il UNCT SJR (:17500 .002946' .01 00 ) ,. 234 50 448 50 2.* -327 450 827 17.0 5.41 455 451'.282 tn; 1.487 2.00 00 In, 0 WALL EXIT . - .., _.00 ) 234.50 44850 2.328 450.828 17.0 5.41 455 451 283 flu 1.487 2 00 00 ((1) 1 64.'00 00781 005647 36 .1 .414 00 WALL ENTRANCE. 298.50 449.00 2.189 451.189 17.0 5.41 .455 451.644 .00 1.487 - 2.00 .00 .00 0 .) -- JA - I 1 .. . -. ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN DR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC ') ERROR MESSAGE NO. 2 - - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV + DC . F0515P PAGE 1 ) WATER SURFACE PROFILE LISTING ) PALOMAR AIRPORT ROAD HYDRAULICS. AREA 4. STA 184+85 PROFILES: 01=50. 02100: FILE NAME: 4HDPAL USER: LTMV REVISED: 9/19/90 STATION INVERTDEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! . ZL NO AVBPF_ ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO . SF AVE HF NORM DEPTH ZR 3 .00 405.00 .699 405.699 33.5 34.25 18.219 423.918 .00 1.906 2.00 .00 .00 0 ...0 40O0.....................................316131 2.02 . .690 :00 ) 6.40 407.18 ....407.879 33.5 34.04 17.998 425.877 .00 1.906 2.00 .00 .00 0 - .0 35.30 .34000. .294352 10.39 .690 .00 41 7o 419 18 727 419.906 33.-5 32.46 16.362 436.268 00 1.906 2.00 00 00 0 0 17.88.34000 . . . . . .258218 4.62 . .690 ...00 ) 59.58 425.26 .753 426.012 33.5 30.96 14.885 440.897 .00 1.906 2.00 . .00 .00 0 . 11 9 - 34000 226453 2.64 690 00 71 26 429-23 780 430.01Q 33.5 29.52 13.527 443.537 00 1.906 2.00 00 00 0 C) 8.51 .34000 . .198648 . 1.69 .690 . .00 . - 79 77 43T2 808 432 929 33.'b- 28 15 12 306 445.235 00 1 906 2.00 00 00 0 0 G 6.57 .34000 .... . .174378 1.15 . .690 .. -.86..34 434.36 .838 435.193 33.5 26.84 11.189 446.382 .00 1.906 2.00 .00 .00 0 41 5.28 .34000 T .153116 .81 .690 .00 ) . 91.62 4,36.15-.---.868.437.018 33.5 25.59 . 10...X.70.... 447.188 .00 1.906 2.00 .00 .00 0 .0 4.33 .34000 . .134519 .58 .690 .00 95.95 437.63 9n1 43B.526 33'.5 24.'4'0 9.244 447.770 00 1.906 2.00 00 oo 0 0 34 .34000 . . . . .118266 .43 .690 ... .00 ) 99.59 438.86 .934 439.796 33.5 23.26 8.404 448.200 .00 1.906 2.00 .00 .00 0 -3.09 .34000 - .103984 .32 .690 .00 ) 102.68 439.91 .969 440.881 33.5 22.19 7.643 448.524 .00 1.906 2.00 . .00 .00 0 .0 2.65 .34000 .091518 .2' .690 .00 - - - . . . F0515P . PAGE 2 WATER SURFACE PROFILE LIST IN -) PALOMAR AIRPORT ROAD HYDRAULICS. AREA 4. STA 184+E , PROFILES: 01=50. 02=100: FILE NAME: 4HDPAL USER: LTMV REVISED: 9/19/90 1hUPT r,PTi.: .:•_ 30 SF ******* ******* ******************************** 44u 81 1.'606 441 OlE' :3 21.15 6s945 44G.7677- 1.906 2 flu 00 nO 0 2.28 :4000 08062 1E - 690 107.61 441.59 1.045 442.633 33.5 20.16 6.309 440.942 .00 1.906 2.00 .00 .00 0 1.98( 34000 - . .071089 .14 .690 .00 109.59 442.26 1.086 443.348 33.5 19.22 5 736 449 084 ni 1.906 2 nfl flu u fi V -1.73 .34000 . .062716 .11 . .690 . .00 111.32 442.85 1.128 443.978 33. 18.33 5.215. 449.193 .00 1.906 2.00 .00 .00 0 .0 .....9P0 .055374 08 .690 .00 Vj 112.83 443.36 1.173 444.536 33.5 17.48 4.742 449.270 .00 1.906 2.00 .00 .00 0 1.32 .34005 ------------------------.048974 .06 .690 .00 114S 15 . & 443.81 1 221 445 031 :35 16 67 4 313 449 344 oo 1 906 2 00 00 00 0 1.45 .34000 .043385 .05 690 .00 fis sO 444 20 1 272 445 473 '3 5 15 88 3.9119 449.391 00 1 906 2.00 On oo O n I 1.00......34000 .-... .. . .. .038499 .04 .690 116.30 444.54 1.326 445.868 33.5 15.15 3.565 449.433 .00 1.906 2.00 .00 .00 0 .87 060 - .. o342 .. . .690 .... ..00.- . y 1.1-7-17 444 84 1 .383 446.222 33.5 14.45 3.240 449.462 00 1.906 2 00 00 00 0' o 75 34000 030509 02 690 00 117 92 445 09 1 446 446.539 33 5 13.77 2 944 449.48 . 3 00 1 906 2 00 00 00 0 -, ,.4........34000 ... . - .027298 .02 690 .00 118.56 445.31 1.513 446.824 33.5 13.13 2.678 449.502 .00 1.906 2.00 .00 .00 0 .J -. .54 .34000 - . - .024537 .01 .690 .00 F0515P . .. PAGE j .... . ........-.......-...................- ... -- . WATER SURFACE PROFILE LISTING . PALOMAR AIRPORT-ROAD HYDRAULICS. AREA 4. STA 184+85 - PROFILES: 01=50. 02=100: FILE NAME: 4HDPAL . USER: LTMV - REVISED: 9/19/90 STATION INVERT DEPTH W.S. 0 VEL VELENERGY SUPER CRITICAL: HGT/ E4ASE/ ZL NO AVOFF ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER . SF AVE HF NORM DEPTH , ZR 1 119.10 ...445.,9 1.588 447.081 33.5 12.52 2.434 449.515 .00 1.906 2.00 .00 .00 0 .0 .' .43 .34000 . .022220 .01 .690 . .00 119.53 445.4 - 1.672 447.311 33.5 11.93 2.212 449.522 - .00 1.906 2.00 .0C' .00 0 .0 j .31 . .34000 -. - .020379 . . 0 1 .690 .00 J- 119.84 445.75 1.772 447.519 :73.5 1.1.30 2.011 449-570 flfl c• - - . 1a 3 40 0 193u . . 69 00 ) . . 120.O0 44.80 1.906 447.706 33.5. 10.85. .449.533 .00 1.906 . ...2.00. .00 .00 0 .. .0 .) WALL ENTRANCE - . .00 120 00 445.80 4 ((17 449.617 33.5 2.09 068 449.885 00 1.298 4 00 4.00 00 - 0 0 ) . ) UNCT,STR .0 91 ... . . . .008160 .03 ) 124.00 446.10 3.132 449.232 . 28.6 9.10 1.287 450.519 .00 1.840 2.00 .00 .00 WALL 124.00 446.10 3.133 449.233 28.6 . 9.10. 1.287. 450.520 .00 1.840 2.00 .00 .00 0 0 .) 106.50 .01972 . : .015983 1.70 1.481 . . 00 ) .23(y-. 50 44820 2.735 450.935 28.6 9.10 1.287452.222 .00 1.840 .2.0 .001 .00Th ....0 WALL ENTRANCE .. . 00 .) 230.50 448.20 4.220 452.420 28.6 1.79 .050 . 452.470 .00 1.168 4.00 4.00 .00 0 . (J11CTSTF :.Oisoo ............. .005391 02 _••._o0 234.50 448.50 3.551 452.051 23.2 7.38 847 452.898 flu 1.712 2.00 00 00 0 0 WALL 'EXIT.'.,00 ) 234 5 448 50 3."552 -452.052'" 2t'.2- 7'3 847 452 899 00 1 712 2 00 00 00 0 0 ) . . . . . . . . . . 64.00•• .99781 .. : .010517 .67 2.000 . .00 F6S15P . . . . PAGE 4: WATER SURFACE PROFILE LISTING . . . . .. ...... .... PALOMAR AIRPORT ROAD HYDRAULICS. AREA 4. STA 184+85 . ,.. ,,.. . . .; PROFIL Q = 1=50. 021001 - FILE NAME4HbPAL ..-................ USER: LTMV REVISED: 9/19/90 STATION INVERT - -DEPTH . W.S. . . VEL VEL ENERGY SUPER CRITICAL. T/BASE/ ..Z.NQAVBPF. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV. DEPTH DIA ID NO PIER .) L/ELEM SO SF AVE HF NORM DEPTH ZR ) WALL ENTRANCE : . . . . .00 . ) 298.50 449.00 3.725 452.725 23.2 7.38 847 453.572 Oo 1.712 2.00 00 00 0 0 ) ....... . . . . I) .... . . . ., .... j J -) - - - - - - - - - - - - - - - - ***** ******* ** **** ****** * *** *********** *** ***** ** ****** *** ** ** * ****** *** ** ma For: Y 1) Technoloales - S/N 558 0 - -- • ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC fe ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV+DC FOSISP . . . PAGE WATER. SURFACE PROFILE LISTING . .. . PALOMAR AIRPORT ROAD HYDRAULICS. STA 164+85. AREA SA '. ...... 0 -. -. -. PROFILES: 01=50. 02=100: FILE NAME: SAHDPA LTMV 9/19/90 . . . STATION INVERT DEPTH W.S. . 0 VEL VEL ENERGY SUPER CRITICAL . HGT/ BASE/ ZL NO ELEV OF FLOW ELEV - HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER -- • L/ELEM SO SF AVE HF NORM DEPTH . ZR • .00 413.50 .460 413.960 11.8 25.71 10.262 424.223 .00 1.306 1.30 .00 00 0 f' .32394 . 4.93 . 0 . . 00 - .00 418.99. :.::..469 419.455 11.8 24.95 9.66..:.429.119 . .00 . 1.306 .... 1.50 ,•90 ...0. • 13.92 .32394 .261887 . 3.65 ..45o .00 . 7-7-30'.-PS 423.49 - 485 42S.'978-' 11 8 23.7e? 8 789 432 767 00 1 306 1.50 00 00 0 ---8.27 32394 - 229441 1 90 450 00 39.12 426.17 .503 426.675 11.8 22.69 7.996 434.671 .00 1.306 1.50 . .00 .00 0 ' 5.77 32394 201054 1.16 45() .00 • . . 0, .0 . . -.44.89 42e.04 ..520 428 562 11.8 21.65 ...7.279. 435.841 00 1.306 1 50 00 00 0 40 4.34 .32394 . . .176147 .76 .450 .00 49 23 -429.45 539 429 988 11 8 2 63 6 608 436 596 00 1 306 1 50 00 00 0 3.44 .32394 000 . •141 .. .53 .,.., .450 .00 . • 52.67 430.56 558 431.119 11.8 19.67. 6.006 437.125 .00 1.306 1.50 .00 .00 0 2.79 .32394 '. -. . . .135413 .38 .450 .00 . . . . . 4 -55.46 431.46 ....578 432.042 11.8 18.76 5.465 . 437.507 .00 1.306 . 1.50 .00 .00 .0 2.31 .32394 . 118795 .27 .450 .00 91 • 57.77 432.21 599 432.814 11.8 17.88 4.964 437.778 .00 1.306 1.50 .00 .00 0 • . .40 - 1.96 ..32394 . . - . . .104276: . .20 . .450 .00 59.73 432.85 .621 433.469 11.8 17.05 4.515 437.984 .00 1.306 . 1.50 .00 .00 0 1.66 .32394 .091580 .15 .450 .00 ( 61.39 - .644 434.032 11.8 .16.25 4.102 438.134 .00 1.306 4. 50 .00 .00 0 ', 1.44 .32394 . . . . .080469 .12 .450 .00 ' J . . . FOSISP .. PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. STA 164+85. AREA 5A j..Ei1A!E: •.ZAHDPA . 0S EM - ELEV OF .uW - . ., .. , '• lea Sea C GFjj. rio i / Omar-, SOM CC..ICC.fl,SSSS. IlL. jjTH M DL DIID j L. li_i IV ER r 52.83 433.85 .668 434.520 11'.0 15.51. 3.733 438.253 . .00 1.306 1.50 .00 .00 ') 1.24 .32394 .070738 .19 .• . .450 . . .00 .4 64.07 434.25 .693 434.947 11.8 14.77 3.387 438.334 .00 1.306 1.50 .00 . .00 C) 1.07 .3234 '•• .0221i .0 '''• .450 " .............. ....öo........ ( . . . ,.. .. . 65 14 43-4.,.60. 719 433 322 I.I.B. 14 08 .3.079-- 43-8.101 00 1 ,306 1.50 00 00 0 .95 .32394. -. .034734'. .05 . .450 . .00 66 09 - 434 91 746 435.654 11.8 13 44 2 805 4313.459 00 1 306 150 OO 00 0 S :. . 81 32394 .. 048201 04 . 45 00 (. ( 66.90 435.17...775 435.948- 11.8 12.81 2.549 438,497 00 l.306 1.50 00 00 0 '. .042489 ''63................. - .450 ... .00 67.62 435.40 805 436.210 11.8 12.22 2.317 -438.527. 00 1.306 1.50 00 00 0 .63 .32394 . . .037466 .02.' .450 .00 68.25 435.61 .836 ' -436.444 11.8 11.65 . 2.107 438.551 .00 1.306 1.50 00 -0 0 0 54 32394 - - 033082 02 450 woo 68.79 435.78 870 436.653 11.8 11.10 1.913 438.566 00 1.306 1.50 00 00 0 - • . '.47 - . 32394 . . .. .., 029254 .450 . .00 69.26, 435.94 .905 .436.841 11.8 '10.58 1.739 438.580 .00 1.306 1.30 .00 .00' 0 .41 .32394 . . , .025891 .01 .450 .00 ' C 69 67 " 436.07 942 .437.010 11.8 lo u9 1 582 438 592 00 1.306 1 50 00 00 0 . . . 4 .32394 .022958 01 . . . .430 ;. • .00,, ( 70.01 436.18 .982 437.162 11.8 9.62 1.438 438.600 .00 1.306 . 1.50 .00 .00 0 ( .29 .32394 - . . , .020398 ' .oi .450 . .00 ( , . F0515P , PAGE C WATER SURFACE PROFILE LISTING . . PALOMAR AIRPORT ROAD HYDRAULICS. STA 164+85. AREA 5A PROFILES: 01=50. 02=100: FILE NAME: SAHDPA LTMV 9/19/90 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO MV ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH ' DIA ID NO. PIERt. L/ELEM SO . SF AVE HF NORM DEPTH ZR 70.30 • 46.27 1.024 437.298 11.8 9.18 1.307' 438.605 .00. 1.306 ' .1.50 .00 .00 0 C . .24 .32394 .018169 .00 , .450 .00 70.54 436.35 1.070 437.421 11.8 8.75 1.188 438.609 .00 1.306 1.50 . .00 .01) C) '5- -. .19 .32394 .016236 .0Cc .450 .00 70.73 4.5.4l :.11'/ 11.d 1.080 43B.a1.. 0 I .o 1.() - - .. - - -. - - - - -. - - - - - .- - - . - 0 14568 .00 .450 . 00 r . . 70.88 436.46 1. 173 437.633 11.8 11 .95 .982 4.38.615 .00 1.zoo 1.50 .00 .00 0 • .09 .32394 . .013158 .00 .450 .00 S 70.97 436.49 1.234 437.723 11.8 7 58 893 438 616 oo 1.306 1.50 00 00 I) - 03 32394 012008 00 450 00 0 71.00' 436.50 1.306 437.806 11.8 7.23 all 438.617 .00 1.306 1.50 .00 .00 0 . "WALL"EN1RACE' ... .,,,. . . . .00 • -....,, .: . ; • . 71.00 436.50 2.269 438.769 it .e 1.31 027 438 796 00 660 4 00 4 00 00 0 UNCT SIR . 07500 ., . ,, .000086 - ' .00 . .00 75 00 -436.80 2.'007 4313.807 6.4 80 010 438 817 00 444 4 00 4 00 00 0 WALL EXIT 00 • 75.60 436680 2.007 438.807 6.4 3.62 204 439 011 00 978 1.50 00 00 0 S 67 10 01127 1)03671 25 811 00 - 142 10 437 56 1.500 439.056 6.4 ' 3.62 204 439.260 00 978 1.50 00 00 0 • 15 14 01127 003438 05 811 00 5 1'57.'24'- '437'.'73' 1.'366 439 087 6.4 3.80 224 439 311 00 978 1 50 00 00 0 • , , Avg 7. 28 .01127 , .. , - . . .003360 .02 , .811 -, .... - ..C'O . F0515P . PAGE • WATER SURFACE PROFILE LISTING • 5 PALOMAR AIRPORT ROAD HYDRAULICS STA 164+85 AREA 5A PROFILES: O150. 02100: FILE NAME: SAHDPA • . LTf1V . 9/19/90 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL r HGT/ BASE/ZL .NO AV ELEV "FLOW ELEV " . ' . HEAD GRD.EL. 'ELEV DEPTH , 014 ', ID NO.'PIER • L/ELEM SO . SF AVE HF NORM DEPTH ' ZR '',164.52 437.81 1.280 439.089 6.4 3.99 .247 439.336 .00 , .978 ' 1.50 .00 .00 0 ( - 5.55 01127 003638 02 811 00 £ 170.07 437.87 1.213 439.084 6.4 4.18 271 439.355 00 978 1.50 1343 00 0 • 4.25 .01127 '.004002 .02 , .811 .00 174.32 '437.92 1.155 439.o74 c5.4 4.38..298 439 72 00 978 1.50 00 Qo 0 3.40 .01127 .004441 .02 , .11 .00 _ 19 177.72 437.96 1.102 439. 059 6.4 4.60 .328 439.387 .00 .978 1.50 .00 .00 0 C•. 2.41 01127 - ((1(4955 01 811 00 • 180.13 437.78 1.054 439.039 6.4 '4.82 .361 439.400 .00 .978 1.50 .00 .00 0 C , 1.37 .01127 , .005525 .01 .811 .00 IL 7 ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC • ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS It4VER1 ELEVATION IN OTLTUS. WS.ELEV = JNV + DC FO515F . - PAGE ) , . WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. STA 164+85. AREA SM ". PROFILES: 01=50. 02=100: FILE NAME: SAHDPA LTMV 9/19/90 STATION INVERT DEPTH W S 0 VEL VEL ENERGY SUPER CRITICAL l-1GT/ BASE! ZL NO AV) ELEV ' OF FLOW ELE'V ."' " HEAD GRD.EL. ELEV DEPTH DIM , ID NO. PIER - L/ELEM SO SF AVE HF NORM DEPTH ZR ) 00 413.50 496 413.996 13.5 26.52 . 10 .923 , 424.919 cw 1.367 1.50 00 00 o 5 28 32394 294226 1.55 480 00 ) -5.....2 . 8 415 21 498 .....41.5...7o7. -1.3.5 26.32 10.753 426.469 00 1.367 1.50 00 00 0 18 84 32394 273000 5 14 480 00 24.12 421.31 515 421.828 13.5' 25.09 9.777 431.6C.6 ou 1.367 1.50 00 00 0 10.26 394 239229 2.45 480 00 34 38 424.64 534 425.170 13.5 23.89 13.865 , 434.035 00 1 367 1.50 00 00 0 6.90 32394 209807 1 45 480 00 41 28 426.87 553 427.427 13.5 22 80 8.075 4:35.502 00 1.367 i 50 00 00 0 5.10 3294 183982 94 480 00 ....46.38 428.53 .513 42099 i3.5 21.74 7.338 436.437 .00 1.367 ' ' 1.50 , .00 .00 0 .. .3.98 .32394 , .161334 ' .64 , . .480 ' .00 50.36 429.82. .593 430.408 13.5. 20.74 '6.678 437.086, .00 .1.367 . 1.50 .00, .00 0 .l 3 21 32394 141544 45 480 00 53.57 430.85 .615 431.468 '13.5 19.77 '6.067 437.535 .00 1.367 1.50 .00 ...00..__0 .4 2.65 .32394 . .124336 .33 , .480' .00 56.22 431 71 638 432.349 13.5 18.85 5.520 437.869 00 1 367 1.50' 00 00 C-) C 2.22 .32394 .109210 ' , .24 , .480 .00 58.44 432.43 661 433.093 13.5 17.98 5.018 438.111 00 1.367 1.5o 00 00 C) 'J 1 89 32394 - 095961 18 480 00 60.33 433.04 686 433.730, 13.S 17.13 .4..558 438.288 00 1 367 1.50 00 00 0 j 1.63 .32394 .084365 .14 .480 .00 - F0515F ' . PAGE WATER SURFACE PROFILE LISTING J - PALOMAR AIRPORT ROAD HYDRAULICS. STA 164+85. AREA 5 , . PROFILES: 01=50. 02=100: FILE NAME: SAHDFA - LTMV 9/19/90 STATION INVERT DEPTH W .S. VEL. , VEL FNFk1 SHF'Ei IRJTTCAI. H,T.- FIASF/ 71 Nil - 61 96 433 57 711 434.282 13.5 16.34 4.148 438.430 00 1.367 1.50 00 00 0 1.40 32394 074196 16) - 480 00 63.36 434.02 .738 '434. 762 13.5 15.57. 3.765 47-8.527 .00 1.367 1.50 .0') .000 ). 1 1 32394 065354 08 48(.) 00 ) .. . .. . . 64.57 434.42 .767 435.184 13.5 14.85. 3.425 438.609 .00 1.367 ,. 1.50 .00 .00 0 1.06.. .32394 . .057591 .0 .480 .00 65.63..'.434-..76 796 435.556- 13.5 14.15 3.109 438.665. 00 1.367 1 50 00 00 0 .92 .32394-- . . .050765 . 05 .480 .00 ) 66.55 435.06 .827 435.886 13.5 13.50 2.830 '438. 716 .00 1.367 .. 1.50 . .00 .00 .81 .32394 . . .044812 .04 .480 . . .00 6736 435 32 860 436.179 13.5 12.87 2.572 438 751 00 1.367 1.50 00 00 0 .69 .32394 . . . . . .039612 .03 . .480 . .00 68.05 435.55 .895 436.441 1..5..12.27: 2.339 438.780 .00 1.367 ..: . .00 0 . . . - . . . .. .62 .32394 . . ... -... . .035048 .02 .. .480 •• ..00 68.67 435.74 .931 436.675 13.5 11.70 2.125 438.800 .00 1.367- . 1.50 .00 .00 0 .52 .32394 . . . .. .031051 .02 . .480 .00 69.19 435.91 .970 436.884 .13.5 11.16 1.-93 438.817 .00 1.367 - 1.50.00.00O .45 .32394 . . . .027578 .01 .480 . .00 . 69 64 436'.06 1.012 437 073 13.5 10.64 1.757 438.830 00 1 367 1.50 00 00 0 .39 .32394 .024556 .01 .480 . ,.. . .00 . ) 70.03 436.18 1.057 437.242 13.5 10.14 1.597 438.839 .00 1.367 1.50 .00 .00 .32 .32394 . . .. .021923 .01 .. .480 . .- . -.-. .00 . . F0515P . . PAGE ... . • .. .. . WATER SURFACE PROFILE LISTING . : PALOMAR AIRPORT ROAD HYDRAULICS. STA164+85. AREA 5A . PROFILES: 0150. 02=100: FILENAME: SAHDPA . .. . LTMV 9/19/90 - . . . . . .. . STATI0i' INVERT DEPTH . W.S .0 VEL VEL ENERGY SUPER CRITICAL HGT/- BASE/ ZL NO AV] ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH . DIA ID NO. PIER-) L/ELEM .. - SO SF AVE HF NORM DEPTH . Z 70. 35 46.29 1.105 437.394 13.5 9.67 1.452 438.846 .00 1.367 . 1.50 .00 .00 Ci .26 .32394 .019648 .01 .480 -. .70.61 436.37 1.158 437.531 13.5 9.22 1.326:1 438.851 .0() 1.367 1.50 .0() .6)6) 0 • 20 .3239' . . 017707 . )0 .. .480 .00 6 U. E3 1 436. 44 1.21 437.655 13.5 8.79 1.199 4.8.654 :.93e. M I 46 3. ) S _ l• 0( . r .06 .32.374 .014903 .00 .48u .00 71.00 436.50 1.367 437.867 13.5 7.99 .991 438.858 .00 1.367 1.50 .00 .00 0 WALL ENTRANCE .. .00• 71.00 436.50 2.543 439.043 13.5 1.33 028 439.071 00 721 4 00 4.00 00 0 ( UNCTSTR .07500 .000088 .00 . .00 r. 75 00 436.80 2...-2.78 439 078 8 1 89 012 439.090 517 4.00 4.00 00 0 WALL EXIT 00 75.00436.80 ....2.278 439.078 8.1 4.58 .326 439.404 .06 1.103 1.50 .00 ••.00 0- 106.50 01127 005946 63 950 00 181 50 438.00 1 711 439 711 8.1 4.58 326 440.037 00 4.103 1.50 00 00 0 WALL ENTRANCE 0" 18150 4313.00 2.098 440.098 8.1 97 015 440.113 00 517 :4.00 4.00 oo 0 C I C C C (5 2 -S . P [, crmo1oQ1e -- /N 558 WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV + DC .-- -F0515P .............- PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 5. STA 184+85 ........................PROFILES: 0150. 02=100: FILE NAME: SHDPAL ........................... ....................._ ..-. LTMV REVISED: 9/27/90 STATION INVERT DEPTH W.S.0 VEL VEL ENERGY SUPER CRITICAL HOT/ BASE! ZL NO AJPl ELEV -OF FLOW ELEV...........HEAD .... ORD. EL. --ELEV DEPTH DIA ID NO.--...........PIER L/ELEM SO . . SF AVE .- HF . NORM DEPTH . ZR c 00 425.05 1.072 426.122 25.6 11.29 1.978 428.100 00 1.633 3.00 00 00 0 .019037-,---_.07- 425.20 1.092 426.292 25.6 11.00 1.879 428.171 00 1.633 3.00 00 00 0 597 03932 p17235 1 893 00 9.20 .425.43.. 1-131 426 566 25.6... 10.49 1 709----428w275-- -.00 .1 .633 3 0 I) 4 72 03932 015116 0" 893 00 14.52 425.62 1 172 426.793 25.6 10.60 1.554 428.347 00 1.633 :3.00 00 00 C) .01:3262- 18.33 ' 425.77 1 214 426.985 25.6 9.54 1 413 42e.398 00 1 633 3 00- 00 00 I) .:%3.02 0393 011642 04 893 00 1.259......427.148 ....... ...25.6. .9.09 1.284.....428.432 .........00 1.633. ............3.00....----- 00 ......0- fl.. .0 2.43 03932 010225 02 893 00 - c 23.78 425.98 1.305 427.290 25.6 8;67 . 1.168 428.458 .00 1.33 3.00 .00 .00 0 • --4-91......03932 .............................- ............ 008982 -- .893 ........--- ---- ----- .00-- 25.69 426.06 1.353 427.413 25.6 8.27 1.061 428.474 .00 1.633 3.00 ' .00 .00 0 1.45 .03932 .007896 .01 : .893 . .00 --27-14 --426.12 1.404 427.521 25.6 7.88 -.965--- .428.486 .00--- 1.633 -- -300 C) 1.07 .0:3932 .006946 .01 .893 - .00 28.21 426.16 t.457 427.616 25.6 7.32 .877 428.493 .00 1. 633 o 3.00 .00 .0 ' 75 - .03932 ........... - .006113 ........ . . .893 ................... 28.96 426.19 1.512 427.701 25.6 716 .77- 428.498 .00 1.633 3.00 .00 .00 0 .42 .03932 . .- . 005383 .00 . 893 .00 F05I5P PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 5. STA 184+85 PROFILES: 0150. 02=100: FILE NAME: SHDFAL - I rMI, -C(Tcr. - ................- .. .. . .. 0 - ft NOPrE . r 29. 38 426.20 1.570 427.775 25.6 6.83 .-725 428.500 .00 1.633 3.00 .00 .00 0 - .0 .12 .03932- .004742 -.00 .893. .00 29.50 426.21 1.633 427.843 25.6 6.51 .858 428.501 .00 1.633 3.00 .00 .00 0 UNCT STR -.24499 003507 33 50 425 23 3.179 428.409 20 8 4.24 279 428.688 00 1.550 2.50 00 00 0 122.10 00524 002572 31 1.540 00 .-155.60,,. 425.87 2.1353 428 723 20.8 4.24- 279 429 002 00 1.550 2.50 00 00 0 0 134.06 .00520 .002550 .34 1.544 .00 - 2e9.66 426 57 2.500 429.067 to .8 4.24 279 429.346 00 1.550 2.50 00 00 0 - 44 74 00520 002376 11 1.544 - 00 334.40 426.80 2.360 429'.160 20 8 433 291 429.4'51 00 1.550 2 50 00 00 0 F UNCT SIR 12500 001993 01 00 338 40 - 427 30 2.349 429.649 9.5 3.02 142 429.791 00 1.102 2.00 00 :-.00.- 0----.-. 0 C.79.44 00615 001747 14 1.040 00 41-7.84 427.79 2.000 429.789 9.5 3.02. 142 429.931 00 1.102 2.00 00 00 0 - - ...37.81- 00615 001636 06 V.040 0(j - 455.65 428.o2 1.814 429.835 9.5 - 3.17 156 429.991 00 1.102 2..00 00 00 0 20.28 00615 001596 03 1..040 00 475 -93 428m 15 1.706 429 852 .9 .5 3.33 172 430.024- 00 1..102 2.00 00 00 - 0 0 • : 16.01 ouoi. 301728 013. I 04(3 Ofl c 491.94 428.24 1.610 429.862 9.5 3.49 .189 430.051 .0') 1.102 2.00 .00 .00 0 13 91 u615 001902 03 1 040 00 . . . F0515P . PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 5. STA 184+85. • PROFILES: 01=51).'02-10 FILE NAME SHDPAL - - 0 LTMV REVISED: 9/27/90 STATION INVERT DEPTH W.S. o VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL -. NO- AVBP ELEV OF FLOW ELEV . HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH -ZR ******************+** ******************+****+**+ *******+* 505.85 428.33 1.540 429.870 9.5 3.6 .208 430.078 .00 1.102 2.00 .00 .00 0 .. 12 18 0061 - o02 110 ((3 1.040 00 518.03- 428.40 1.470 429.875 9.5 3.84 .229 430.104 .00 1. 1(32 2.00 .00 .00 0 .0. 0 0• 10. 26 0ob1. H .2o ((2 1 040 (hI 528.29 428.47 1 . 4 (.16 429.81-4 9.5 4.03 .252 430.126 .00 1.102 2.00 .00 .11(3 (I YDRAULIC JUMP - . . ' . .00 528.29 428.47 .830 429.298 9.5 7.71 .923 430.221. 102 2.00 .01:) c)(-.) o 5.21 .00615 .013581 .07 1.1:140 .00 --533.50 .428.50 830......429.330 9.5-- 7.71 .923 430.253 .00 1. 1 02 2.00 .00' .00 0 .0 214.21 .01350 .013581 2.91 .830 .00 747.71 431.39 .830 432.222 9.5 7.71 .923 433.145 .00 1.102 2.00 .00 .00 0 .0 _5657. ti;50........................................... Ol408 .80 .830 804 28 432.16 813 432.969, 9.5 7.92 973 433.942 uo 1.102 2.00 00 00 0 - 32.92 0135" 015607 51 830 00 ) -637-20- .432.60 785 433.385 -.9.5 ..10.15,1.600 44 985 00 1.191 1.50 00 00 0 Z 69 05521 026477 10 650 00 840.89, 432.80 .817, 433.617 ' 9.5 .9.70 1.462 435.079 '.00 1.191 ' 1.50 .00 .00 0 .0 .3 18 05521 ._ -. -. -. - 023451 07 650 00 - -- 844 07 432 98 845 433.824 9.5 9 25 1 329 .435.153 00 1.191 1 So 00 00 0 - 2.51 05521 u20715 05 650 00 co -846.58----434-L2-----.879 -433.19%7 9 5 8 82- 1.2013--435.205 00 1.191 -1.50 00 00 0 U 2.00- 05521 018323 04 650 00 PAGE.. 4 WATER SURFACE PROFILE LISTING , - PALOMAR AIRPORT ROAD HYDRAULICS AREA -5. STA 184+85 ..... - - PROFILES: 0150 02=100: FILE NAMES SHDPAL - * LTMV REVISED 9/27/90 -ST ATIDN INVERT' DEPTH ' W.S. ' 0 VEL VEL' ' ENERGY , SUPER CRITICAL HGT/ BASE/ ZL NO ELEVOFFLOW HEAD GRD.EL. ' ELEV DEPTH ' DIA :ID NO. ''' PIER . - L/ELEM SO , ' ', ' ' ' ' SF AVE ' HF ' ' NORM DEPTH , ZR 848.58 433.23 , ' .915 434.144 9.5 8.41 , 1.097 435.242 .00 1.191 1.50 , .00 .00 .0 I 5 05521 - 016231 03 650 - OC' 850.17 433.32 953 434.269 9.5 13.02 998 435.267 0( 1 191 1 50 Un 00 0 1.24 05521 014398 02 650 00 851t44"43r39-'- .993--'-434.-378---------9.5..........7.64.907 435.285 .00 1.191 -1.50 ., .00 .00 "0' .0 94 05521 012796 01 650 no 852.35 433.44 1.036 434.472 ' 9.5 7.29 .825 435.297 .00 1.191 1.50 .0)) .00 0 64. . .05521 --- --- .0114(19 852.99 433.47 1.083 434.555 ' 9.5 6.95 .750 435.305 .O(; 1.171. 1.50 .0):) .((() 0 .38 .05521 .01(121(1 .01) , .651) .00 ' 4 I; Io Th I ..._. _- - ----.---- - - ---.. .----. - .... ---. --.------ - - - - ,) ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWI(DS. W.S.ELEV = INV + DC ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV + DC . FOSISF' " PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 5. STA .E44+85 ........4"....................... PROFILES: 0150. 02=1(H): FILE NAME: SHDF'AL . . . LTMV REVISED: 9/27/90 AIPF STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ....'- ......ELEV- .- OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA.. ID NO. PIER - 3 L/ELEM SO . - . . SF AVE HF • NORM DEPTH ZR .00 425.05 1.177 426.227 29.9 11.63 2.099 426.326 .00 1.772 3.00 .00 .00 0 .9 ............... ............ .017859. .12. ' .970 .flC: 6.85 425.32 1.219 426.538 29.9 11.09 1.909 428. 447 .00 1.772 3.00 .00 .00 0 5.48 .03932, . .015684 .09 . .970' .00 . .425.54,..'.-.1..263 .426.798 . 29.9 10.57 1.736........428.534 .00 1.772 .' .-.. 3.00.......00........00 4.33 .03932 . .013773 ' .06 .970 ' .00 - is 16 66 425.70 1,310 427.015 29.9 10.08 1 578 428.593, ou 1 772 3.00 00 00 0 03932.;. ..: ...................." ........... .012102-:- :... 04 .. 970 .: ...................00 r........ 20.17 425.84. -1358 -427.21 29.9 9.61 1.434 428.635 .00 1.772 . - 3.00 .00 .00 . 0 .03932. . ,-- -"-. '. .01063; . .03 . .970 .00 -. -22-.-94-..:..4259 ..1.409'. 427.361'.-.......29.9: ....9.16 - 1.304 428.665 .00 1.772 3.00 . .00 ........00 0 0 • a 2.49 03932 . , .009357 .02 .970 .00 ,. 25.13 426.04 1.462 427.500 ' '29.9 8.74 1.185 428.685 .60 1.772 3.00 .00 - .00 0 G ,. 0S932'':,.'...........-... .., ........................ .008237'- .01 .70''- . ..............'OO-'........ 26.79 ' 426.10 1.518 427.621 29.9 ' 8.33 1.078 428.699 .00 1.772 ' 3.00 .00 .00 0 1.25 .03932 .' . . .007256 .01 ' .970 .00 28.04-- 426.15'-' 1.576 427.728 - 29.9 7.94 .980 428.708 .00 1.772 3.00 .00 .00 ' 0..... .0 - .82' .03932- '. . . .006397 .01 ' .970 .00 - 28.86 426.18 1.638 427.823 29.9 7.57 .891 428.714 .00 1.772 ' 3.00 ' .00 .00 0 .................................--- .......' .........-- ...........005645' --' ' .00 .970 - ' . -. 00.......... 29.36 426.20 1.702 427.907 29.9 7.22 .810 428.717 .00- 1.772 .00 .00 ..00 0 .14 .03932 . , .004983 .00 .970 .00 - PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 5. STA 184+85 PROFILES: 0150. 02100: FILE NAME: SHDPAL - - -- ' LTMV ' REVISED: 9/27/90 ............ STATION INVERT DEPT W.S. 0 VEL - VEL EWERG'T' SUFEP CRITICAL HGT/ BASE/ ZL NO 4YPF .29.50 426.21 1.772 427.982 29.9 6.88 .735 428.71 .00 1.772 .004209 .02 . .00 33.50 425.23 3.288 428.518 25.1 5.11 .406 428.924 . .00' 1.707 2.50 .00 .00 0 '? 122.,10.....00524 ....... . .. .003745 .....46 ,. 1.61 ••00 9 155.60 425.87 3.105 *428.975..25.1 5.11 406 429.361 ou 1.7o7 2.50 (-U) 00 0 178 8u .00526,1 .003745 .67 1.77o ((0 -334. 40 426. 80 21. 845. -429. 645 25.1 i ,,0406 430. 051 .00 1.707,, ........2.50 .......00 .......00 - 0- . '.0 UNCT 8Th 12500 003733 "41 00 '338.40 427.30 2.882 430.182 13.8 4.39 300 430.48'2 CIO 1.338 2.00 On 00 0 4) 195 10 0o615 003721 7 1 323 .00 ') 533.50 - 428.50 2.408 -430.908 13.8 4.39 300 431.208 04) 1.338 2.00 00 00 0 i 41 76 01350 003686 15 .1 .030 00 575.26. r429..06 2.0.00 431.064 ,. .. .13.8 4.39...........300...-. 431.364 ....00 .1.338. .. ........-.......2.00..- -.-. ........ ) 15.42 01350 003453 05 1 030 00 590.68 429.27 1.814 , 431-086 13.8 4.61 330 431.416 00 1.338 2.00 00 00 0 6 83 01350 003371 02 L. 030 00 ) 597.51 429.36. 1.706 431.070 13 8 4.83 363 431.433 00 1.338 2.00 00 00 0 YDRAULIC JUMP OC) ....43094.-. .....13.8--- -8.46 ......1.112-----4.1.506 . .00 1.-338 ... ........- ......'. 2C'O ........-O0........00....-O.... .0 63.55 .01350 . ' .013472 .86 . 1.030 . ' .00 ' 661.06 430.22 1.030 ' 431.252 .13.8 8.46. 1.112 432.364 .00 . 1.338 . 2.00 ,. .00. .00 0 , 107..401350 . .......• ' .... . .013569----- , 4. 46; '. 1. 030 .......................00.......-- F0515P. " . ' PAGE G WATER SURFACE PROFILE LISTING . .........-.••- ................' - PALOMAR AIRPORT. -ROAD HYDRAULICS. AREA-.5.. STA 184+85 ....................................-'- .... - . PROFILES; 01=50. 02100: FILE NAME: SHDF'AL -. LTMV REVISED: 9/27/90 . . . . STATION.-. INVERT DEPTH.. ' W. S. . . .0 VEL VEL ' ENERGY ' SUPER CRITICAL ......... HGT/ BASE/ -- ZL-' NO AVE -.. ELEV OF FLOW ' ELEV . . HEAD GRD.EL. ELEV DEPTH; ' ' DIA 'ID NO ' .PIER L/ELEM .90 SF AVE HF ' NORM DEPTH ZR 768.46 431.67 . 1.025 432.697 13.8 8.51 ' 1.124 , 433.821 .00 1.338 2.00 . .00 .00 0 68.74 01350 - 014593 1 0 1 10 00 87 2o 432.60 988 433.588 13.8 11.18 .---....1.942 435.530 (i) 1.::,76 1 5() (U) (U) 4) 3.37 .0552I . . .027951 .. .0 , ,. , .'BUC. , . .00 840.57 432.79 I.ol6 4: so: .1 3.8 1° 82 1.819 435.621. 1 7r, 1 LU) (U) 0 44.6u 4.3.i)1 1.061 4.4(),'f) 13.-J IL) . .;i 1.654 435.724 .00 I..76 1.3() .uo .o o 0 - - - -. - . .-, - - - - 0 - - - - r 3.12 .05521 .022668 .07 .800 .00 .847.72 433.18 1.110 434.291 13.8 9.84 1.504 435.795 .00 1.376 1.50 .00 .00 0 .0 2.40 .05521 .020327 .05 .800 .00 : 850.12 433.31 1.163 434.476 13.8 9.38 1.367 435.843 .00 1.376 1.50 .00 .00 0 05521 ............- ....................-•..--.-.- .............--.048329.............-.03.-.-..- ....- ...........................801) ................................-.00--........... 851.88 43341 1.222 434.633 13.8 8.94 1.242 435.875 .00 1.376 1.50 .00 .00 0 1.15 05521 016692 02 800 00 853.03.43.47.-......1..291..434..765........13.8......8.53.. ....1..130. ...-.435.895 .. .00 ......1.376 -1.50 .......00.-...0O.......0....... .0 - 05521 . .015486 .01 .800 .00 853 50 433 50 1 376 434.876 13.8 8.13 -,.I .i)26 435.902 00 1.376 1.50 00 00 0 1) (.. - r ( ( C C ( C C 0 0 • 0 0 . C C.- •0••• (0 .......... L _C F L? eLrII0103IE.15 r ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN 13 LESS THAN OR EQUALS INVERT ELEVATION IN DTLTUS. W.S.ELEV = INV + DC F0515F PAGE 1 WATER SURFACE PROFILE LISTING ( . PALOMAR AIRPORT ROAD HYDRAULICS. AREA 5. LATERAL PROFILES: 0150: 02=100: STA 154+20. NODE 585 .......LTMV REVISED: 9/2/90 ......................................................... ( STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL I-4GT/ BASE/ ZL NO A'flP ELEV OF FLOW ELEV ' HEAD GRD.EL ELEV. DEPTH DIA ID NO PIER L/LEti ....O ' . SF A%.'E,'''HF ' ......NORM DEPTH ZR -.- - ( .'00 8G-_--"'.'273 ' 427.073 'j 1'0.35 63'428736 ' .'o ...........628 '4.'oo"' 4.O"' .'o . .o 'EXIT WALL . ... .. ... .. '. . .00 '..'.O0 426.80 .810 , 427.610 11.3 9.48 1.395 429.005 .00 1.206 2.00 00 00 0 ' - ................................... ....................'.020210 •.... ............" '-.643 ' ' .........' "•'"' 2.08 426.90 .827 427.729 , 11.3 . 9.20 1.31 429.044 .00 1.206 , 2.00 .00 .00 0 , .0 2.88. 04895 018212 05 442 00 ( 4 6 47 04 858 427 901 11 3 8 77 1 195 429 096 oo 1 206 2.00 00 00 0 0 - . 2.36 .04895 ,. . , .015999 ,• .04 .00 7.32 427.16 :'.889 , 428.047 11.3 8.3& 1.086429.133 .00 1.206 2.00 ' .00 .00 0 (" 1 88 04895 014o55 03 64 00 427.25 .922 428.172 11.3 , 7.97 .987 429.159 ' ' .00 , 1.206 ''. - . 2.00 .00 .00 0 ' .0 ( 1.50 .04895 , ' .012362 ' .02 ' .643 ' .00 ( 1070 427 32 957 428 281 ii 2 7 6u 898 429 179 00 1-266 2 00 00 00 0 0 .010870 , .01 ( 11.90 427.38 .993 428.375 11.3 7.25 .816 429.191 .00 1.206 200 '.00 .00 0 1 -. - -.04895 . . ' . 009577' '.•'Ol ' .643 .00 ( ' ' 12.82 427.43 1.031.428.458 11.3 6.91 .742 429.200 .00 1.206 2.00 .00 0 .0 C .67 .04895, .008440 .01 ' .643 .00 L 13.49 427.46 1.071 428.531 11 .3 6.59 675 429 206 00 1.206 2 00 00 00 0 0 I .47, .04895 , , .007444 .00 .643....' - ( 13.96 427.48 1.113 428.596 11.3 4.28 .613 429.209 .00 1.206 2.00 .00 .00. 0 (. .2 5 C fl 4895 - ('06575 64 ou FOS1SP PAGE C WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. AREA 5. LATERAL PROFILES: 01=50: 02=100: STA 154+20. NODE 585 LTIIV REVISED: /27/90 ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA NO N'JEP'm ma - A S . ... .. .•.R ** * * ****** ** * ******** * * * * * ** * *** **** * * ****** **** ** *** * *** **** ************* *** *** ** *** ** ** *** ******** *** * *** ************ *** r 0 .14.21 427.50 1.158 428.a4 11.3 5.99 .557- 429.211 .00 1.26 2,01)..Q0 .00 0. .0 —•. .09' .04895 . .. .Q05807 . .00 14.30. 427.50 1.206- 428.706 11.3 5 71 506 429 212 06 1 206 2.00 00 00 0 u WALL ENTRANCE ( 14.30 427.50 1.804 429.304 11.3 1.57 .038 429.342 .00 .628. 4.00 4.00 .00 0 I C (r . .5 . . . . S. S : .. • .• 05 . . . ., S . S S •, S • . . . . • . (1 S. • • . ••. S .. • 5 0 - .1 • . 0 5 5 . • S 5 . S S S • 5 5 .5. •0 )......... • S • . . S (I ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV + DC F0515P PAGE 1 C WATER SURFACE PROFILE LISTING - .PALOMAR AIRPORT ROAD HYDRAULICS. AREA 5. LATERAL PROFILES: 0130: 02100: STA 154+20. NODE 585 ( LTMV REVISED: 9/27/90 . ( 'STATION INVERT DEPTH W.S. 0 VEL .VEL ENERGY SUPER CRITICAL . . HGT/ RASE/.,., ZL,..,.NO..,AVBP ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ( L/ELEM SO . . SF AVE . HF NORM DEPTH ZR 00 426.80 323 427.123 14.0 10.82 1.818 428.941 00 725 4.00 4.00 00 0 1 WALL EXIT 00 ( ( 00 426 80 922 '427.722 14.0 9 89 1.518 429.240 00 1 348 2.00 00 00 0 0 ( 2.57. 04895 019343 05 720 00 C 2 7 426 93 947 427 873 14.'(j 9 55 1.416 429 '218 i 00 1.348 2.00 00 00 U C. 2 94 04895 017333 05 720 00 5.51 427.07 983 4213.053 14.0 9.11 , 1.288 .429.341 00 1.348 2.00 00 00 0 s 2 38 04895 015258 04 720 00 ( ( 7 89 427 19 1.02C) 428.206 14.0 8.68 1.171 429.377 00 1.348 2 00 00 00 0 0 C 1.87 04895 013442 03 720 00 ( 9 76 427 28 .'1..060 -4 .2'8 338 14.'0 8.28 1.064 429.402 00 1.348 2.00 00 00 0 0 1.50 .04895 , . . , . .01185 - .02 .720 . . .00 (• 11.26 427.35 . 1.101 428.452 14.0 7.90 .968 429.420 ;.00 1.348 2.00 .00 .00 0 s..' 1.14 04895 010464 01 720 00 1240 427 41 1.145 428.552 14.0 7.53 880 429.432 00 1.348 2.00 00 00 (3 ( .86 .04895 '.009248 .01 .720 .00 ( 13.26 427.45 1.19 . 1 478.640 14 C) 7.113 800 429.440 "0 1 348 2 00 00 00 0 0 ......60 , .04895 .008180 .00 .720 .00 - 13.86 427.48 1.239 428.718 14.0 6.84 .727 429.445 .00 1.348 2.00 .00 .00 I) - 34 04895 007248 o 720 0CC 14.20 427.49 1.291 428.786 14.0 6 2 661 429.447 00 1.348 2.00 00 /0 0 (C ( .10 .04895 . .006431 .00 .720 . .00 F0515P . . PAGE 2 WATER SURFACE PROFILE LISTING (. PALOMAR AIRPORT RbAD HYDRAULICS. AREA 5. LATERAL c ............--.. . . . PROFILES: 01=50: Q2100 STA 154+20. NODE 583 LTMV REVISED: 9/27/90 ( STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL 'HGT/ BASE/ ZL NO Ak PF ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER r For: P & D •r nno1ocjies - S/N 558 C ........................................................................................... C: ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS. W.S.ELEV = INV + DC ._ -- F0515P PAGE .L . WATER SURFACE PROFILE LISTING ................. - ...... - ( PALOMAR AIRPORT ROAD HYDRAULICS: AREA 5 EXISTING 24" RCP - . . PROFILES: 0150. Q2=100: FILE NAME; SEXHDP . LTMV DATE: 9/21/90.............. .. ............. .. ................................................- .......... ,. STATION INVERT DEPTH W.S. 0 . VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL. NO AP ELEV OF FLOW ELEV HEAD GRD.EL ELEV DEPTH DIA ID NO. PIER -L/ELEM............ . .-. ....SF AVE ...... HF : NORM DEPTH .............................ZR ; -425.22 -.491--.--425.711 -.............-78397 .245 %A25. 956 ..491 ........-- 4.00........400 4) - WALL EXIT •. . .. . . . .. . .00 .00 425.22 .491 425.711 7.8 397 .245 425.956 .00 491 4.00 4.00 .00 0 () .......00 r..425.22 .994..... 426.214 --- 713 5.00 ........389 ......426.603 -- . . .994 ................2.00 -. -00. --- o .C) .03 .00482 . .004841 .00 .993 . .00 03 425 22 993 426.213 7.8 5.01 390 426.603 00 994 2.00 - 00 00 0 :-'217.67- 482 ............... . ..........004829----'--1-.-05- •-- .....-...' -. . ...- .993 0) ......- 217.70 426.27 .993 427.263 7.8 5.01 .390 427.653 .00 .994 2.00 : .00 .00 0 - 217.70 426.27 .994 427.264 7.8 5.00 .389 427.653 - .00 994 . 2.00 .00 .00 0 WALL -- ENTRANCE ............................... ............, .. . ,. ... ...........-.............. .. . ................................- .........00 ............. 217.70 426.27 1.456 427.726 7.8 1.34 .028 427.754 .00 .491 4.00 .4.00 .00 0 C. (. . . 4.; . • -. - ERROR MESSAGE NO. 2- - WATER - - SURFACE ELEVATION : GIVEN IS LESS THAN OR EQUALS -......-. INVERT - ELEVATION iN OTLIUS. W.B.ELEV = INV + DC - F0515P .- . PAGE WATER SURFACE PROFILE LiSTING • PALOMAR AIRPORT ROAD HYDRULICS: AREA 5 EXISTING '' RCP PROFILES: 01:=50. 0.2=100: FILE NAME: SEXHOF - , . L1i'1V DATE: 9/21/91) . . .. STATJOJ . INVERT DEPTH W. S. 0 VEL VEL ENERGY. SUPER CRITICAL •. HGTI BASE/ ZL NO AVP: .ELEV OF FLOW ELEV . HEAD.. GRD.EL. ELEV DEPTH DIA ID NO. PIER L-/ELEM . .. SO -. .. SF AVE HF . NORM DEPTH . ZR - I 00 425.22 .520 425.740 • 09 .259 425.999 520 4.00 4.00 .00 0 WALL EXIT . . . . -• : - .1:10 .00 425.22 .520 425.740 8.5 4.09 .259. . 425. 9 . 0' .520 4.00 4.00 .C)0 0 . .00 425.22 1.040 426.260 8.5 5.15 .412 426.672 .00 1.040 2.00 .00 7.46 00482 004852 1)4 1 050 0I) 7.46 425.26 1.050 426.306 - 5.09 .402 - 426.7015 . .00 1.040 2.00 :210.24 00482-......... . . .1)1)4754 1. 00 1.1)51)' .00 ....... .-217.70 '426.27 1.050 427.320 8.5 5.04 402 427.722' .00 1.040 2.00 Oo 00 0 ) • . WALL ENTRANCE ljo . ,. . 21-7-.-70 42627 -1 527 427.797 - 8.5 1.39 .030 .427.827 .00 .520- . 4.O0 4.00 -. .00 () .0 )5 ' .. :' . --... - . . •• - .-. . :- • . -. ., . -- - - - -. -- . ,- ). - - . - . -. - - . - - - ,- m - - - r . r For: F 0 Iech,uolooies S/N 558 . ,. . . ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC C • ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS.W.S.ELEV .INV . . . . F0515P PAGE ( . . WATER SURFACE PROFILE LISTING . ( PALOMAR AIRPORT ROAD HYDRAULICS. STA 123+00 PROFILES: 01=50. 02=100: FILE NAME: 6HDPAL. AREA 6 JV 9/19/90 - . ,• I STATION INVERT DEPTH W S 0 VEL VEL ENERGY SUPER CRITICAL HGT/ ASE/_ ZL NO AV ELEV OF FLOW ELEV •' HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER C L/ELEM SO SF AVE HF NORM DEPTH .- ZR : .00 376.70 1.109 377.809 14.7 . 10.49 1.710 . 379.519 .00 1.399 1.50 .00 .00 0 ( 9 21 02692 024033 22 1.060 00 C ( 9.21 376.95 1.121 378.069 14.7 10.37 1.671 379.740 00 1.399 , 1.50 00 00 0 22,00 02692 022521 50 1.060 00 31 21 377 54 1 176 378 716 14.7 . 9.89 1.517 380.233 00 1.399 1.50 00 00 0 C C 11.72 02692 020354 24 J. 060 00 ( 42.93 .377.86 1.237 379.093 14.7 9.43 1 381 380.474 00 1 399 1.50 00 00 0 ( 6.54- 02692 018588 12 1 u6o 00 .C) . . .. . . C 49 47 378 03 1.308 379.340 14.7 8.99 1.255 380.595 00 l.'399 1.50 00 00 0 C 2.53 02692 017372 04 -1.060 00 1 52.00 378.10 1.399 379.409 i4.7 8 57 1.139 380.639 00 1.399 1.50 00 00 0 WAN : ................... ., ...., ... -• •, .., . 52.00 378.10 2.751 380.851 . 14.7 1.34 .028 380.879 . .00..749 4.00 4.00 .00 0 ( UNCT STR 12500 000073 (fl 00 ( . . . . .56.00 378.60 .2.298 380.898 6.4 .70 .008 .380.906 .00 .430 . '4. 00 4.00 .00 .....0. WALL EXIT . . . . . . 00 . 56 00 378 60 2.298 380.898 6.4 62 204 381.102 00 978 1.50 (JO 00 0 --' . 13.47 .06294 . . . .003671 .05 . - .500 .. ......00 ...... ( . 69.47 379.45 1.500 380.948 6.4 3.62 .204 381.152 .00 .978 . 1.50 .00 .00 0 ( 83 06294 00437 00 500 70.30. 379.50 1.445 380. 945 - 6-.4' 66 208 381.153 uO 978 1.50 (I() 00 C) - (, WALL ENTRANCE . - .•.. . . . . .00 C . . . FOSISP . . . • PAGE WATER SURFACE PROFILE LISTING C PALOMAR AIRPORT ROAD HYDRAULICS. STA 123+00 t. PROFILES: 0.15). U2=1(-,): FILE NAME: .3HOFcL. AREA 6 . L IMV 9/19/90 - ION~NV~ DEM M - M-VEM v H?P ZL ELEV GVPY qWR 1CA HGTAS . J ER OF. FLOW ELEV TH DIA ID - L/ELEM .30 . SF AVE HF . NORM DEPTH ZR I 70.30 379.50 1.693 1 381.19 6 4 95 014 381.207 00 430 4.00 4.00 00 0 1.03 .07500 . .. . .000082 . .90 . . 71 ........................00 (. 71.33 379.58 1.614 381.191 6.4 .99 .015 381.206 .00 .430 . 4.00 4.00 .00 0 ( ., 99 07500 - 000093 00 171 00 I ... . 72.32. 379.65 1.539 381.190 6.4 1.04 017 381 207 00 430 4.00 .4,90.1-1.. 00--.0.. C 93 0750() 000107 00 171 00 73 25 379.72"'-- p467 381 188 6.4. 1 09 018 '301 206 00 430 - 4 0'1 4 00 00 0 C 89 07500 000122 00 171 00 ( 74.1 4 379.79 1.399 381 187 6.4 1.14 020 381.207 00 430 4.00 4 00 00 0 ( 16 07500 000131 00 171 00 C- 74 30 379.80 1.386 381.186 6.4 1.15 021 381.207 00 430 4.00 4.00 00 0 ( YDRAULIC JUMP 00 1 7430 379 80 500 380 300 6.4 12.40 2.389-' 382 689 00 978 f.-66- 00 do- 0 C: .. . . . (. 24.71 06466 964591 1.60 500 00 99.01 381 40 500 381 898 6.4 12.40 2.389 384.287 00 978 1.50 00 00 0 ( 35 02 06466 064336 2 25 500 - - 00 134.03 383.66 500 384.162 6.4 12.38 2.380 386.542 00 978 1.50 00 00 0 C 43.74 06466 060128 2.63 500 00 177 77 86 49 518 387 u09 .--6.4 11 81 2.165 389.174 00 978 1.50 00 00 0 14.89 .06466 . - .052726 .79 .500 .00 192.66 387.45 .537 387.990 6.4 11.25 1.964 389.954 .00 .978 1.50 .00 .00 0 ( 8 67 06466 ))46236 40 50 00 - F0515P . PAGE (• WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. STA 123+00 . I PROFILES: Q10. 02100: FILE NAME: 6HDPAL. AREA 6 . I LTMV 9/19/9':) STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO. AV ( ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH . DIA ID NO. PIER( L/ELEM SO SF AVE HF . NORM DEPTH - ZR 201 3 88 '>1 556 89 - 6.4 10,74 l.'791 390.361 00 978 1.50 00 00 4' ( 5.91 06466 04054" 24 SUb ou I. 207.24 388.40 .576 388.973 6.4 10.24 1.628 390.601 .00 .978 1.50 .00 .00 ) - - . ,.. (.:35567 .500 . .6'88. mm . - . i. 33 -) 78 - 1. . .0 lot 3.39 .06466 .031203 . ii .50') .00 0 . 214.99 388.90 .18 387.516 6.4 9.30 1.344 390.860 .00 .978 1.50 .00 .00 0 • 2.66 .06466 . .027388 .07 .500 .00 217.65''-"389.07 .641 389.711 6.4 8.86 1.220 390.931 .00 .978 1.50 .00 .00 0 • . 2.15 -. .06466 - - .024068 .05 six, ...00 • 219.80 389.21 .665 389.873 6.4 8.45 1.110 390.983 .01) .978 1.50 .00 .00 0 • 1 74 06466 021159 04 500 00 p . ..-. ...-. . .. 221 54 389 32 690 390 011 6 4 8 06 1 009 391.020 00 978 1.50 00 00 0 1.45 .06466 . . .018600 . 03 .500 .00 39 42 715 390 130 6.4 7.69 919... 391 049 00 978 1 50 00 00 0 1 15 06466 016365 02 500 00 224.14 389.49 .743 390.232 6.4 7.33 .835 391.067 .00 .978 1.50 .00 .00 0 . 95 06466 014415 01 500 - 00 C - 225 09 389 55 771 390.322 6.4 6 99 758 391 080 00 978 1.50' 00 00 0 : .75 .06466 . .. .012699 .01 .. .500 .00 225 84 389.6 . 0 801 390.4o . 0 6 4 6 67 690 391 090 oo 978 1.50 00 00 0 - • . : ••. .... . .06466 . .01200 .01 .soo - .00 FOSISP . . PAGE • . WATER SURFACE PROFILE LISTING . . PALOMAR AIRPORT ROAD HYDRAULICS. STA 123+00 1 PROFILES: 6150. 02=100: FILE NAME: 6HDPAL.- AREA 6 f . LTMV 9/19/90 . STATION INVERT DEPTH W.S 0 VEL VEL ENERGY SUPER CRITICAL . HGT/ BASE! ZL NO AV ELEV OFFLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO . . SF AVE HF NORM DEPTH ZR V 226.43 389.64 .832 390.470 6.4 6.36 :627 391.097 .00 .978 1.50 .00 .00 0 % - .4 .06466 .. .009885 .00 .500 .00 0 . .. 226.87 . 389.67 .865 390.531 6.4 6.06 .570 391.101 .00 .978 1.50 .°P.. .000 .30 .06466 . . .008737 .00 . •500 • .00 . 227.17 389.68 .900 390.585 6.4 5.78 .518 391.103 .00 .978 1.,50 .00 .0 0 0 - .18 .06466 - .007733 .00 - .500 . . .QO. 227.35 389.70 .937 390.634 6.4 . 5.51 .471 391.105 .00 .978 . 1.50 .00 .00 0 I 05 .06466 . ............. 006848 .00 .50o .00 IL 227.40 389.70 .978 390.678 6.4 5.25 .427 391.105 .00 .978 1.50 .00 .00 0 WALL ENTRANCE Ii . • ' 42. 4.M 4 M.. 7 48C, . TUUTI .77 .08749 .000117 .00 . . .163..... ..... . . .00, 228.17 389.77. 1 418 391.186 6.4 1.13 020 391 206 0(1..430 4.00 .4.00. 00 0 .73 08749 ()00134 00 - 163 00 228.90 389.83 1.352 391.184 6.4 1.18 .022 391.206 .00 .430 . 4.00 4.00 .00 0 .70 .08749 .. . .000153 .00 .163 .00 229 60 389 89 1.289 391 182 6.4 1.24 024 391.206 00 430 4.00 4.00 00 0 .66 .08749 - . . . . : .000175 . •()() .163 ,. :. .00 230.26 369.95 1.229 391.179 6.4. 1.30 026 391.205 00 430 4.00 4 00 00 o 63 08749 000200 00 163 00 4 230.89 390.01 1.172 391.177 6.4 1.36 029 391.206 00 430 4.00 4.00 00 0 51 08749 000227 00 163 00 OA F0515P . . . . PAGE WATER SURFACE PROFiLE LiSTING . .. - • PALOMAR AIRPORT ROAD HYDRAULICS. STA 123+00 . . PROFILESi 0150. 02100: FILE NAME: 6HDPAL AREA 6 ...............LTMV 9/19/90 ' . -.. ... . • STAT.ON .INVEFT DEPTH W.S 0 VEL VEL ENERGY SUPER CRITICAL . HGT/ . BASE/ ZL . NO 04V ELEV OF FLOW ELEV HEAD 6FD EL ELEV DEPTH DIA ID NO PIER L/ELEM -'- - SO -........: ............ SF AVE. HF ' NORM DEPTH 231 40 390.05 1.-1'25 391 175 6 4 1.42' 031 391.'206 00 430 4 0 4 00 00 0 .; .. ,.,,. ,- ...., ,.. ' . .,. .. . .: . 'YDRAULIC JUMP 231.40 390.05 .521 390.571 6.4 11.74 2.141 392.712 .00 .978 ' 1.50 .00 .00 0 .. - "2.'22" 09010 - 053907 12 460 - 00 S S 233.62 390.25 528 390.778 6.4 11.51 2.057 392.835 00 978 1.50 00 00 0 • 4.09 09018 049166 20 460 00 237 ñ 390 ,412., 547 - 391 166 6 4 10.98 1.871 393.037 00 978 1.50 00 00 0 • ,- 3 21 B. 043096 14 460 - 00 240 92 390 91 566 391.475 6.4 10 46 1.698 393.173 00 978 1.50 00 00 0 2.55 09018 037796 10 460 00 S 243.47 391.14 587 391-.725 6.4 9.98 1,548- 393.273 00 978 1.50 00 00 0 2.10 .09018 . . .033172- .07 . .460 .00 qb 245 57 391 33 608 391 936 6 4 9 51 1 404 393 340 00 978 1 50 00 00 0 - . .- S - ...........1.73 .09018 . .. . .029108 .05 - 460 . . 00 247.30 391.48 .63') 392. J 14 4.4 9.07 1.276 393. 30 .00 .97U . 1.50 .00 .00 H 1.42 .09018 , . .025571 04 - . .46':) . .00 ç4"; .(ttl. .78 . 1.50 ...._...QQ._,...Q,.:...Q.... Ij'l)j u - - - - .022476 - mm .03 - - .461) - - mm .00 - U. -. 249.93 39172 .678 392.399 6.4 8.25 1.056 393.455 .00 .978 1.50 .00 .00 0 F 1 .01 • 09018 . 019752 .02 .46o 00 250.94 391.81 .703 392.515 6.4 7.86 .960 393.475 .00 .978 1.50 .00 .00 0 e 82 09018 017375 01 460 - 00 F05 15P . PAGE WATER SURFACE PROFILE LISTING ......... . PALOMAR AIRPORT ROAD HYDRAULICS. STA 123+00 . PROFILES: 91=50..02=10o: FILE NAME: 6HDPAL. AREA 6 LTMV 9/19/90 ; STATION ThIVERT DEPTH W S Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AV -- ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. . PIER16 41 L/ELEM SO SF AVE HF NORM DEPTH ZR 251.76 391.89 730 392.616 6.4 7.49 872 393 488 00 978 1.50 00 00 0 70 09018 015292 01 460 00 22 46 391 95 757 392 706 6 4 7.1 5 794 393 501) 00 978 1 50 00 00 0 55 09018 013470 01 460 - 00 253 01 392.00 787 392.786 6-4 6.82 721 393.507 00 978 1.50 00 00 0 46 09018 011877 01 460 00 253.47 392.04 817 392.857 6.4 6.50 656 393.513 00 978 1.50. 00 00 0 33 09018 010480 00 460 00 253 80 392.07 850 392 920 6.'4 6.20 596 393 516 00 978 1.50 00 00 0 .96 .01000 . . . . .009832 .27 .850 .ou '.M0.76 ' 392.34 850 393.190 6.4 6.20 596 393;786 00 978 1.50 00 00 0 C • -. 24.33 .01000 . .009552 .23 .850 .00 305 11 7,92.58 865 393.448 6.4 6.o6 570 394.018 110 978 1.50 00 00 0 13.31 .01000 .008737 .12 .850 .00 ( 6.4 392.72 .900 .393.616 6.4 5.78 .518 394.134 .00 .978 1.0 .00 .00 4.45 .01000 . . .007733 - .03 .850 16 322.87 392.76 .937 393.698 6.4 5.51 .471 394.169 .00 .978 1.50 .00 .00 0 L 93 01000 006848 01 850 00 • . .. . 323.80 392.77 .978 393.748 6.4 5.25 .427 394.175 .00 .978 1.50 .00 ) .00 0 • WALL ENTRANCE . .. 00 ( 23 80 392.77 1.488 394.258 -6 4 1.013 018 394.'276 00 430 4.00 4.00 00 0 S t.-. - - .---.-.-- -•--------- -- - - - - - -. - - - -. - - - - - - - - 'I. ** WARNINL, NO. 2 ** WATER SURFACE ELEVATION GIVEN 15 LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC ERROR MESSAGE NO. 2 -. WATER SURFACE. ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTIJS. W.S.ELEV = INV + DC FOZISP . PAGE _ WATER SURFACE PROFILE LISTING 16 PALOMAR AIRPORT ROAD HYDRAULICS. STA 123+00 ' PROFILES: Q1=5) 02=100 FILE NAME 6HDPAL AREA 6 66 LTMV 9/19/90 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL; HGT/ BASE/ ZL NO AV - ELEV OF FLOW ELEV . HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEt1 SO . SF AVE . HF . . NORM DEPTH ZR 00 .376.70 1.237 377.9-37 16.8 10.7a 1.803 .379.740 00 1.437 1.50 uo 00 0 • 16 74 02692 024939 42 1.20o 00 16 74 377.15 1.258 378.409 16.8 10.61 1.749 380.158 00 1.437 1.50 00 00 0 AD 25.84 02692 023669 61 1.260. 00 377135 '133 '79.l79 16.8 10.12 1.'590B069 .. .....,..•.. . : ........................ ........ 9.42 .02692 . .022504 .21 1.200 . .. .00 Soo 52 00 378.10 1 437 379.537 16 8 9.64 1.444 380.981 00 1.437 1..50 00 00 0 WALL ENTRANCE - 00 ' . - . ... . .. . . . . 52.00 378.10 3.150 381.250 16.8 1.33 028 381.27e 00 819 4.'00 - 4.00 00 0 UNCT STR 1250o 000072 .00,00 56.00 378.60 2.92 381.292 8.5 .79 .010 381.302 .00 .520. 4.00 4.00 .00 0 WALL EXIT . .. . . .00 Qp 56.00 378.60 2.692 381.292 8.5 . 4.81 .359 .381.651, .00 1.129 1;50 .00. .00 0 . 14.30 .06294 - . .006548 .09 .590 fe 70.30 379.50 1.886 381.386 3.5 4.81 .359 381.745 .00 1.129 1.50 .00 .00 0 WALL ENTRANCE 00 70.30 379.50 2.311 381.811 8.5 92 013 381.824 00 520 4.01) 4 00 00 0 e 1.42 . 07500 . .. ' . (100063 .00 . .205 .0) 71.72 379.61 2.204 381 810 8.5 96 014 381.B24 0') 520 4.00 400 00 0 468 - ' 1.35 . 07500 . 000071 .00 . .205 .00 IL 73.07 379.71 2.101 381.809 8.5 1.01 .016 381.825 .00 .520 4.00 4.00 .00 0 S 1.23 07500 ' .000081 .00 .205 , . ) .00 . F0515P PAGE WATER SURFACE PROFILE LISTING . . PALOMAR AIRPORT-ROAD HYDRAULICS. STA 123+00 0150. 02=100: FILE NAME: 6HDPAL. AREA 6 LTMV 9/19/90 . STATION INVERT DEPTH W.S. .0 , VEL VEL ENERGY SUPER CRITICAL HGT/. BASE/ ZL NO r 1v ELEV OF FLOW ELEV . HEAD GRD.EL. ELEV DEPTH lilA II) NO. - PIER - - Li LiI .0 jr HVt. Ir III I * * * - ***•* *• * * * - * *** * ** * * * * *3 ****** 4* ** *f 74.30 .17.3U :.:)Fl 3. 1.'ja .017 331.825 .01) .52u 4.uo 4. 00 .00 0 YDRAULIC JUMP . . 00 74.30 379.80 .582 380.382 8.5 [3.43 2.800 383. 182 .00 1.127 1.50 .00 .00 0 .0466 . .064488 2.57 .580 ., Ao 2:.38 ..582 382.962 8.5 13.41 2.791 _.385.. 753 .00 1.129 1.50 .00 .00 .9. (90 54.78 .06466 . .060416 3.31 .580 .00 168.97 83.92 .603 386.525 8.3 12.78 2.537 389.062 .00 1.129 1.50 .00 .00 0 17.92 .06466 - . . . . .053025 i95 .. . .580 .00 186.89 387.08 .625 387.706 8.5 12.20 2.309 390.015 .00 1.129 1.50 .00 . .00 0 .06466 . - . . •56 .48 ... .öo 197.21 387.75 648 388.395 8.5 11 61 2.094 390.489 00 1.129 1.50 00 00 I) f. ... 7.01 .06466 . . . . .040908 .29 .380 .00 388.20 ......388.873 8.5 1108 1.907. 390.780 ..00 1.129 1. -so 000 o . . . . 5.1606466 .. -.. - . .035936 .19 .380 .00 b 209.38 388.34 .697 389.232 8.5 10.56 1.731 390.963 .00 1.129 1.30 .00 .00 0 I 3;9 .06466 . .031618 '.1 . .580 ...Tho -. .213.36.388.79 .72.389.515 8.5 10.07 1.575, 391.090 .00 1.129 1.50 .00 .00 0 .3;13 .06466 .027830 . .09 .580 .00 16.49 -. 388.99 .751 389.745 8.5 9.60 1.432 391.177 .00 1.129 • . . ...........2.54 .06466 ,-, ... 02407 .06 .580 .00 219.03 389.16 .779 389.938 8.5 9.16 1.303 391.241 . .00 1.129 1.50 .00 .00 0 • 2.03 .06466 . .021398 .04 .580 .00 . . F0515P . PAGE it . . . WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS.•. STA 123+00 • . PROFILES: 01=50. 02=100: FILE NAME: 6HDPAL. AREA 6 . LTMV 9/19/90 STATIN INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL. NO AV P . ELEV OF FLOW ELEV . HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER& L/ELEM SO SF AVE HF NORM DEPTH ZR • . . 1 221.06 389.29 .810 370. iou 3.5 3. 73 1.183 391.283 .00 1.129 . . 1.50 .00) .00 0 • 1.68 .06466 . .019054 . 03 .58o . . 00 0 222.74 389.40 841 390.24o ----!-"-'F3.5 -( 1.676 791 16 00 1.129 1.5(-. 00 01) 0 1.33 .06466 . . . .016823 .02 .580 .0(1 • 224.07 389.48 .873 .390.360 8.5 7.94 .978 391.338 .00 1.129 1.50 .1:10 .00 0 • • i.06 M.01 .5 M . . 225.14 389.55 .911 390.465 8.5 7.57 .890 391.355 .00 1.129 1.50 .00 .00 0 .85 .06466 . . .013177 .01 '' .580 ,. .00' 225.99 389.61, .948 390.557 8.5 7.22 BOB. 391.365 .. .00 1.129 1.50 .00 .00 0 .t- 6' 06466 011683 01 580 226.2 389.65 .988 390.638 8.5 6.88 .734 391.372 .00 1.129 1.50 .00 .01) 0 44 06466 010385 01) 581) 00 • . . 2271.06 1 389.68 1.031 3910.709. 8.5 6.56 668 391.377 1)0 1 129 1.50 00 00 0 26 06466 009254 0(1 580 00 2272 389.70 1.077 390.772 8 6.25 607 391.379 oo 1.129 1 50'S 00 00 0 - ........08 . O646 008269 .00 . .580 " .00 227.40 3B9 70 1.1129 390.829. 8.5- 5.96 551 391 381) 00 1-.129 1.50 00 00 0 0 WALL ENTRANCE 00 S. 227.40 Z89. 7' 1.785 391.485 8.5- 1.19 022 391.507 00 520 4 00 4.'00 00 0 .93 .08749 ' . .000125 .00 .195 .00 228.33 389.76 1.702 391.483 8.5 .024 391.507 .00 .520 4.00 4.00 .00 0 .4 87 .08749. ' . , .000i .00 . .19 ,. :: . . '.00 F0515P . PAGE WATER SURFACE PROFILE LISTING PALOMAR AIRPORT ROAD HYDRAULICS. STA 123+00 PROFILES: 01=50. 02=100: FILE NAME: 6HDPAL. AREA 6 . LTMV 9/19/90 STATION . INVERT DEPTH W.S. , VEL .....ENERGY SUPER CRITICAL HGT/ ASE/ ZLNO AV) ELEV - OF FLOW ELEV ' . HEAD' GRD.EL. ELEV DEPTH , DIA ID NO. ' . PIER L/ELEM SO . ' ' SF AVE- HF NORM DEPTH ZR ) .229.20 389.86 1.623 391.481 8.5 1.31 .027 391.508 .00 .520 4.00 4.00 .00 0 .4 84 08749 000162 00 195 00 230.04 369.93 1.547 391.478 8.5 1 37 029 391.507 00 520 4 00 4 00 00 0 .79 .08749 ' .000185 .00 . .195 .00 230 83 390 00 1.475 34f.475 e.5 1.44- 032 391.507 00 520 4.00 4.06 00 0 ' ..7 , .08749 .000208 , .00 .195 . .00 231.40 390.05 1.424 391.474 8.5 1.49 .035 3,91.509 .00 .520 ' 4.0C' 4.00 .00' 0 .l YDRAULIC JUMP .' • .00 -' • ' ' . • 231.40 390.05 .620 390.670 8.5 12.32 2.356' .393.026 .00 1.129 1.50 .00 .00 0 is .09018 051045 .01 .530 .00 231.55 390.06 .620 390.683 8.5 12.32 2.356 393.03 .4:1(4 1.129 1.50 .00 .00 (' 4.51 ..09I:18 ., .047855 .27 .530 236.06 390.47 .643 391.113 8.5 11.74 2.140 393.253 .00 1.129 1.50 .00 .00 (' 3.54 fl9018 042050 1 5: 30. 0 29 60 390. 79 667 391.457 8.5 11 18 1.942 1,9:-,.399 CIO 1.129 1.50 on no o 2.87 .09018 .036946 .11 .530 .00 1 242(47 391 05 691 39i.-739' 8 5 lo 66 1-.' 766 393. SoS nn 1 129 1.5o cK, (Ic' 2.34.09018 .032474 .08 .530 . .00 244.81 391.26 .717 391.976 8.5 10.18 1.609 393.585 .00 1.129 1.50 .00 .00 0 S.. 1.91 b9o18 . .02 85a .c:'s . 00 I) 246 72 391 4 745 392.177 B. 5 9.70 1.462 393.639 00 1.129 1.50 00 00 0 1.62 .09018 . .025178 .04 .530 .00 ..............---.. FO515P . . PAGE ............- .WATER SURFACE PROFILE LISTING S. - PALOMAR AIRPORT ROAD HYDRAULICS. STA 123+00 . PROFILES: 01=50. 02=100: . FILE NAME: 6HDPAL. AREA 6 . . .............. ..............................TTMV ../19/9O ............... ) STATION INVERT DEPTH W.S.0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO v ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELtff .......SO ...........................................- .,SF AVE HF NORM bE11i.zr . J2 1328 393.676 .06 1.129 .5 1. 5b - .5o0....6 1.33 .09018 . . .022182 .03 .530 . .00 249.67 391.70 . .803 392.501 8.5 8.82 1.207 393.708 .00 1.129 1.50 .00 .00 0 '4 - ........................................................................................... .02 .019570 ..530 .00 S. . . . . 250.77 391.80- .835392.632 8.5 8.41 1.098 393.730 .00. 1.129. 1.50 .00 .00 C) J . .92 .09018 . .017283 .02 .530 . .00 S . .86E 3924B d2............998393.746 .60 1.129 - . 1.50.00 - .00 0 . . . 10 .74 .09018 . . . . .015274 .01 .530 .00 252.43 391.95 .903 392.850 8.5 7.64 .907 393.757 .00 1.129 1.50 .00 .00 0 1).c .60 0018 SS S .013 19 .01 .530 .00 253.03 392.00 ..940 392.940 8.57.29.825 393.765 .00 1.129 . 1.50 .00 .00 0 1 .44 .09018 . .011988 .01 . .530 .00 253.47 392.04 .986 393.621 8. .6.9 .750 393.771 .00 1.129 1.50 .00 .00 0 1 1) ......33 .09018 .010653 .CcO .530 .00 253.80 392.07 1.022 393.092 8.5 6.63 .682 393.774 .00 1.129 1.50 1)1 .00 0 i)... 47. 76 .cu000 .009905 .47 301.56 392.55 1.031 393.579 8.5 6.56 .668 394.247 .00 1.129 1.5o .Cc0 .00' 0 19.74 . 0 100 .01:19254 - - - - - - - - - - - - - - - - - - 31 u 392.74 1.077 :393.822 8.5 6.'25 607 94 429 0U I.129 1.50 110 00 U 2.50 .01000 .008269. .02 1.020 . .00 323.80 392.77 1.129 393.899 8.5 5.96 .551 394.450 - .0 - 1.129 1.50 .00 .00 0 a'.. WALL ENTRANCE 00 F0515F PAGE • ( WATER SURFACE PROFILE L1STINLS PALOMAR AIRPORT ROAD HYDRAULICS. STA 123+00 PROFILES: 01=50. 02=100: FILE NAME: 6HDPAL. AREA 6 LTMV 9/19/90 . . . STATION INVERT DEFTH W S 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AV 9 . , ELEV,. OF FLOW .ELEV., . HEAD GRD.EL ELEV. DEPTH DIA, ID NO. PIEf... L/ELEP1 SO ., SF AVE m HF NORM' DEPTH ZR ............................................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - 323 80 392 77 1 785 394-...555 B..5.- ..1..-19 022 394.577. 00 520 '4.00 4.00 00 0 9) 9' a) • - -.'--..-•-•-.. - ..............S.• ..........................- ........................................5--.-- . -.5 .................................- ......- .....•SSS 55.S5SS S. SS__SSS ...............- ...._:...._ S . • - a) -- -5- -S - -- ---5--- S , S S . S • '• 9) 9 9. . S ' • .. 5, . '.5 .. '9 - 9 I I I I I I I I — — — - C HA IIG TA4E — ,/,A'o€ T L= — HE_iF. -.. — JOB NO. _/°9'°° CALC.BY DATE_i - P&D Technologies • 2. / RUT AME STA. AREA NO. DRAINAGE ASIA c. CFS STREET GRADE S DEPTH FT. GUTTER DEPRE119ION ORATE a CFS cuñ Hilt a CFS INLET LENGTH FT. BYPASS 0 CFS NOTES Z477 /o /. 114-p .3 * -- - 0 - /0 1 o su 10,-7 7 /30 1.9/ /0, ' 441" 9 s/a, (, L : Para • //0 .;51 "0- 3 7.3 /7 0 0.7 CATCH.; BASIN DESIGN TABLE -. 41'1o • 7 ,€4- 7/,411v4c. z, 94G, L /. 7 ( ) ' ShEET_- OF. ______ JOINO. _/Dzo4'.O — CALC..BY '2' DATE MID Thchnoiogles "a 7r ; c £'-€ 40 * ,cj 0. AREA STREET DRAINAOE STREET DEPTH CRATE CURS INISI INLET BYPASS OUTUR STA. ASIA GRADE Y 0 0 LENGTH 0 NOTES JA ME NO.AC. CFS FT. DEPRESSION CFS CFS FT. CFS 3. /OI 6 12, 1/ Ql &o O r - /0.9 /.2 /1 337 . 37 /)L2 q. 71,9o- 0, 3 r 1/93 8 LI/Q5O .6 '7.4' / 01 B io e/o 7 O.S70 O /Z9 91 v&~ '/3, U/Q o.,'o. 4"for &91 )'- — _•.I — -. i• — I. — -. i• • — _•_ -. - - — — MCMWHIPWASM 6MIGPPIAWE Mt T ,€4- 5- L 7 JOSNO._/DiOV.Oa CALC. BY L7?r1 DATE _- P&D Technologies eT STA A7 . AREA DN*IN*O( TREET DEPTH OUTTIN ORATE CUNeINLIT NLET L'ENGTN BYPASS NOTES M E ANIA . NO. .AC. CFS Fl. DIPRESSION . CFS CFS FT. CFS 0. / 0,50 s, " 9 5,5 T- O.37 e 63 Z S7 ZO L Z1 - /O./Q, . 0. c'6 . 1/3 z-o B- I' L 7' ° s85 7z /t3/Qs --" -- 0 114 7 CATCH. BASIN DESIGN TABLE ShEET JOB NO. /0 io400 • • _41A/.0 CALC. 0Y_L77?7J ___/_ DATE—_9 L P&D Technologies _ =-6 AL 0-7 5 J TE STA. An VRAIMAOF ma 0 STREET GRADE DEPTH Y OUTTEN ORATE 0 CURB Hilt 0 INLET LENGTH BYPASS 0 NOTES JAME NO CFS FT DIPRISIION CFS CFS FT CFS - !1L = Z3' 0 - lfllo-.14x 7- 0 7 SO /'7 gz- __ 0 lom -1-4.-F- — 6w 4 14 " , f*_ ~j a .,.- '% 11 Rm, "I .45 i'1, : . 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Bruqi, Sr'r tr or PREPARE L) UNDER THE DIRECTION DEPARTMENT OF TRANSPORTATION Cotinty of Sari Dte(jo CONTROl DA '14 FURNISHE [) SURVEY SECTION Department of Transportation HORIZONTAL CON EROL E3AF D (10 VE WT ICAL CON T R( )t RASF I) 7.: . . ORfHt)F)IUII) i!'1A('F PRE PARI I) frii,tr 7-25-79 . RICK ENGINEERING . TOPOG RAM Py- (:0MM El I) Irk.' from 7-25-79 7-25-79 I I - RICK ENGINEERING 7 445' .4 * i L 1400 117013r45r 354N IL or 70 Ilk OAS OF OF Uj Uj qq lop Uj / — 00 713 bi 41 Uj E30 0 Uj 556 Zq 00 7,y JPT2 420 w ./'../' • .:E ' , AS I N SOUNDARY T`IAL SUB AREA GONFLUGNCE PIPE PLOW U5E-R INPUT STREET FLOW F 254 CLEAN OUT OKI ROW DbffCT10A1 l K EXHIBIT 2C DROLOGY MAP P&D Technologies y PALOMAR AIRPORT ROAD 4 01 West "A' Street, Sufte 2500 40 MAPPING SECTION 1-1 San Diego, CA 92101 619-232-4466 SHEET 3 OF 4 Department of Transportatiorl . , - .,• 109 'J Th. Vii: I ,0Hf/:(". ''' ':i if 'If It i NATIONAL MAP ACCURACY STANDARDS c'.Y''Ir,l - -' I I 34 •'t7 T I IN1. 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