Loading...
HomeMy WebLinkAbout3466; OLIVENHAIN RD WIDENING & REALIGNMENT; STORM DRAIN REPORTS 1994- 1996; 1996-05-01STORM DRAIN REPORT OLIVENIEAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 MAY 1996 Prepared For: CITY OF CARLSBAD, CALIFORNIA Prepared By: PROJECT DESIGN CONSULTANTS 701 B Street, Suite 800 San Diego, CA 92101 PDC Job No. 1056.10 Douglas C. Paul, PE RCE 22606 Prepared By: CCR/DS Registration Expires 12/31/97 Checked By: CCRJSD I ADDENDUM NO. 1 I This Addendum is to replace Appendix 'G of the December 1995 Storm Drain Report for the I Olivenhain Road Widening & Realignment. The following is provided to summarize the analysis of the approximate velocities anticipated downstream of the dike at the Thompson 1 property/Bridgewater Subdivision boundary, for the new spillway and dike configuration shown on the drawing. I t . I . I . I I . I I ., I' I . H I REP/I056IADI.CVR 8,17s' LOf \j2 !L / f . 1H0 LAS LIS .JViAP ,34H I I I . F • EX'51 DIRT ROAD 25' fl I 106 x1Si cfJL VER3'1 -LT------- 1 'I II 75 J7 J.755rl.75'x25 BAFZE I SEE DETAIL 'B SPA CING i 5, 10' r it r <tV ' 3•', 1; TRACT tcJ 457922 .r t , , •H j.. J i\JJ A P N ç' \J 1922 — — NA ••._' k• •' ••- ) .•..•.•,. (ii 108.2 / 4 7 . ..... 24 4 10' 17 /..... . J, 4 Jt' . ... • 2 99.981E 4 Jf[4:4 oO0 • 0 .- 13 CP - * 36" RCP-7J' @ 0.47 - 6" 7H/C/( 560-C-3250 CONCRETE RLwrcRca) w/6'x6. 10/10 GAGE WWF REMOVE & REf7LL w/SUI TABLE MA TER/AL O 00 — .. & RECOMPACT PER SPECIflCA110NS ° 0 CUT-OFF-WALL PR 0-72 SEC TJON B-B SCALE. HORIZ 1 = io: 1,ER7 1" = 5' -------------------- P Project Design Consultant 701 B Street, Suite 800, San Diego. CA 92101 619-236-6471 FAX 234-0349 -................... ••• . ..L". .... _..— 6 THICK, 560-C-3250 CONCRETE REINFORCED I'W77-I 6" X 6" 10/10 GUAGE W W.F. PER D- 70. .—PROEC71ON 7 CF BENCf-I 113.0 • [m OF BENCH Toa OF, 7YPE IA - 4 .. •1 . mEREEV. : 44 ---I ~_ 1 p OUTLET PIPE ANALYSIS L 11 gnN I 5'SAiyt'y . d4IJ L37un rot SLL . I cx ...L31J.AO. W3L5)9 5. VL[N11ON1 GVJ O[-fON1 Vi I 0 NI d \ 1/I L L 0 X. .—SJcY347I72 JS/XJ Ai/20 731 -. ____ ëO 'gfrcz6l -16 i a /1\ j MV/Y3Y Of CVOY fe/C I S/X3 \ I ' 7&'CJY — 410738 C3G8073e IN'Prflaoc 83d i/YSJ . - NO/L2IJISNOQII °' GNV V. S7/V13C 335 cy0S311/7tL7?7/7gnd,09 . • 1 - MO 738 7/VIJC 37JJV8 83dS378 77 J— fI33i.7/vI3Ce3s . ..• _________ . - ___ -. ..-. -40 301 VA(07V.YJ dV&L& NOI 32Y7dT f it NS-7 Y3fUS 6W07 M' 31 00+1 40 NIKYO 30M Ci A VMT1/O'S /7011050*01 J 901 ---- Al I '7- ___ i - V A7Noc-/y2Mcc1se3d31to 0 1~01 ml / 4rIH3ce3dY1Hmds j138allo.2 01 3dO7S eoi 3N3J ,YN/7 MV/-/ IfVJ/YJSV3 0/ -C d3d J M M 30 vno oi/oi / x,tq JO 301 .9N0 7V 30/133 1 S/A? JO NOLLb'Ocl J4OPYJS NOLL2/7815N0.) 3Cz11 ,ç .• . 9 X 9 1-11141 0Qd0JNI3 '7 CYJ/hWV8 17/S. 77VISM ••y4( gj//y/7 I 3fld3N0.9 Qgç Q9ç ''jj 9 . . WV fr9099 -fL ON d/J rL6oIe3soIooc3ceoo3e ,,A ,Ofr=1 •JJVOS Ii I I U I HEADING LINE NO 1 IS - U. 1 ADING LINE NO 2 IS 1ADING LINE NO 3 IS - I I I I U I I I F I I I I I F 05 15 P PAGE NO 3 WATER SURFACE PROFILE - TITLE 'CARDLISTING ' OLIVENHEIN ROAD PIPE 11/22/95 LI I DATE: 4/29/1996 IME: 14:34 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE N I ARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) ODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP D1 1 0 0.00 6.00 70.00 0.50 0.50 0.00 D 2 1 0 0.00 6.00 45.00 0.50 0.50 0.00 D 3 4 3.00 ID 5 1 0 0:00 4.00 8.00 0.50 0.50 0.00 I • I I .. I I I I I • I I --_ - __i, - ------ - - I I . I DATE: 4/29/1996 I IME: 14:34 F0515P WATER SURFACE PROFILE - CROSS SECTION POINT LISTING PAGE 2 I CARD SECT NO OF X(l) • 1(1) X(2) 1(2) X(3) • 1(3) X(4) , 1(4) X(5) , Y(5) X(6) , 1(6) X(7) , 1(7) CODE NO POINTS X(8) • 1(8) X(9) , 1(9) X(10) .1(10) X(11) ,Y(11) X(N) • 1(N) X(N+1),Y(N+1) X(99) ,Y(99) PTS 4 13 0.00 112.00 45.00 110.00 65.00 108.00 95.00 106.00 145.00 104.00 175.00 102.00 195.00 99.76 PTS 225.00 102.00 260.00 104.00 325.00 106.00 380.00 108.00 400.00 110.00 425.00 112.00 I - I I I I + I - I - I I I + + I I I -.----- - +- -- - --+ -+ I I + I-- 42382 100 SHEETS EYE-EASE' 5 SQUARE 42-38 50 SHEETS EYE-EASES S SQUARE M 42:389 200 SHEETS EYE-EASE- 5SOUARE NatIonoI °Brand 2.392 '50 RECYCLED WHITE 5 SQUARE 42.390 250 RECYCLED WHITE 5 SQUARE 6,?oi'-iy LAE-' h ( t a os) o+) C 2,lbZ) "5 wo - .- job I~D i.00 2)51) X F 0 5 1 5 P PAGE NO 2 I WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV I 72.00 99.76 4 0.00 LEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 90.00 99.83 4 0.025 0.00 0.00 0.00 0 LEMENT NO 3 IS A TRANSITION * * * I U/S DATA STATION INVERT SECT N 100.00 99.87 1 0.025 ILEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 105.00 99.89 1 0.040 0.00 0.00 0.00 0 ILEMENT NO 5 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N 117.00 99.92 2 0.040 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H I 127.00 99.96 2 0.015 0.00 0.00 0.00 0 ELEMENT NO 7 IS A TRANSITION * * * U/S DATA STATION INVERT SECT - N - I 137.00 100.00 3 0.013 EMENT NO 8 IS A REACH * * * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 210.00 100.30 3 0.013 0.00 0.00 0.00 0 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL SEE SECTION NUMBERS AND CHANNEL DEFINITIONS LENT NO 9 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT U S ELEV 101.10 5 0.00 EDIT ERRORS I 212.00 ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV INV + DC I_ I I I I ------ -- -- - - ICENSEE: Project Design ConsuLtants f0515P PAGE 1 WATER SURFACE PROFILE LISTING I OLIVENHEIN ROAD - PIPE 11/22/95 ITATION INVERT DEPTH U.S. Q VEL VEL ENERGY SUPER CRITICAL MGT/ BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER h ELEN SO SF AVE HF NORM DEPTH ZR 72.00 99.76 1.261 101.021 80.0 4.51 0.316 101.337 1.261 4 0 0.00 0.23 0.00389 .010058 0.00 1.524 72.23 99.76 1.291 101.052 80.0 4.30 0.287 101.339 1.261 4 0 0.00 I 0.99 0.00389 .008855 0.01 1.524 73.22 99.77 1.322 101.087 80.0 4.10 0.261 101.348 1.261 4 0 0.00 2.12 0.00389 .007798 0.02 1.524 75.34 99.77 1.354 101.127 80.0 3.91 0.237 101.364 1.261 4 0 0.00 3.84 0.00389 .006869 0.03 1.524 79.18 99.79 1.387 101.175 80.0 3.73 0.216 101.391 1.261 4 0 0.00 6.21 0.00389 .006049 0.04 1.524 I 85.39 99.81 1.420 101.232 80.0 3.55 0.196 101.428 1.261 4 0 0.00 4.61 0.00389 .005503 0.03 1.524 90.00 99.83 1.436 101.266 80.0 3.47 0.187 101.453 1.261 4 0 0.00 TRANS STR 0.00400 .002709 0.03 100.00 99.87 1.622 101.492 80.0 0.70 0.008 101.500 0.00 0.343 6.00 70.00 0.50 0 0.00 5.00 0.00400 .000198 0.00 0.651 0.50 105.00 99.89 1.604 101.494 80.0 0.70 0.008 101.502 0.00 0.343 6.00 70.00 0.50 0 0.00 IANS SIR 0.00250 .000367 0.00 0.50 117.00 99.92 1.569 101.489 80.0 1.11 0.019 101.508 0.00 0.461 6.00 45.00 0.50 0 0.00 10.00 0.00400 .000078 0.00 0.472 0.50 127.00 99.96 1.529 101.489 80.0 1.14 0.020 101.509 0.00 0.461 6.00 45.00 0.50 0 0.00 I I 0.00400 .--------- -- --=-.O.50 CENSEE: Project Design Consultants F0515P PAGE 2 WATER SURFACE PROFILE LISTING I OLIVENHEIN ROAD PIPE 11/22/95 1TATION INVERT DEPTH U.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZI NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER I/ELEM SO SF AVE HF NORM DEPTH ZR 1137.00 100.00 1.737 101.737 80.0 18.85 5.520 107.257 0.00 2.770 3.00 0.00 0.00 0 0.00 5.62 0.00411 .036446 0.20 3.000 0.00 1142.62 100.02 1.711 101.734 80.0 19.20 5.726 107.460 0.00 2.770 3.00 0.00 0.00 0 0.00 I 14.23 0.00411 - .039792 0.57 3.000 0.00 156.85 100.08 1.646 101.728 80.0 20.14 6.299 108.027 0.00 2.770 3.00 0.00 0.00 0 0.00 I 13.86 0.00411 .045085 0.62 3.000 0.00 170.71 100.14 1.584 101.723 80.0 21.12 6.930 108.653 0.00 2.770 3.00 0.00 0.00 0 0.00 13.49 0.00411 .051128 0.69 3.000 0.00 184.20 100.19 1.525 101.719 80.0 22.15 7.621 109.340 0.00 2.770 3.00 0.00 0.00 0 0.00 13.10 0.00411 .058034 0.76 3.000 0.00 I 197.30 100.25 1.469 101.717 80.0 23.24 8.383 110.100 0.00 2.770 3.00 0.00 0.00 0 0.00 12.70 0.00411 .065932 0.84 3.000 0.00 121000 100.30 1.416 101.716 80.0 24.38 9.226 110.942 0.00 2.770 3.00 0.00 0.00 0 0.00 212.00 I 101.10 1.416 102.516 80.0 6.49 0.654 103.170 0.00 1.416 4.00 8.00 0.50 0 0.00 I I I, I I 1 OLIVENHEIN ROAD I PIPE 11/22/95 H . R 74.86 89.14 92.00 .1 C WE H. TX 94.86 97.71 I 100.57 .1 C X H . R 103.43 I 106.29 . I C X H TX 109.14 112.00 I 114.86 117.71 .1 C X H . R 120.57 123.43 . I 126.29 . 129.14 .1 C X H . TX 132.00 137.71 .1 I 134.86 W CH E . R 140.57 . I W CH E . R I 143.43 146.29 149.14 152.00 I 154.86 157.71 . I Il CH E . R 160.57 I 163.43 166.29 169.14 172.00 . I U CH E . R I 174.86 . 177.71 180.57 I 183.43 186.29 . I U CH E . R 189.14 I 192.00 194.86 197.71 - I U CH E . R 200.57 . I 203.43 . 206.29 . ------- 209.14 . 212.00 . I U CH E . R 99.76 100.99 102.22 103.45 104.68 105.92 107.15 108.38 109.61 110.84 112.07 I I OTES GLOSSARY I = INVERT ELEVATION I C = CRITICAL DEPTH U = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT V = WALL ENTRANCE OR EXIT STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY I I -. I I I - I SPILLWAY ANALYSIS / / I / / I / ': \ : •.iI:J>-' : ••••1• t •.• . .•. ___ __ I -v mpp-_ rAwv a Eli 1ELD4-." X53 ~?j 60' H7DEL EASEMENT kiu,is ROAD SP1LUAI if L/M/JS QC 4f' \. INSTALL S1LTSARR/ER PEMOfrE POR11ON"OF.-EXIST N . FENCE ALONG TOE OF C A/N JNK FENCE FOR SLOPE T&CONCRETE NSTRIJC11ON OF IN LI/è SPILL WAX, PER DET S/IT 3 1E PER STD DWG U-5 0/IL Y Ali C 'A fri/IC --1 141\IO4.O 14, / I 21 t+t, sEqq.qz LCHSEK&ESM RECORDED OCTOBER 10, 1973 F/P NO 73-286084 OR 6 THICK, 560—C-3250 CONCRETE . REINF0RcEWTH D : 6"X"8-" 'k25' WE C0NS107701V 10/10 CUA GE W W F PER D— 70 I EASEMENT L04.0:,::, )82 Y SIL 14 ALONG mR/e L -7 SCALE 14O' k UAI7TS cr HOW 72\ TW 104.0 04 F 108.2 " 200' SEE DETAILS 41 AND B- 5SJLOW5 .. S. /5 EXIS LOT n) A \ I I I R AN CHO j\jiAP t 1Y3 ff'" N —I- QQ EXIST DIR,T ROAD TO REMAIN frELOCñ'Y = 6 8s 0 1 t 15 q 50S4 7. 12 .r N C I j\IT A 3 LE&GN W sySrEi 848 so s ycr -& brrt.ET XS CR-ccS gec.'r(ON - TS i—Mcmv' -. t4 J M€- I I HEADING LINE NO 1 Is - I 1 EADING LINE NO 2 IS - fADING LINE NO 3 IS - I I I I I I I I I I I I I I FO5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING OLIVENHEIN ROAD SPILLWAY 11/15/95 SATE: 4/29/1996 TIME: 14:59 I FOS1SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE tARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZI ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) ODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP ID1 1 0 0.00 6.00 70.00 0.50 0.50 0.00 D 2 1 0 0.00 6.00 35.00 0.50 0.50 0.00 .D 3 2 0 0.00 4.20 28.00 0.00 CD 4 5 0 0.00 I 1 I H I - I I I I I I I- I 1 - - - !:=-:---- I I I 1 •- I I - I I I I I I 00?LL OO OOOLL 0000 00901 0009 0090L OO.S?c 0010L 0009 OOZOL oo*szz Sid 9L66 0056L OOOI OocLL 000 OOS'L 00901 OOS6 0020L 00S9 OOOLL OOS OOU 000 EL I Sid (66)A' (66)x (L+N)A'(L+N)x (N)A ' (N)X (LOA' (LOX (OL)A (OL)X (6)A (6)X (9)A (9)x SINIOd ON 3003 (L)A ' (L)X (9)A ' (9)x (S)A ' (S)X (')A ' ()X ()A I ()x ()A ()x (L)A ' (L)x 30 ON 133S OJV3 DNI1SI1 INIOd N0II33S SSO - 1110d 33VJIflS S31VM dSLSOJ osi :3fl 966L/62/ :]jyQ I F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT U S ELEV 1 . 72.00 99.76 4 0.00 NO 2 IS A REACH * * * I ELEMENT U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 90.00 99.83 4 0.025 0.00 0.00 0.00 0 LEMENT NO 3 IS A TRANSITION * * * I U/S DATA STATION INVERT SECT N 100.00 99.87 1 0.025 ILEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 105.00 99.89 1 0.040 0.00 0.00 0.000 LEMENT NO 5 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N 99.92 2 0.040 RNING - ADJACENT I 117.00 SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS LEMENT NO 6 IS A REACH * * * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 137.00 100.00 3 0.015 0.00 0.00 0.00 0 LEMENT NO 7 IS A TRANSITION - I U/S DATA STATION INVERT SECT N 145.00 104.00 3 0.015 ILEMENT NO 8 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT U S ELEV 155.00 104.00 3 0.00 IEDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING I WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC I 1 I I I- S S PICENSEE: Project Design Consultants F0515P PAGE 1 WATER SURFACE PROFILE LISTING I OLIVENHEIN ROAD SPILLWAY 11/15/95 ITATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER I/ELEM SO SF AVE HF NORM DEPTH ZR 72.00 99.76 3.102 102.862 753.0 6.77 0.712 103.574 3.102 4 0 0.00 0.88 0.00389 .007667 0.01 3.538 72.88 99.76 3.170 102.933 753.0 6.46 0.648 103.581 3.102 4 0 0.00 3.84 0.00389 - .006790 0.03 3.538 I 76.72 99.78 3.240 103.018 753.0 6.16 0.589 103.607 3.102 4 0 0.00 1 8.24 0.00389 .006011 0.05 3.538 84.96 99.81 3.311 103.121 753.0 5.87 0.535 103.656 3.102 4 0 0.00 5.04 0.00389 .005522 0.03 3.538 90.00 99.83 3.338 103.168 753.0 5.77 0.517 103.685 3.102 4 0 0.00 1ANS SIR 0.00400 .002911 0.03 I 100.00 99.87 3.764 103.634 753.0 2.78 0.120 103.754 0.00 1.527 6.00 70.00 0.50 0 0.00 5.00 0.00400 .001083 0.01 2.524 0.50 105.00 99.89 3.748 103.638 753.0 2.79 0.121 103.759 0.00 1.527 6.00 70.00 0.50 0 0.00 TRANS SIR 0.00250 0.50 117.00 99.92 1.404 101.324 753.0 19.16 5.698 107.022 0.00 2.822 4.20 28.00 0.00 0 0.00 I 0.03 0.00400 .027019 0.00 2.563 0.00 117.03 99.92 1.404 101.324 753.0 19.16 5.699 107.023 0.00 2.822 4.20 28.00 0.00 0 0.00 19.97 0.00400 .029260 0.58 2.563 0.00 137.00 100.00 1.338 101.338 753.0 20.09 6.269 107.607 0.00 2.822 4.20 28.00 0.00 0 0.00 1ANS STR 0.50000 .017232 0.14 0.00 145.00 104.00 2.822 106.822 753.0 9.53 1.411 108.233 0.00 2.822 4.20 28.00 0.00 0 0.00 I 155.00 104.00 2.822 106.822 Th3.0-.531.410 108.232 0.00 2.822 4.20 --280 0 0.00 1 I lICENSEE: Project Design Consultants F0515P PAGE 2 WATER SURFACE PROFILE LISTING I OLIVENHEIN ROAD SPILLWAY * 11/15/95 ISTATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL UGh BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR I * I I H I I - - I I I . - 1 I . I -- I - -,--- _---'*_ .---. - - I - I I OLIVENHEIN ROAD I SPILL WAY 11/15/95 72.00 73.69 : E I 75.39 77.08 .1 CW E H. R 78.78 I 80.47 82.16 83.86 85.55 .1 C E H. R 87.24 88.94 90.63 .1 C W E H. T I 92.33 94.02 95.71 97.41 99.10 I 100.80 .1 C WE H . R I 102.49 104.18 105.88 .1 C WE H . TX 107.57 I 109.27 . 110.96 . 112.65 I 114.35 116.04 117.73 .1 N C H E R 119.43 .1 N C H E . R '121.12 122.82 124.51 I 126.20 127.90 129.59 I 131.29 132.98 134.67 136.37 138.06 . I U C H E . TX I 139.76 141.45 I 143.14 144.84 146.53 . I X X . TX . I 148.22 149.92 . 151.61 . 153.31 . 155.00 - I X X . TX 1 99.76 100.99 102.22 103.45 104.68 105.92 107.15 108.38 109.61 110.84 112.07 I 0 T E S GLOSSARY I = INVERT ELEVATION I C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL I EENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY 2.2- <I-I < 2-SS UE .2f7- kFPt tO / Th'- flve-i oJ PiZ IMFFtC 5PkiA/& --I. H O,ZH ---) +012.H I F I UA)A'( AcFFLE PE-S M4X/A41fv1 f0AJ :5CffS (A) 10 fl-I OF 3Pi-tu14- J = Z F1.Q )/WJ/Y t4)/0771 - 753/P' £.7C-FS/f7- gWMMJJOp RA1JcE tOR iTRi*t\1C VELOC(T'r flZor,1 F16, 244-. CC UAI7 Ot/ ' V1 - 4SFP5 -- 272 2tFT 7i7-/T OF Aici E&72k)EE7i O,B/-1 LOa,A//t Pf-(M./- OF IS 814EO OAJ &OPE OF 0-40TIF. 150e -ji) E sri 1\JC - co,j S rA-1AJ rc3 &OR C-FOTE IS FLAT- NE VJIUL A 4I oPE - ON Vt't17 Fne Oue- ET OP USE iWo A)tV$ A-9S /' i'cPkR2 #1• --P I CHART 9 I -2000 I. _W 0 I 0 1000 z Slop. S0 -. SUBMERGED OUTLET CULVERT FLOWING FULL -.5 - -I HW.Hho-LSo I - 800 -120 For Oul$1 cvoun not submerged. compute sw by - wAtb"s described M thi design procedure - -600 - I -500 -96 - • -1.0 400 -84 I -300 -72 ......- - -66 o \ 1,200 -60 -2 -54 F:-100 phoo -5 -30 4r 8 • 3-40 27 - -30 c, q. S -FVA A-r WI LL 10 -24 -20 -21 ChAlkr - Ti P4cr TTALLY -18 Su PJM fEt -20 I . ': I I BUREAU OF PUBLIC ROADS JAN. 1963 I . I HEAD FOR CONCRETE PIPE CULVERTS - FLOWING FULL n=O.012 5-32 L 366 DESIGN OF SMALL DAME Figure 242. Baffled apron drop spillway used at ConconuUy Dam in Washington. The flow shown passing over the spillway is about 50 cfs. P21-141-17BNA. Determine the maximum expected dis- charge, Q. Determine unit design discharge q=Q/W, where W is the chute width. The chute width may depend on the up- stream channel width, the downstream channel width, economy, topography, and frequency of discharge, as well as maximum discharge. Entrance velocity, V, should be as low as practical. Ideal conditions exist when V1=-5, curve D, figure 244, for discharges up to 69 second-feet per foot of width. Velocities near critical, V—/ curve C, figure 244, or above cause the flow to be thrown into the air after striking the first baffle pier. High velocities may cause the flow to pass completely over the next row or two of baffle piers. It is very important that proper flow coi€ins be provided at the entrance to the baf- fle apron because satisfactory perform- ance of the entire structure may hinge on proper entrance. flow conditions. A vertical offset between the approach channel floor and the chute is used tQ form a desirable uniform entrance ve- locity, V1, and will vary in individual installations. A short radius curve pro- vides a crest on the sloping chute. The first row of baffle piers should be placed no more than 12 inches in elevation be- low the crest. Alternate rows should be staggered to provide a baffle pier below each space and a space below each baffle pier. The baffle pier height, H, should be about 0.8D or 0.9 D, where the critical depth (Dr) for the rectangular chute is given by the formula D,=J/q_ 7g and is shown by curve A of figure 244. Baffle pier height is not a critical dimension but should not be less than recommended Baffle pier widths and spaces should be equal, preferably about one and one-half H, but not less than H. Other baffle pier dimensions are not critical hydrau- lically. Suggested cross sectional di- mensions are given. Row spacing of baffle piers along the chute slope should be H divided by the slope, where the slope is given in deci- mal form. A 2:1 slope, 0.50 in decimal form, makes the row spacing equal to 2H parallel to the chute floor. The baffle piers are usually constructed with the upstream face normal to the chute floor surface; however, piers with vertical faces may be used. Vertical face piers tend to produce more splash and less bed scour, but the differences are minor. Four rows of baffle piers are needed to establish full control of the flow, al- though fewer rows have operatedsuc- cessfully. As many additional rows as required beyond the fourth maintain the control_- established upstream. At least one row of baffles should beffFied below the outlet channel grade to pro- tect against scour. Additional rows Of I. I I— U : I 0 -j .4 0 I z — UA 2 U II. I 0 U -J .4 U I IDS CriticaIvet0c1tYf!Ec Recommended Entrance V.IociY ----- I pillways 367 I I /1 I t'\L- \ '. a'° Tt CPtional I T5 \QJ I -'- P IF - I Figure 243. Basic proportions of a baffled chute spillway. 288—D-2807. baffles should be buried as needed to and most of the splash. It is ilot neces- I protect against degradation. sáry or practical to build the walls high (10) The 'chute training walls should be enough to contain all the splash. three, times as hih as the baffle piers (11) Riprap should be placed at the down- I measured normal to the floor. This stream ends of the training walls to pre- wall height will contain the main flow vent erosion of the banks. I U In. U 0. U. t; 0 -j U > to S I 0 ' 0 20 30 40 50 60 10 '"DIStHARGE IN CFS PER FOOT OF WIDTH — Figure 244. Recommended baffle pier heights and allowable velocities for baffled chute spillways. 288-0-2806. I - STORM DRAIN REPORT OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 DECEMBER 1995 Prepared For: CITY OF CARLSBAD, CALIFORNIA Prepared By: PROJECT DESIGN CONSULTANTS 701 B Street, Suite 800 San Diego, California 92101 (619) 235-6471 PDC Job No. 1056.00 Douglas C. Paul, P.E. RCE 22606 Prepared By: CCR/DS Registration Expires 12/31/97 Checked By: CCRJSK File: 1056.00 December 1995 TABLE OF CONTENTS Section Page 1.0 INTRODUCTION ...................................1 2.0 EXISTING CONDITION .............................4 3.0 INTERMEDIATE CONDITION .........................7 4.0 1 DEVELOPED CONDITION ...........................X 5.0 HYDROLOGY CALCULATIONS ........................9 5.1 Determination of Runoff Coefficient ...................9 5.2 Determination of Intensity .........................9 5.3 Determination of Areas ...........................12 5.4 Modified Rational Method .........................12 5.5 Hydrology Calculations ..........................13 5.6 Existing Condition - Flow Calculations .................13 5.7 Intermediate Condition - Flow Calculations ..............18 5.8 Developed Condition - Flow Calculations ................26 6.0 FLOOD ROUTING CALCULATIONS .....................35 6.1 Flood Routing Method ............................35 6.2 Pipe Flow ...................................36 6.3 Flood Routing Tables ............................37 7.0 INLET DESIGN ...................................40 7.1 Sample Calculation for a Continuous Grade Curb Inlet .......41 7.2 Inlet Calculation ................................42 8.0 HYDRAULIC ANALYSIS .............................43 9.0 RIPRAP DESIGN ..................................45 10.0 DETENTION DIKE AND SPILLWAY DESIGN FOR FUTURE DETENTION BASIN 'D' ...................47 11.0 BRIDGE AT EL CAMINO REAL/OLIVENHAIN ROAD .........50 12.0 EROSION CONTROL DESIGN .........................52 13.0 CONCLUSION ....................................53 PJ3P/I056DEC.RPT (1) WP ii File: 1056.00 December 1995 LIST OF FIGURES Figure Page 1 Location Map .....................................3 2 Encinitas Creek Master Drainage Plan (foldout) ................6 3 Existing Conditions Effective Slope, Basin 1 ..................15 4 Existing Conditions Effective Slope, Basin 2 ..................16 5 Existing Conditions Effective Slope, Basin 3 ..................17 6 Intermediate Condition Effective Slope, Basin CA ...............22 7 Intermediate Condition Effective Slope, Basin BA ...............23 8 Intermediate Condition Effective Slope, Basin DA ...............24 9 Intermediate Condition Effective Slope, Basin AA ...............25 10 Detention Dike and Inundated Areas .......................49 LIST OF TABLES Table Page 1 Intermediate Condition Summary Hydrology Table ..............21 2 Developed Condition Summary Hydrology Table ................34 3 Detailed Drainage Calculations ..........................38 4 Inlet Summary Table ................................42 LIST OF ATTACHMENTS Exhibit A Olivenhain Road Existing Conditions Drainage Area Map Exhibit B Olivenhain Road Developed Conditions Drainage Area Map Exhibit C Olivenhain Road Intermediate Condition (Upstream Areas Undeveloped) Drainage Area Map RP/1056DI3C.RPT (I) WP iii File: 1056.00 December 1995 LIST OF APPENDICES Appendix A HYDROLOGY A-i Arroyo La Costs Soil Group Map A-2 Runoff Coefficients (Rational Method) A-3 Intensity-Duration Design Chart A-4 100-Year, 6-Hour Precipitation Isopluvials A-S 100-Year, 24-Hour Precipitation Isopluvials A-6 Urban Areas Overland Time of Flow Curves A-7 Time of Concentration for Natural Watersheds Nomograph A-8 Typical Lot Grading - Time of Concentration A-9 Gutter and Roadway Discharge - Velocity Chart B INLETS C HYDRAULICS D RIPRAP E DRAINAGE STUDY FOR ENCII4ITAS CREEK BY HOWARD H. CHANG (MAY 1991) F INTERIM CONDITION DETENTION STUDY FOR BASIN D ON ENCIMTAS CREEK BY HOWARD H. CHANG (FEBRUARY 1992) G EVALUATION OF DETENTION BASIN 'D' (SPILLWAY/PIPE ANALYSIS) VELOCITIES REP/I056DEC.RPT (I) WI' lv File: 1056.00 December 1995 SECTION 1 INTRODUCTION This drainage report has been prepared to document the design procedures and calculations used to determine the storm drain facilities for the Olivenhain Road Widening and Realignment project, and for the construction of the detention dike and spillway located in the Cities of Carlsbad and Encinitas, California. The project limits extend from the intersection of El Camino Real and Olivenhain Road, east approximately 1,400 feet to the Rancho Ponderosa Subdivision. (See Figure 1 on Page 3.) The existing, intermediate and developed basins, storm drain layout, points of concentration, inlets, outlet points, and other drainage facilities were analyzed and are shown on Exhibits A, B, and C attached. Storm drain improvements have been designed in accordance with the following reference documents: Standard Design Criteria for the Design of Public Works Improvements in the City of Carlsbad, dated June 19, 1987 ("Carlsbad Design Manual"). City of Carlsbad Standard Drawings and Specifications, dated November 1990. San Diego Area Regional Standard Drawings, dated May 1992, by the City of San Diego ("Regional Standard Drawings"). Encinitas Creek Master Drainage Plan. City of Carlsbad Zones 11. 12. and 23, dated July 28, 1988, by Rick Engineering ("Master Drainage Plan"). Hydrology Manual. County of San Diego, dated April 1993 ("County Design Manual"). Handbook of Hydraulics for the Solution of Hydraulic Engineering Problems, Sixth Edition, dated 1976, by Ernest F. Brater and Horace Williams King ("King's Handbook"). Standard Specifications for Public Works Construction, dated 1994. City of Carlsbad Riprap Design Guidelines, dated March 20, 1991. Erosion and Sediment Control Handbook, by Goldman, Jackson and Burszynsky. 1 REP/I056DEC.RPT (I) WI' I File: 1056.00 December 1995 I Four pipe systems are proposed to transmit anticipated storm water flows from the proposed roadway and areas north of the road to the east branch of Encinitas Creek. The intermediate and I developed conditions were analyzed and the "worst case" anticipated flows were identified. These "worst case" flows were used in designing the storm drain facilities. All pipes shall be reinforces concrete pipe (RCP) with a minimum diameter of 18 inches, unless otherwise noted on plans. The systems are sized to carry at least the 10-year storm in an underground system, the SO-year storm to the top of curb, and the 100-year storm in the right- of-way without causing damage to the adjacent property. Riprap will be placed, reducing velocities and eliminating erosion potential at all outlets discharging to unprotected or natural channels. All concrete brow ditches will be places at a minimum slope of 2%. Concrete ditches will be placed at the top of 2:1 slopes, diverting flow that may pass over the tops of slopes. All concrete brow ditches will discharge into natural channel with riprap energy dissipation or into a storm drain system. I REPf1056WC.RPT (I) \vp 2 I . RANCHO SANTA FE ROAD I ' OPD / I I I.y1 LA COSTA .z MEADOWS DRIVE ç&O • I MELROSE AVENUE I BATIQUITOS I LA COSTA QUESTHAVEN ROAD LAGOON AVENUE I • CALLEDE FUENTE I. -o - • z OUVENHIJN .......-••••. I . . - -- ROAD RANCHO. SANTA ROAD • : . - . SL . . I . . .- .. . .... I . • - .- - I .. . LOCATiON.MAP .: .. NOTTOSC AL E I .. • - 1 Figure I I . - 1 File: 1056.00 December 1995 SECTION 2 EXISTING CONDITION The project site is located in the Olivenhain Road Basin within the Encinitas Creek Master Drainage Plan. The Encinitas Creek watershed area is located within the south portion of the City of Carlsbad and is bounded by Olivenhain Road on the south, El Camino Real on the west, Rancho Santa Fe Road, on the east, and La Costa Avenue and the Batiquitos Lagoon at the north discharge point of the basin; see Figure 2. (Refer to Encinitas Creek Master Drainage Plan by Rick Engineering, July 1988.) The existing section of Olivenhain Road to be improved is a two-lane street with a 60-foot right- of-way. Olivenhain Road lies north of the east branch of Encinitas Creek and acts as a berm for storm water flows from the land to the north. This land is undeveloped and covered with various natural vegetation throughout (mainly sagebrush, chaparral, and annual grasses, per the Final Environmental Impact Report for the Arroyo La Costa Master Plan, Pages 149 and 150). The natural ground elevations range from 64 feet± to 217 feet±, with small steep slopes in isolated areas. The existing (i.e., natural) drainage area is divided into three drainage basins as shown on Exhibit A attached. Basin No. 1 drains to the southwest as overland flow and gutter flow. Runoff collects at an existing 24-inch CMP under existing Olivenhain Road and discharges into the east branch of Encinitas Creek, east of El Camino Real. Basin No. 2 drains to the south toward Olivenhain Road. The flow is mainly overland flow, shallow concentrated flow, and a few natural channel flows collecting at Olivenhain Road. The combined flow passes under existing Olivenhain Road through an 18-inch CMP outletting into the east branch of Encinitas Creek. REI'/I056DIC.R11T (I) WV 4 File: 1056.00 December 1995 Basin No. 3 consists of a 2:1 slope created with the Rancho Del Ponderosa development that flows southwest to Olivenhain Road, and approximately 23 acres of natural land. The 2:1 slope collects in a concrete brow ditch and combines with the flow from the remainder of the basin that is collected in a large, natural channel. The combined flow passes under existing Olivenhain Road through two 24-inch CMPs outletting into the branch of Encinitas Creek. Refer to the Encinitas Creek Master Drainage Plan, City of Carlsbad Zones 11. 12. and 23, prepared by Rick Engineering Company, July 1988, and the Drainage Study for Encinitas Creek, prepared by Howard H. Chang, P.E., May 1991, which describe existing storm water runoff condition quantities, and proposed recommendations for existing facilities. REP/1056D6C.RPT (I) Wi, 5 I I pd,:.g 0 co — ______ -. 4 CO m"D CD Hancho La Costa I - - - A San gg 36 - U / t t I - / -' I , - ( - I 0 v PPECR (0 I E CR s I - EE K , L UTA1Y z \v _ A /CALLE BA kSI4 - -co - ---- RCELONA I : - 3 EPLAT B E if w - EK I I 'I I 1I / .. . 1,-- C 1 OL E HA if __ - 10 L ___ — - 'iL WER- (0 if ( I -' AENCIN1ASCREE z cm z 1• '.,i 04 a PLATE - 1 ( I I -- - - - r I •if . • C C .- • .• . . U - N File: 1056.00 December 1995 SECTION 3 INTERMEDIATE CONDITION The intermediate condition consists of the proposed Olivenhain Road project and the undeveloped areas to the north. An evaluation was performed to identify anticipated flows (Q50) which need to be conveyed under proposed Olivenhain Road in four proposed pipe systems. The sizing of the proposed inlets and pipe systems will be determined utilizing the "worst cast" flows from either the intermediate condition or the developed condition. Exhibit 'C' attached identifies the intermediate drainage basins. The intermediate conditions summary hydrology table, page 21, lists the results of the anticipated flows. RP/1056OEC.RPT (I) Wi, 7 File: 1056.00 December 1995 SECTION 4 DEVELOPED CONDITION The developed condition consists of the proposed Olivenhain Road project and the area to the north of the roadway in it's developed condition. An evaluation was performed to identify anticipated flows (Q50) which need to be conveyed under proposed Olivenhain Road in four proposed pipe systems. The sizing of the proposed inlets and pipe systems will be determined utilizing the "worst case" flows from either the intermediate condition or developed condition. Exhibit 'B' attached identifies the developed drainage basins. The developed condition summary hydrology table, page 34, lists the results of the anticipated flows. RI3P/I056DEC.RPT (I) WP 8 File: 1056.00 December 1995 SECTION 5 HYDROLOGY CALCULATIONS The hydrological analysis utilized to determine the runoff at each design point was the Rational I Method (Q = C * I * A). The following pages describe the methods used to determine each component of the Rational Method equation, in which S Q = Runoff (cfs), I C = Runoff coefficient, IA = Rainfall intensity (inches/hour), and I A = Area (acres). I 5.1 Determination of Runoff Coefficient I I The runoff coefficient (C) is based on the soil group of the drainage basin. This project lies in Soil Group D, as determined by referencing the soil survey maps prepared by the U.S. S Department of Agriculture Soil Conservation Service. A photocopy of the-appropriate soil survey I d ap is shown in Appendix A-i, along with the procedure used to determine the soil group esignation for this project. Runoff coefficients are also dependent on the proposed land use of the basin. Coefficients for this project were obtained from the County of San Diego Hydrology Manual. Based on this table, a runoff coefficient of 0.55 has been used in the calculation of developed single-family areas, and 0.45 has been used in the calculation of rural areas (open space; see Appendix A-2). 5.2 Determination of Intensity I Rainfall intensity (I) is a function of the six-hour precipitation measure and the time of concentration for the drainage basin, as defined by the County of San Diego Hydrology Manual I (Appendix A-3): - REPI105DEC.RPT (I) WP 9 ~i I fl File: 1056.00 December 1995 I = 7.44 P6(T)05, where P6 = Six-hour precipitation measure (inches) and T = Time of concentration (minutes). The six-hour precipitation measure was determined from the Isopluvial Charts (see Appendices A-4 through A-5). For a 100-year frequency storm, P6 = 2.7 feet; 50-year, P6 = 2.3 feet; and 10-year, P6 = 1.9 feet. Time of concentration is the time required for runoff to flow from the most remote part of the watershed to the outlet point or design point under consideration. The time of concentration (re) at any point within the drainage area is given by: T. = T. + T1, where T. = Inlet time and T, = Travel time. Inlet time is broken down into two components: overland time (T0) and gutter time (Tg): Tj To +Tg; therefore, Tc = T. + Tg + T. REP/1056DEC.RPT (1) WP - 10 I File: 1056.00 December 1995 I The following paragraphs further define the individual components of the time of concentration and the methods used to quantify those components. 5.2.1 Overland Time (T0) Overland time is the period required for runoff to travel from the farthest edge of a drainage basin to the street gutter. The method of determining overland time is dependent on the type of watershed. For natural watersheds, overland time is determined using Appendix A-7 (taken from the San Diego County Design Manual). For urban watersheds, overland time is determined using Appendix A-6 (taken from the San Diego County Design Manual). I 5.2.2 Gutter Time (Tg) I The gutter time is determined by assuming an initial time of concentration, T1 (may use T. for the parkway or a lot) and calculating an initial Q1. To determine the velocity in the gutter, divide' Q, by 2 to obtain an average flow. Use this average flow with the graph in Appendix A-9 to I determine an average velocity, V, for this gutter length, L. I Gutter Time =' L/(V * 60). Add this gutter time to T0 to obtain a new time of concentration, T. Use this new T to calculate a new' Q12 and determine a new Vave, in order to calculate a new Tg. Repeat procedure until assumed T = T. + Tg. 5.2.3 Travel Time (T) - Travel time is the time required for flow to travel the length of the storm drain to the point in question. Travel time is calculated by using the following formula: Travel Time = L/(V * 60), I REP/1056DEC.RPT (I) WP 11 File: 1056.00 December 1995 I where L = Pipe length (feet) and V = Velocity of flow in pipe (feet/second). 5.3 Determination of Areas The area (A) of each drainage basin was determined from the Drainage Area Map. The drainage subbasins (both onsite and offsite) have been based on the anticipated ultimate improvements. Refer to Exhibits A, B, and C for the Offsite and Onsite Drainage Basins. 5.4 Modified Rational Method The Modified Rational Method was utilized to calculate peak storm water flows and route the calculated flows through the proposed drainage system. When two flows combine at a junction point, the smaller of the flows has been decreased by using the Modified Rational Method. This procedure accounts for the differing times of concentration for the flows upstream of the junction point. The smaller Q is reduced by either the ratio of the intensities or the ratio of the times of concentration, according to the following procedure: Let Q, T, and I correspond to the tributary with the largest discharge. Let q, t, and i correspond to the tributary with the smallest discharge. Let Q and T correspond to the peak. discharge and the time of concentration when peak flow occurs. I REP/I056DEC.RPT (I) WP 12 ET I I File: 1056.00 December 1995 If T > t, the peak discharge is corrected by the ratio of the intensities: Q = Q + q(I/i) and T = T. If T < t, the peak discharge is corrected by the ratio of the times of concentration: Q=Q+q(T/t) and T=T. 5.5 Hydrology Calculations The hydrology calculations for the existing conditions, intermediate conditions, and developed conditions are presented under Sections 5.6, 5.7, and 5.8, respectively. A summary of the hydrology calculations for the intermediate and developed conditions has been prepared as Tables 1 and 2. Each drainage basin is identified according to the proposed pipe system for that basin. The corresponding area, C-factor, length of flow path, slope of flow path, time of concentration, intensity, and total flow for each basin is also listed. The basins are further classified as urban overland flow, all gutter flow, or natural watershed flow. 5.6 Existing Condition - Flow Calculations Exhibit 'A' identifies the drainage basins which exist in the existing condition. 5.6.1 Intensity Calculation I = 7.44P6T 05, where P6 = 100-yr1 6-hr precipitation = 2.7 in (from isopluvials) and TC = time of concentration in minutes (see Appendix for detailed calculations) - REP/I056DEC.RPT (1) WP 13 File: 1056.00 December 1995 Basin 1: I = 744(2 7) (12.8)-o-645 1100 = 3.9 in/hr Basin 2: I =7 .44(2 .7)(13 •5) -0M5 1100 = 3.7 in/hr Basin 3: I =7.44(2.7)(18.0)° 1100 = 3.1 in/hr 5.6.2 Flow to Points of Interest 1, 2, and 3 Point of Interest 1: Q1 = CIA = (0.7) (3.9 in/hr) (6.0 ac) = 16.4 cfs Point of Interest 2: Q2 = CIA = (0.7)(3.7 in/hr) (10.2 ac) = 26.4 cfs Point of Interest 3: = CIA = (0.6) (3.1 in/hr) (23.2 ac) = 43.2 cfs RI3P/1056DEC.RPT (I) WP 14 LI7; O FEC-71 V 5Lcf •- I t'2'O I(g0 Ed - 100 1) 400 OOD 6906 -too eoo k •Lik.s J iek O,4(o k0ur5 min i\p'7 IOn' V)- - 5 n" - JVflOS 9 RIHM 0313A3J 002 66fl UVflOS S 3LIHM 0313AOU 005 SOC-OP 35NflOS S .SSVBSA] SJ3SHS 000 6500P PU8J9j9UOII8NW., 3VflOS S .3SV3A3 S1335S OS 59CSP 1 3OVflOS S .OSY3]A S.I3HS 005 0900P SOVISOS S 8311I4 0LJ3HS 005 09101 Mo 2,00 MO 100 iOu 30O 400 5730 -too 500 900 40 00 /00 <H61/\JC,- C01flSS - L 1 LEJCT} VS 5t100VV4 Svnos S 311RM 01OA33U 005 6600P 300fl0SS 311M 0W13AO3i00I 0600V 3NflOS S .SSVSOAS 0i3HS 000 JSVI1OS S .3SV3A3 S133H0 3SVflOS 5 .SSV?0A SI33HS OS 6800V WON IBC 0V S 0311J Si33HS 005 59501 - H '9_-/ - - - - -. - - - - - - - - - - - Xt1lt'.3(r (TioS 2v0 /50 /00 40D bOOboo ,O 00 WO (,400 /oO) (BOO LtJC-fl-i VSfl!OPVY 3ErvnDS S 3JJ14M 033A338 OOZ 66Ev 3NflOSS SJ.Il4M O31AD3SOOL 6C 38 nOS S .SV 3A3 S13HS S 68 asynos S .3SY33A S13HS 001 0000 PU0J90I0U0110N 31NflOS S .Svaaa3 siaaHS OS 1000w 3VflOS S 531I11 SJ.33HS 000 08L01 File: 1056.00 December 1995 5.7 Intermediate Condition - Flow Calculations Exhibit 'C' identifies the drainage basins which exist in the intermediate condition when the land north of Olivenhain Road remains undeveloped and the proposed roadway is constructed. The intermediate condition summary hydrology table (page 21) lists the results of the following calculations. The sizing of the proposed inlets and pipe systems will be determined by using the anticipated worst case" flows rate from either the Developed Condition or the Intermediate Condition. Note: For calculations of the areas shown in the Summary Table and not included below, refer to the calculations for the Developed Condition. Basin AA: A =1.4ac C =0.45 TC = 11.8 min 1100 = 7.44(2.7)(11.8)-°6"5 = 4.1 in/hr Q =2.6cfs Basin AB: A =l.65ac C .8 - 0.65(0.55) + 0.95(1.1) - 0 5 1.65 Tc = Slope + Gutter Flow where there is a 2:1 slope, H = 30 ft, and L = 70 ft Tc = I11. 9L ] 0.385 10.3 min REP/105OI3C.RVF (I) Wi, 18 File: 1056.00 December 1995 GUTTER FLOW Assume T = 12.5 mm I = 3.9 in/hr Q =5.5cfs Q/2 = 2.73 cfs Vave = 2.4 fps TG = 220 ft = 1.5 nun 2.4(60) Assume T = 11.8 mm I = 4.1 in/hr Q =5.8cfs Q/2 = 2.9 cfs Vave = 2.4 fps To = 220 ft 2.4(60) = 1.5 nun Tc = 11.8 1fllfl Iloo = 4.1 in/hr Q =5.9cfs Basin AC: A =2.9ac C =0.45 Tc = 31.5 mm - see Appendix A Iloo = 2.2 in/hr Q = CIA =2.9cfs Basin BA: A =4.7ac C =0.45 RIP/1056DEC.RPT (I) WP 19 File: 1056.00 December 1995 Tc = 12.7 nun - see Appendix A Iloo = 3.9 in/hr Q =8.2cfs Basin CA: A =2.6ac C =0.45 Tc = 12.2 nun - see Appendix A Iloo = 4.0 in/hr Q =4.7cfs Basin DA: A =21.5 C = 0.45 Tc = 18 mm - see Appendix A Iloo =3.1 - Q = 30.0 cfs RflP/I056DEC.RPT (I) wp 20 - File: 1056.00 December 1995 Table 1. Intermediate Condition Summary Hydrology Table BASIN AREA C Tc (min) 1100 (in/hr) Q100 COVERAGE AA 1.4 0.45 11.8 4.1 2.6 Rural AB 1.7 0.85 11.8 4.1 5.9 Impervious, Developed AC 2.9 0.45 31.5 2.2 2.9 Impervious, Rural BA 4.7 0.45 12.7 3.9 8.2 Rural BB 1.8 0.84 4.5 7.6 11.5 Impervious, Developed BC 1.3 0.95 4.0 8.2 10.1 Impervious, Developed CA 2.6 0.45 12.2 4.0 4.7 Rural DA 21.5 0.45 18.0 3.1 30.0 Rural DC 0.6 0.95 2.4 11.4 6.5 Impervious, Developed DD 1.4 0.70 2.6 10.8 10.6 Impervious, Developed EA 0.4 0.91 2.1 12.0 4.6 Impervious, Developed C Coefficients: Impervious 0.95, Slope = 0.65, Developed = 0.55, and Rural (Natural Slope) = 0.45. 1ZE11/1056WC.RVF (fl WP 21 CA ku 4- 16 -10073 t- Tc (1.01 T t22ri1A4\d y9'flOCON 3UVnOSS 310-SM 03101038 005 66550 360flOS S 31 WA 03101036 001 56550 OOWIOS S .30V3-3)3 S1331-IS 006 3IJVrIOS S .SV33A3 S133HS t 605-50 695-OP 36Vfl00 S .33V3313 SJ.33H3 OS I9C6P OOVII0SS 83T1I S1331-IS005 69L51 I . I 100 ' 500 Oloo J&- 4SIM 8 4 210 . L Nk 0 0• k s_(u 0 / / . /00- 0 ?2O -v's A, —n 3YflOS S 311)4M O313A o0z 55.5p 3flOS S 31114M 031OA33 i ]VflOS S .3SY3-5A3 S133HS cos 68t SP pUwqojqUojjVN 3uvnoS c .35v5A3 5j35fs ODI 3'snO5 S .55V53A3 SJ.33HS OS OOVflOS S O5TII SJ.00HS 005 I9tOP SOt CI in toO N N .— — — — — — — t:nje: &c7PE E3tE4 DA 1Q Io DV\4cIL, "Ue-17ic-! / 2&A3 0 iZLk,J t) t( &/1 FLOW If D o' SCP vtLA N L -r (\c io S Pu ro lou VS fl($0Ptb1 SVflOS S 3111-4M 031A338 5O 665-?V SSVflOS S ]iIHM O33A33S t S6CP SlooflOS S .05V03A3 SJ331S 000 690-05 SJvros s .]sys-SAs sjs.is 001 080-05 PLb0boGle8oflsN# 31NflOS S .SSVS-3A3 SI33HS OS 190-05 9lNflOS S 11911)L SISSHS 000 SOLO I tl0 kA \\\ Vo \ V 1OZ 7-0 - L- 4O4-- o.oMi 1(, (_38 - - T -IPA I fO 4003b UVflOS S 315-4M 0310A03U ooe 66tS S5VflOS9 311- 0310A03U 001 06005 38VflOS S .3SV3A3 S1331-IS COO 60C- /-' BSVflOS S .00v3-aA3 SISSHO O9CO P9IeU0110NW. \. V flOSS.SSV33ASSJ33HSOS 19C1 bfTtOSS 8T1kl SJ3H0 005 O8€1 File: 1056.00 December 1995 5.8 Developed Condition - Flow Calculations Exhibit 'B' identifies the drainage basins which will exist in the developed condition (i.e., with Olivenhain Road constructed and the areas north of the road constructed as shown on the Arroyo La Costa Unit No. 1 plans). The developed condition summary hydrology table (page 34) uses the results of the following calculations. The sizing of the proposed inlets and pipe systems will be determined by using the anticipated "worst case" flow from either the developed condition or intermediate condition. Basin AA - Urban Overland Flow: L1 = 170 ft, L2 = 500 ft, and L3 = 350 ft S1 = 4.7%, S2 = 2.7%, and S3 = 3.0% C =0.55 T - - 1.8(1.1 - c)V'L Vs T1 = 2.4 mm, Tc2 = 15.9 min, and Tc3 = 12.8 mm Tc = 31.1 min Basin AB: To = Tc down 2:1 slope H =25 L 60 ft T = [11.9(0.011)3]0385 = 0.004 hr = 0.24 min A =2.6ac C =0.80 L =700ft S =2.0% R!P/I056DEC.RPT (I) WI' 26 File: 1056.00 December 1995 To = 10.2 mm Assume T, = 11 mm I = 7 •44(2 •7)(11) 4.28 in /hr Q = (0.8) (4.28) (2.6) = 8.9 cfs Q/2 = 4.4 cfs Vave = 3.5 fps (see Appendix) 700 ft . T0 = (3.5)(6.0) = 3.3 mm Tc = To + TG 10.2 + 3.3 = 13.5 Assume T. = 13.5 mm I = 7 .44(2 .7)(13.5) -0645 = 3.75 in/hr Q =7.8cfs Q/2=3.9 Vave = 3.4 fps 700 ft 3.4 min TG = (3.4)(60) = Tc 10.2 + 3.4 = 13.6 min OK Basin BA - Natural Watershed: A =2.7ac C =0.45 L = 600 ft = 0.114 mi H =80ft Tc = [11.9(o.114)3]0385 = 0.04 hr = 2.3 mm 80 Basin BB - All Gutter Flow: A =1.8ac C =0.84 REP/1056DIC.RPT (1) WP 27 File: 1056.00 December 1995 L = 870 ft S =1.5% To = 0 Assume T = 5 mm I = 7.44(2.7)(5 °5 = 7.11 in/hr Q = (0.84) (7.11) (1.8) = 10.8 cfs Q/2 = 5.4 cfs V.-le = 3.2 fps 870 ft T = (3.2)(60) = 4.5 min Assume T. = 4.5 mm I = 7.44(2.7)(4.5 °5 = 7.61 in/hr Q = 11.5 cfs Q/2 = 5.8 cfs Vave = 3.25 fps 870 ft Tc = (3.25) (60) = 4.5 min OK Basin BC - All Gutter Flow: A =1.3ac C =0.95 L =800 ft S =1.5% To =0 Assume T = 3 mm I = 7.44(2.7) (3)-o-645 = 9.9 in/hr Q = (O.95)(9.9)(1.3) = 12.2 cfs Q/2 = 6.1 cfs RI3P/I056DEC.RPT (I) WP 28 File: 1056.00 December 1995 Vave = 3.2 fps Tc = 800 ft (3.2)(60) = 4 .1 mm Assume T. = 4 lflifl I = 7.44(2.7)(4 °5 = 8.2 in/hr Q = (0.95) (8.2) (1.3) = 10.1 cfs Q/2 = 5.1 cfs Vave = 3.2 fps T = 800 ft (3.2)(60) = 4 nun OK Basin CA - Gutter and Overland Flow (Lot): To = 10 min for flow over lot (see Appendix) A •=3.7ac C =0.48 L =600ft S =4.3% Assume Tc = 12 mm I = 7.44(2.7)(12)-° = 4.0 in/hr Q =7.2cfs Q/2 = 3.6 cfs Vave = 4.8 fps 600 ft TG (4.8) (60) = 2.1 nun TC = T0 +TQ =10+2.l=12.l min OK Basin EA - All Gutter Flow: A =0.4 C =0.95 V REPII056DEC.RPT (I) WI' 29 File: 1056.00 December 1995 L' =350 ft S =1.5% To = 0 Assume T = 3 mm I = 7•44(2•7)(3)M5 = 9.9 in/hr Q = 3.75 cfs Q/2 = 1.9 cfs Vave = 2.7 fps TG = 350 ft (2.7) (6.6-)- = 2.2 mm Assume TG = 2.2 mm I = 7.44(2.7)(2.2) -°5 = 12 in/hr Q =4.6cfs Q/2 = 2.3 cfs Vave = 2.8 fps T = 350 ft (2.8)(60) = 2.1 in/hr OK Basin DA - Flow Over Lot: A =15.7ac C =0.55 L = 1,400 ft S =8.5% To =10min Assume T = 13 mm I = 7.44(2.7)(13) -0645 = 3.8 in/hr Q = (0.55) (3.8) (15.7) = 32.8 cfs Q/2 = 16.4 cfs R&/105DEC.RPT (1) wp 30 File: 1056.00 December 1995 Vave = 8 fps 1,400 ft TG = (8)(60) = 2.9 mm Tc =T0 +T0 =10+2.9=12.9 min OK Basin DB: A =2.3ac C =0.45 L = 1,500 ft S =9% To =0 Assume T = 5 mm I = 7.44 (2.7) (5) -0.645 = 7.11 in/hr Q = (0.45) (7.11) (2.3) = 7.36 cfs Q/2 = 3.7 cfs Vave = 6.2 fps T = 1,500 ft = 5.0 min (6.2)(60) Assume T = 4 mm I = 7 .44(2 .7)(4) -0645 = 8.2 in/hr Q =8.5cfs Q/2 = 4.2 cfs Vave = 6.3 fps T = 1,500 ft (6.3)(60) = 4.0 mm OK Basin DC - All Gutter Plow: A =0.6ac C =0.95 REP/105DEC.RPT wp 31 File: 1056.00 December 1995 L 550 ft S =3% To =0 Assume T = 3 mm I = 7.44(2.7)(3) =9.9 in/hr Q =5.6cfs Q/2 = 2.8 cfs Vave = 3.8 fps 550 ft Tc = (3.8)(60) = 2.4 mm Assume T = 2.4 mm I = 7.44(2.7) (2.4)-o-64' = 11.4 in/hr Q =6.5cfs Q/2 = 3.3 cfs Vave = 3.9 fps 550 ft Tc = (3.9)(60) = 2.4 nun OK Basin DD - All Gutter Flow: A =0.7 * C =0.95 L =630 ft S =3% To =0 Assume T = 3 mm I = 7.44(2.7)(3)°" = 9.9 in/hr Q =6.6cfs - Q/2 = 3.3 cfs REPII056DEC.RPT WP 32 File: 1056.00 December 1995 Vave =4fps TG = 630 ft = 2.6 nun (4) (60) Assume TG = 2.6 mm I = 10.8 in/hr Q =7.2cfs Q/2 = 3.6 Vave = 4 fps T0 = 630 ft = 2.6 min OK (4)(60) RIP/1056DEC.R.PT (1) WP 33 File: 1056.00 December 1995 Table 2. Developed Condition Summary Hydrology Table BASIN AREA (ac) c Tc (mm) 1100 On/hr) (cfs) COVERAGE AA 5.5 0.55 31.1 2.2 6.7 1/2 Developed, 1/2 Rural AB 2.6 0.80 13.6 3.8 7.9 1/2 Slope, 1/2 Impervious BA 2.7 0.48 12.3 4.0 5.2 1/3 Developed, 2/3 Rural BB 1.8 0.84 4.5 7.6 11.5 1/3 Slope, 2/3 Impervious BC 1.3 0.95 4.0 8.2 10.1 Impervious CA 3.7 0.48 12.1 4.0 7.1 Developed DA 15.7 0.55 12.9 3.8 32.8 Developed DB 2.3 0.45 4.0 8.2 8.5 Rural DC 0.6 0.95 2.4 11.4 6.5 Impervious DD 0.7 0.95 2.6 10.8 7.2 Impervious EA 0.4 0.95 2.1 12.0 1 4.6 Impervious C Coefficients: Impervious = 0.95, Slope = 0.65, Developed = 0.55, and Rural (Natural Slope) = 0.45. REPI1056DEC.RPT (1) wp 34 File: 1056.00 December 1995 SECTION 6 FLOOD ROUTING CALCULATIONS The storm drain pipes for the proposed systems were designed based on Manning's equation: Q = (1.486/n) * A * r213 * s"2, where n = Roughness coefficient, A = Cross-sectional area of flow, r = Hydraulic radius, and s = Slope of culvert. 6.1 Flood Routin2 Method The Modified Rational Method was utilized to calculate peak storm water flows and route the calculated flows through the drainage system. When two major basins combine at a junction point, the smaller of the flows has been decreased by using the Modified Rational Method. This procedure accounts for the differing times of concentration for the flows upstream of the junction point. The smaller Q is reduced by either the ratio of the intensities or the ratio of the times of concentration, according to the following procedure: REP/I056DEC.RPT (I) WP 35 File: 1056.00 December 1995 Let Q, T, and I correspond to the tributary with the largest discharge. Let q, t, and i correspond to the tributary with the smallest discharge. Let Q and T correspond to the peak discharge and the time of concentration when peak flow occurs. If T > t, the peak discharge is corrected by the ratio of the intensities: Q = Q + q(I/i) and T = T. If T < t, the peak discharge is corrected by the ratio of the times of concentration: Q.=Q+q(TIt) and T=T. 6.2 Pipe Flow Travel time has been considered between the nodes of the flood-routed system. Travel time is calculated by using the following formula: Travel Time = L/(V * 60), where L = Pipe length (ft) and V = Velocity of flow in' pipe (ft/see). REP/10560EC.RPT (I) WI, 36 File: 1056.00 December 1995 6.3 Flood Routing Tables A flood routing table for each pipe system has been prepared using a hydrology program which consists of a system of macros developed within the QuattroPro software. A print out for each pipe system has been included in Table 3. REP/I056DEC.RPT (I) WI' 37 - M DILEIAIIE UIJMONM M - - - • - Proj.Name: OLIVENHAIN ROAD Proj. Num: 1056 Frequency 50 yrs. DSND by: AU File Name: 1056pIpE.wQ1 P6= 2.3 CHKD by: CCR From Node To Node Type of Travel L (ft) H (ft) Pipe Dia(in) Slope (ft/ft) Velocity (ft/s) Tc (mm) Revised Tc Intensity (in/hr) C A (ac) CA Sum Ca Total Q (cfs) Node to Node Al A3 Input Flow Tc= 31.1 1.86 5.2 Al A2 Pipe Flow 40 3 18 0075 12.4 0.1 31.2 1.86 0.8 2.6 2.1 2.1 9.1 D/d Calculated= 0.29 A2 A3 Pipe Flow 74.2 1.9 24 0.025 9.5 0.1 31.3 1.86 0 2.1 9.1 D/d Calculated= 0.34 Node to Node BI B4 Input Flow Tc= 12.7 ________ _____ 3.32 7.0(' BI B2 Pipe Flow 50 15 18 0.300 22.0 0 12.7 3.32 0.78 1.8 1.4 1.4 11.6 D/d Calculated 0.24 _____ - B2 B3 Pipe Flow 110 0.6 21 0.005 5.3 0.3 13 3.27 0.95 1.3 1.2 2.6 15.5 D/d Calculated= 0.86 B3 B4 Pipe Flow 18 0.1 21 0.005 6.4 0 13 3.27 - 0 2.6 15.5 D/d Calculated= Full Node to Node C1 C3 Input Flow Tc= 12.1 3.43 6.2 Cl C2 Pipe Flow 14 2.2 18 0.160 17.0 0 12.1 3.43 0 0 6.2 D/d Calculated= 0.26 C2 C3 Pipe Flow 139 0.7 18 0.005 4.7 0.5 12.6 3.34 0 0 6.2 D/d Calculated= 0.7 NOTES: (') INT1 CO M D I T)cv4 evrovrE - - 1-9 MEWED INUCALAT - - - • Proj.Name: OLIVENHAIN ROAD TAI L E E Proj. Num: 1056 Frequency 50 yrs. DSND by: AU File Name: 1056PIPE.WQI P6= 2.3 CHKD by: CCR From Node To Node Type of Travel L (ft) H (ft) Pipe Dia(in) Slope (ft/ft) Velocity (ftis) Tc (mm) Revised Tc Intensity (in/hr) C A (ac) CA Sum Ca Total Q (cfs) Node to Node D1 D6 Input Flow Tc= 14.3 1 3.08 41.5 Dl D2 Pipe Flow 320 28.8 30 0.090 22.6 0.2 14.5 3.05 0.45 2.3 1 1 44.6 Did Calculated= 0.4 D2 D3 Pipe Flow 82 0.7 30 0.009 9.1 0.2 14.7 3.02 0.7 1.4 1 2 47.5 D/d Calculated= Full D3 D4 Pipe Flow 105 2 36 0.019 13.1 0.1 14.8 3.01 0.55 15.7 8.6 10.6 73.4 D/d Calculated= 0.51 D4 D5 Pipe Flow 68 1 42 0.015 13.4 0.1 14.9 3 0.95 0.6 0.6 11.2 75.1 D/d Calculated= 0.56 DS D6 Pipe Flow 38 0.5 42 0.013 12.7 0 1 14.9 3 0 11.2 75.1 D/d Calculated= 0.59 Node to Node El E2 Input Flow Tc= 2.1 10.6 3.9 El E2 Pipe Flow 23 2 18 0.087 12 0 2.1 10.6 0 0 3.9 D/d Calculated= 0.24 Node to Node F1 F2 Input Flow Tc= 16 2.86 12.5 Pipe Flow 45 2 18 0.045 13 0.1 16.1 2.85 0 0 12.5 D/d Calculated= 0.54 NOTE5: (i)It1-laI1 C-0N1T0N4 I) File: 1056.00 December 1995 SECTION 7 INLET DESIGN Curb inlets have been designed for two specific conditions, in accordance with the Carlsbad Design Manual: Sump condition inlets are sized to collect a maximum of 2 cfs per linear foot of inlet opening with a maximum headwater depth at top of curb. All inlets have a local depression of 10 inches. Continuous-grade inlets are sized based on the following formula, as defined in the Carlsbad Design Manual: L = Q/[0.7(a + y)3'2], where L = Length of clear opening (ft), Q = Flow (cfs), a = Depth of depression of inlet flow line (ft), and y = Depth of flow in approach gutter (ft) [obtained from Appendix B]. One foot is added to the clear opening length to obtain the inlet length shown on the improvement plans. The City of Carlsbad requires that the SO-year storm be contained within the curb. The inlets proposed for Olivenhain Road collect the SO-year storm flows. The maximum inlet length is 21 feet with a clear opening of 20 feet. If the clear opening length required to collect all of the REP/I05DEC.RPT (I) wp 40 File: 1056.00 December 1995 tributary flow is greater than 20 feet, the excess storm water bypasses the inlet and continues downstream to the next inlet. - 7.1 Sample Calculation for a Continuous Grade Curb Inlet NOTE: The Q50 values used below were estimated by using the ratio of intensities for the 50-year and 100-year storm events and applying them to the 100-year flows in Tables 1 and 2. Inlet B2 at STA 5+44.93 Q100 = 9.8 cfs street grade = 1% y = 0.46 ft (see Appendix A-9) L = 0.7(A+ 312 where A = 0.33 ft L = 19.9 ft, use L = 20 ft See Inlet Summary Table for remaining inlets. Type F catch basins have been designed for a sump condition only, assuming a maximum headwater depth at the inlet of 1.5 ft. The capacity of the Type F catch basin is based on the following formula: - Q = C * A *(2 *g *h)', where Q = flow (cfs), C = Discharge coefficient, g = Acceleration of gravity (ft/see), and h = Headwater depth (ft). Based on this equation, the capacity of a sump condition, Type F catch basin is 14.1 cfs per opening. REPII056I)EC.RPT (1) wi' 41 File: 1056.00 December 1995 7.2 Inlet Calculation Calculate Capacity of Type F Inlet: Q = C * A * (2gh)4 C = 0.74 (from Appendix B) A = (3*0.54) + ½(3) (0.75-0.54) = 1.94 ft' g = 32.2 ft/sec2 h = 1.5 ft (assumed) Q = (0.74) (1.94) [2(32.2) (1.5))" = 14.1 cfs for one opening Note: Due to potential blockage by debris, the design capacity shall be half of the calculated capacity, that is 7 cfs per opening. Table 4. Inlet Summary Table Inlet Station on Q5 Slope Y L0pen + 1 Node Olivenhain Road (cfs) (%) (ft) (ft) A2 1+95.00 6.7 1.0 Sump 5 El 2+50.00 3.9 1.0 0.33 11 B3 5+44.95 South 8.6 1.0 0.45 19 B2 5+44.93 North 9.8 1.0 0.46 21 D5 13+40.03 5.5 1.0 0.39 15 D3 13+98.02 9.0' 1.0 0.45 20 Fl 80+02.47 ECR 12.5 1.0 Sump 8 (1) Intermediate condition governs. Design flow from the offsite drainage per drainage study for El Camino Real for the Home Depot project dated 8/94 (City of Encinitas Dwg. No. 3425-I) The Q50 valves were estimated by using the ratio of intensities for the SO-year and 100-year storm events and applying them to the 100-year flows in Tables 1 and 2 (i.e., 150/1100 x Q )= Q 50 REP/I056DEC.RPT (1) wp 42 I File: 1056.00 December 1995 I I SECTION 8 HYDRAULIC ANALYSIS I The hydraulic grade lines were calculated by using the Water Surface and Pressure Gradient I Hydraulic Analysis System (WSPG) computer program. WSPG was developed by the Design Systems and Standards Group of the Design Division and the Data Processing Section of the I Business and Fiscal Division of the Los Angeles County Flood Control District. The program computes and plots uniform and nonuniform steady flow water surface profiles and pressure gradients in open channels or closed conduits. The flow in a system may alternate I between supercritical, subcritical, or pressure flow in any sequence. I The computational procedure is based on solving Bernoulli's equation for the total energy at each I section and Manning's formula for friction loss between sections in a reach. The open channel flow procedure utilizes the standard step method. Confluences are analyzed using pressure and momentum theories. I The design conditions (i.e., "worst case" scenario between intermediate and developed conditions) were analyzed by this computer program. The output for each pipe system is listed I in Appendix C. The hydraulic grade lines for the "worst case" condition are plotted on the Olivenhain Road Widening and Realignment improvement plans. Storm drains will be I constructed with watertight joints when the pipe lengths are under pressure flow for the 50-year storm event. The water surface elevations used at the proposed storm drain outlets were based on the I "Drainage Study for Encinitas Creek" prepared by Howard H. Chang, dated May 1991. The following table summarizes the May 1991 water surface elevations used to evaluate the HGL's for the proposed storm drain systems: I I REPFI055DEC.RPT (I) wp 43 File: 1056.00 December 1995 Station Outlet WSEL Bridge 79.61 5+44 80.46 10+30 .21.82 13+23 28.16 Dr. Chang's (May '91) Section No. 0.110 0.156 0.202 REP/I056DEC.RPT (I) wp 44 File: 1056.00 December 1995 SECTION 9 RIPRAP DESIGN Riprap protection has been provided where storm drain systems discharge into natural areas. Riprap requirements have been calculated using the following criteria: Rock Class and Filter Blanket sizes have been determined in accordance with the Standard Specifications for Public Works Construction (see Appendix D-1). Riprap Thickness has been determined in accordance with the City of Carlsbad Riprap Design Guidelines. Riprap apron size has been determined based on Erosion and Sediment Control Handbook Figure 7.45 (See Appendix D-2). REP/I056DEC.RPT (I) wp 45 File: 1056.00 December 1995 SAMPLE CALCULATION RIPRAP DESIGN DATA Storm Drain System C Outlet Structure: Headwall at Olivenhain Road Station 10+30.0 Velocity at Outlet V = 4.8 fps RIPRAP ROCK CLASS Enter V = 4.8 fps in Appendix D-1 Rock Class = No. 3 backing FILTER BLANKET Enter Rock Class = No. 3 backing in Appendix D-1 Filter Blanket = 3/16 inch crushed stone Filter Blanket Thickness = 1 foot or T, whichever is less; use 0.77 foot thick 4. RIPRAP THICKNESS Nominal weight of 5 lb for No. 3 backing, the Nominal Size S = 0.26 foot, per the City of Carlsbad Erosion Design Manual Thickness = 3S = 3(0.26) = 0.78 foot APRON SIZE For a total Q of 4.8 cfs and a pipe size of 18 inches, enter Chart Appendix D-2 to determine Minimum Length of Apron (La) = 10 feet The Maximum Width of Apron W = Pipe Diameter + La = 1.5 + 10 = 11.5 feet; use 12 feet The width used at the pipe end is equal to the total width of the headwall REP/1056D6C.RPT (1) wp 46 I File: 1056.00 December 1995 SECTION 10 DETENTION DIKE AND SPILLWAY DESIGN FOR FUTURE DETENTION BASIN 'D' The "Drainage Study for Encinitas Creek" by Howard H. Chang, dated May 1991 evaluated the capacity of the existing bridge under El Camino Real at Olivenhain Road. The report concluded the bridge lacked capacity to pass the 100-year storm due to a silted condition. This report also identified the construction of detention Basin 'D' as a solution to the bridge capacity problem. The following is a description of the ultimate future detention Basin 'D' improvements and the interim detention Basin 'D' improvements. The Olivenhain Road Widening and realignment project is to construct the interim detention Basin 'D' improvements. Future/Ultimate Detention Basin 'D' Based on the Final Environmental Impact Report for Olivenhain Road Widening/Realignment and Flood Control Project (SCH #91011035), City of Encinitas, dated January 1992, the proposed floodwater detention dike, spillway, and berms are located south of Olivenhain Road and approximately 1,200 feet west of Rancho Santa Fe Road. The proposed dike, spillway, and berms are to be constructed at the downstream outlet of this reach of Encinitas Creek, along the eastern Thompson property/Bridgewater subdivision boundaries. The hydrologic design parameters for these flood control, improvement are described in the "Drainage Study for Encinitas Creek" (see Appendix E). This report defines the spillway configuration as a broad- crested weir with sloped upstream and downstream faces and rounded corners. The ultimate spillway crest elevation would be a 106 feet AMSL. The 100-year flood us to be directed through the spillway at a maximum outflow discharge rate of 753 cubic feet per second (cfs). A 36-inch diameter RCP drain pipe is proposed to be installed below the spillway opening to allow low flows to. pass through the dike., The dimensions of the proposed floodwater detention dike are 60 feet wide by 550 feet long. The width of this dike is designed to allow future vehicle access from Olivenhain Road into the REP/105DEC.RPT (I) wp 47 I I I I I I I I I 1 I I I 1 I I File: 1056.00 December 1995 I I Wiegand property to the south. The maximum ultimate top elevation of the dike would be 113 feet AMSL, transitioning down to 110 feet AMSL above the spillway. The side slopes for this I earthen dike would be constructed at a 2:1 ratio of inclination. A 50-foot-wide construction easement/work area will be required from the toe of slopes of the proposed dike, on all sides, for equipment/personnel movement. Interim Detention Basin 'D' (Proposed Design for the Roadway Project) The construction of the ultimate detention Basin 'D' improvements requires construction of earthen berms on the north and south side of the creek. The berms would contain the 100-year U flows, thus avoiding impact to existing structures in the immediate area. Due to various constraints, construction of the earthen berms are not proposed at this time as part of the roadway project. Without the construction of the earthen berms, the ultimate I detention basin dike and spillway geometry as described above will result in the upstream floodwater limits extending into the existing structures. As a result of this condition, a study was prepared for an interim dike and spillway design that would avoid flooding the major existing buildings. The "Interim Condition Detention Study for Basin D on Encinitas Creek" prepared by Howard H. Chang, dated February 25, 1992 (see Appendix F) details the evaluation of the required interim dike and spillway improvements. The report recommends the spillway crest I elevation be lowered by 2 feet (104 feet AMSL), resulting in a peak basin stage of 108.15 feet. The resultant approximate inundated areas which avoid the existing structure and-are shown on I Figure 10. The Olivenhain Road Widening and Realignment project is to construct the interim detention I Basin 'D' improvements. The design as shown on the City drawings (Dwg. No. 336-5) is based solely on the contents of the February 25, 1992 Chang report. The calculations and I recommendations were not verified by Project Design Consultants. Finally, as a response to the agencies, Appendix G is provided to summarize the analysis of the approximate velocities anticipated downstream of the dike at the Thompson property/Bridgewater Subdivision boundary. I REP/I056DEC.RPT 1 WI' 48 I 41 CAM/NO —. ALVARO I I - SANTA RIDGE ICHb DEL PONDEROSA ' CARLSBAD UNIT NO I TRACT No.. 83- I VIA? No.. 8 363 -LOS P/NOS r rx I 9LEI mern, 91 - - -- -- ...- - -- - I W s cI NT 101 :---- t Joe) OUT •- - lit • DPP 7] E 3 tA OF IO&.I Ft -- j NMN~~ CREEK NrIM D 2/2S/SZ im UATW AR EA cç ' A td - -, - ',CL: f" 2cX 1W'1EA iLCD PER WUNTN' or SAN DIEGO tMCIMITAC5 CREEK FLOOD P1MN DATA D4ttWb -4-&Z (FLOOD tcoTIMATto TO OCC.UR ON 1N AVE2 OF ONICL IN 100 't'EAS) . . . - rLLxXWA'? UMITID 1OCA'1 TUE - - - loo'yEAq ?L00t7 PtR WU4Th' OF - * - SNJ OIrO FN0141TA' CREEK FLOOD PLAIN OATA'DATED -4-8z ,Mo - / L1MIT, FO1 ft1TLE.. S11d't4 - SN 0' - -- .-' ,-.--.-- -- ,-" - / 2 cc- - - - I- W W $$- 1 ! i - ___,1 :T'.\ - _ I-. > - - -----.- I - -- — qv .w- z- -is-- • - Z Q 1 File: 1056.00 December 1995 SECTION 11 BRIDGE AT EL CAMINO REAL/OLIVENHAIN ROAD The "Drainage Study for Encinitas Creek" by Howard H. Chang, dated May 1991, evaluated the capacity of the existing bridge under El Camino Real at Olivenhain Road. This report concluded that the existing bridge lacked capacity to pass the 100-year storm due to the existing silted condition. The report also identifies the construction of the ultimate detention Basin 'D' as a solution to the bridge capacity problem. A second report, "Interim Condition Detention Study for Basin 'D' on Encinitas Creek," prepared by Howard H. Chang, dated February 1992, also evaluated the existing bridge. This report was prepared to evaluate the impact of the additional flow passing the interim detention Basin 'D' (versus the ultimate detention Basin 'D') on the bridge. This study concluded the interim detention Basin 'D' (the design proposed as part of the roadway project) does not create additional capacity issues at the bridge (i.e., the discharge passing through the dike will be conveyed through the silted bridge section). It appears the Chang reports assumed an opening under the bridge of approximately 4 feet. A lower bridge chord elevation equally 79 and a bottom channel elevation of 75 was referenced. Based on field topography obtained in March of 1995 and the downstream design as shown on South Branch Encinitas Creek Grading Plan (Dwg. No. 4367-I, Sht. 6), the lower chord of the existing bridge is approximately 77.6± and the bottom channel elevation will be approximately 73.8±. The resultant opening under the existing bridge (at the upstream end) is approximately 4.0 feet. The extension of the bridge and road widening established a bottom chord elevation of 77.5+. The proposed channel bottom at the opening of the proposed bridge governed by the downstream constraints is 73.5±. This channel elevation allows for positive grade to the dowstream end of the bridge under Leucadia Boulevard (73.1). The proposed 73.8 elevation at the downstream end of the existing bridge may need to be lowered. The resultant bridge opening is approximately 4.0 feet. In addition, the low right-of-way elevation at the bridge area is REP/I056DEC.RPT (1) WP 50 - File: 1056.00 December 1995 approximately 80.2. The water surface elevation as determined in the Chang report is 79.6. A freeboard of approximately 0.6 feet is anticipated. Recognizing the existing constraints, Project Design Consultants based the bridge and road design on the calculations and recommendations of the Chang reports. The roadway and bridge design is consistent with the Chang studies. However, work is currently being performed east of El Camino Real, including extending the existing bridge under El Camino Real, constructing a bridge under proposed Leucadia Boulevard, and regrading a portion of the channel parallelling El Camino Real. The impacts, if any, of this work on the Chang water surface elevations was not evaluated. R131'/1056D13C.RPT (I) wp 51 File: 1056.00 December 1995 SECTION 12 EROSION CONTROL DESIGN The proposed erosion control measures for the grading of the Olivenhain Road Widening project consists of sand-bagging in the road section, straw bales or gravel bags around the storm drain inlets, and silt fencing along the north side of Encinitas Creek. The purpose of the erosion control measures are to control the silt from entering the creek. The erosion control measures stated above are included in the public grading and improvement plans. REP/I056DEC.RPT (1) WP 52 File: 1056.00 December 1995 SECTION 13 CONCLUSION This storm drain report was prepared to document the design procedures and calculations used to determine the storm drain facilities for the Olivenhain Road Widening and Realignment project. The report was based on calculations and recommendations documented in available studies prepared by others (i.e., Howard H. Chang reports, dated May 1991 and February 1992). The following is a summary of the findings contained herein: Proposed Storm Drain Pipe Systems The project consists of four pipe system. The pipe systems were designed to meet the City of Carlsbad's design criteria (i.e., 10-year storm in pipes, 50-year storm within top of curbs, and 100-year storm within the right-of-way). The hydraulic grade lines were evaluated utilizing water surface elevations at the creek from the Chang reports. Based on the calculations enclosed, the pipe systems meet City standards. Proposed Interim Detention Basin 'D' The proposed design of the interim detention Basin 'D' was based on the February 1992 Chang report. The inundated areas upstream of the dike are a function of the actual existing topographic features and were not field verified. The actual inundated areas may very from what is shown on the various roadway documents. The approximate velocities downstream of the dike were estimated and included in Appendix G. The design as shown on the roadway plans are consistent with the Chang report and no further evaluation or verification of the Chang report was prepared. REP/1055DIC.Rvr (I) wp 53 I File: 1056.00 December 1995 Proposed Bridge Improvements The proposed bridge improvement consist of extending the existing bridge under El Camino Real to accommodate the road widening. The capacity of the bridge was addressed in the May 1991 I Chang report. The Chang report concluded that the existing silted bridge could convey the 100- year event if detention Basin 'D' was constructed. This recommendation apparently was determined based on an existing bottom bridge chord elevation of 79 feet and an existing channel bottom of 75 feet (i.e., an approximate 4-foot opening under the existing bridge). The proposed I upstream bridge opening is approximately 4 feet ±. This is consistent with the Chang report and no additional studies were performed. In addition, significant work west of El Camino Real is currently being constructed. This work may have an impact on the bridge hydraulics and are not addressed by this report. The changing conditions, due to the ongoing construction, may result in impacts to the bridge capacity and I introduce the possibility of the intersection experiencing some flooding during the 100-year storm events. I Finally, the agencies will need to continuously maintain the bottom channel elevations to ensure that the opening under the bridge (approximately 4 feet, as stated in the Chang report) is maintained. I ri I d 1 I REP/I056OECJU'T (1) wp 54 APPENDIX A I ARROYO LA COSTA I . . . . soiL GROUP MAP • \': 0 . : (.• .;; .I—i i\rl JFj .Y. /. L.,.-<: fi> 'i •'i ' " S• /'7 - 0 0. 494 C ,1 V-05 E \J\' -,/-----. •. - •. .' 777, 13 _\ Excerpt from map #33 and #34. I . I-: I. • A-i. I . S RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Land Use Residential: Single Family Multi-Units Mobile Homes Rural (lots greater than 1/2 acre) Commercial (2) 80% Impervious Industrial (2) 90% Impervious Coefficient, C Soil Group (1) A B .0 D .40 .45 .50 .55 .45 .50 .60 .70 .45 .50 .55 .65 - .30 .35 .40 .45 .70 .75 .80 p85. .80 .85 .90 .95 NOTES: " Soil Group maps are available at the offices of the Department of Public Works. (2) Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to: the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider' commercial property on D soil group. Actual imperviousness 50% Tabulated imperviousness = 80% Revised C = 50x 0.85 = 0.53 80 IV-A-9 APPENDIX IX Updated 4/93 H3 2 1.5 1.0 INTENSITY-DUMT1II DESIGN CHART Directions for Application: From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10, 50 And 100 yr. maps included in the Design and Procedure Manual). Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not applicable to Desert) C.' 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. 5.s ,5 . l' 0 - Application Form: 0) Selected Frequency yr. 1) p6 in., P24= 4-.:2, P24 Adjusted *5 _______________in. tc mm. I in/hr. *Not Applicable to Desert Region 17 10 15 20 30 40 50 1 2 . 3 4 5 6 Minutes . Hours A-3 APPENDIX XI IV-A-14 Revised 1/85 —COUIMPOF S,IEG DEPARTHEUT OF' SANITATION 9. log FLOOD COWROL _yEARI-H OO PR ECIPITAT ION '20-' !SOP1.UV1ILS 10F 100YEIfl 64IOtJfl PflECIPlTitTIO1 IN ET1S O A1 1CI1 451 25,3 F'___ m SAN CL MENTE "11,11, 1 0 30 15'___ ___ L (t:LAur cl) 25 z 30 z 33 \ )EL MAR S'.)J) J7 .fr S • I ______ ______ ______ LA1 - 20' —::i,u1L uJ \ 5 SPECIAL :0IEs 0:i 33P11 UROLOGY. "AT1014AL WEATHER ''tyic. 1-4 c 118' 115* 30' .15' 117 • 11 5* • 30' • 15' • 116 COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 1i 'UU ISOPLtJVI!LS OF 50-YEAR 6410UR a. . h 1E1TS OF PJ' U'.]C1 —25 '\L 4 A t y %1 755 N CL ol 3 ) 25 . . I 22k'_ç r ' I 15 rEAt / \ 33. _ 27. 20 eol . -. --- . .. . I 8 ;s". Pripi rd by . .4 fl U.S. DEPARTME1 T OF COMMERCE ii .. I SPECIAL ST flRAN F lU DROLOGY. NATIONAL WEATHER SERCE 2O25 2 NATIONAL OCEA. :. 16 301 __-l2u2 eo3r2 Lh 1180 451 30' 15' 1170 45' 30' 15' 116° C/) 0 C C) m 30' 1,5 I - - - - - - - - - - - - - - - - - - - COUNTY OF SAM DIEGO DEPARTMENT OF SANITATION 100-YEPfl 24410.Efl PRECIPITATION FLOOD CONTROL I- '2L'ISOPLUVJP1LS OF 100 -YEAR 24-1-IOUR PRECIPITATION RI EUTIIS OF AN INCH 7 is I to 12'1 55 1 SAN cl ( In; 451 . r..1.6 -J by . U.S. DEPARTMLN r OF COMMERCE IfATIOMAL OCEA NIC APO Al '011lENIC At)IilISTRATtON SPCIAL1TUUIZ3 1JRA4CtI. OF FICU or It u:occy. r.orl. WEATHER SZRncc 30' - I III ti'i' 30' - — — — : — • COUNTY OF SAN DIEGO . DEPARTMENT OF SANITATION & n rrøn ' unvv'n FLOOD CONTROL U I LrflUWt PRECIPITATION '20.-' ISOPLUVIALS OF 50-YEAR 24-I0UR PRECIPITATION IN TEIITFIS OF MI INCH .70 10 in 451 MN NO I u 70 - - SAN Ct MENIE '80 \\\p 401, 15' __ _ _30 315(ctçNsIt:; 0 40 1"\::s. I - - N /n/Ak. I ( • 3' OA 33 _____ _____ • %5 MON4h'/\ DEL MA Ss oo -- ) 'ml. \çTI, 13 JT2 - - -- -- - - - U.S. DEPARTMEx r OF COMMERCE ' 4' 5 NATIONAL. OCEANIC AND AT: SPIIERIC ADMINISTRATION •• /•'• •d ii $PECIAI. STUDLF.S DRANCt. OrICE OF II DIOLOOY. NATIONAL. WEATHER SERVICE SAt. "S•' • 451 j: • 301 I 51L • - -. • 1180 • 117° 1i5' 30' 15' L51 30' 15' i16° 800 H11T Tl$(IcJ rt± +UseFormuto For Distances in Excess T. Of 800 Feet. -. ...... •--'i-j r 4iTh - 700 600 500 300 20C IOC I URBAN] A REAS OVERLAND I, TIME OF FLOW CURVES I Surfocs Flow Tun. Curves EXAMPLE: (iVE LEA4G1t-i OF FLO'sAI 400 F11 3LOPE. LO COaFiCEY-T 0P Rt oc . LOv -rng.= - A-6 . . N EQT/ON S J .385 / (1/YL — SOLW 7c, a 2I27 of concern"2,'o'7 I Ienq/h o/.is'a/er.shed i' in elevallo,7 along el/cc/me slooc line rSce i4'ppcndix XB) 74c- • : 3--18a ID— • - : - 74040 Sao S00 - 70 -. / — — • — • • - • • . —240 2- - \\. - --3' - . /1010 -77 • - -/8 • - — 3&OO - Ar - - ID - = S NOTE. N5 • -ZD ADD TEN MINUTES TO — /DOD 9D0 COMPUTED TIME OF CON- CENTRATION J -. -' .. • ID —41040 I S S -300 OA I li5v • —2ro N' SAN DIEGO COUNTY NOMOGRAPH FOR DETERMINATION DEPARTMENT OF SPECIAL DISTRICT SERVICES OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS DESIGN MANUAL APPROVED •• DATE ___________ APPENDIX A-7 TYPICAL LOT GRADING 60' [---V— 2:1' —V— v, K l< I 7 DRAINAGE SWALE 1% MIN. SLOPE V BLDG V I 1% H 2" cRIVEWAY SIDEWALK . . . V CURBLINE TIME OF CONCENTRATION OFF A TYPICAL LOT: V L = 100 ft.. . V • V So 1% V V C=O.55 V •, V FROM APPENDIX A— THE TIME OF CONCENTRATION Tc = 10 min. ...........A-8 a I nI APPENDIX B CHART 1-103.6 A CAPACITY OF CURB OPENING INLETS ASSUMED 2% CROWN. Q = O.7L (A+v)3"2 *A = 0.33 V = HEIGHT OF WATER AT CURB FACE (0,14' MAXIMUM) REFER TO CHART 1-1014.12 L = LENGTH OF CLEAR OPENING OF INLET *Use A=O when the inlet is adjacent to traffic; i.e., for a Type "J" median inlet or where the parking lane is removed. CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO. - CAPACITY OF CURB OPENING INLETS CHART 1-104.12 ONE SlOt ONLY 12 3 4 S I7S ZV 30 40 OIScxARo (CFS.) ONE NE SLOE Giver 0210 3z25•/. Chorigives: Depth : 041 Wocit1 z 44 (pt. REV. CITY OF SAN DIEGO — DESIGN GUIDE SHT. NO. GUTTER AND ROADWAY DISCHARGE -VELOCITY CHART rLI APPENDIX C / / I / / 03 i) LINE -A I I I . I I!• /L/NE-At - NNI - \ - \ \ \ ' ' \ ' II I I II II I I I I I I I II ' I' I I I I I I I II II I I I I I I I Li \lf Ne-A!' --------- I 1 " : \ \ .\•. ! •.,____,..../ \\\ I Project Design Consultants PLANNING ENGINEERING SURVEYING 701 8 Street, Suite 800, San Diego CA 92101 I 619-235-6471 FAX 234-0349 LINE.—D aLIveN/4A,N •OA ;CAR L6,5AD P,eoJecj 4e. 34 'wq,pc -XHiI3gV c, tA LF I's 'lb,' I DATE: 7/27/1995 1E: 11:35 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE IRD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP I i 4 2.00 2 2 0 0.00 10.00 4.00 0.00 CD 3 4 1.50 I I I I I I I I I I .. I I . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * I U/S DATA STATION INVERT SECT W S ELEV 100.00 72.00 1 79.61 EMENTNO 2 IS A REACH * * * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 112.00 72.48 1 0.013 0.00 0.00 0.00 0 I EMENT NO 3 15 A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 74.00 1 0.013 0.00 0.00 0.00 0 I 120.00 * * * EMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 194.20 76.00 1 0.022 0.00 0.00 0.00 0 ELEMENT NO 5 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N 1 195.20 76.10 2 0.015 ELEMENT NO 6 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4 I 196.20 76.15 3 3 0 0.015 4.3 0.0 76.15 0.00 90.00 0.00 &EMENT NO 7 IS A TRANSITION * * * I U/S DATA STATION INVERT SECT N 198.20 76.33 3 0.013 EMENT NO 8 IS A REACH * * * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN U 238.09 93.00 3 0.013 0.00 0.00 0.00 0 NING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 9 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV I 239.09 93.15 2 0.00 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC I I. I 1 I . .1 I F 0 5 1 5 P I WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - I 1056.00 OLIVENHAIN ROAD WIDENINd AND REALIGNMENT ADING LINE NO 2 IS - CITY OF CARLSBAD PROJECT NO. 3466 It LINE NO 3 IS - LINE-A I I 1 I I I I I I I I I I I PAGE NO 3 I LICENSEE: Project Design Consultants F0515P PAGE 1 WATER SURFACE PROFILE LISTING I 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-A ITATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER /ELEM SO SF AVE HF NORM DEPTH ZR 100.00 72.00 7.610 79.610 9.5 3.02 0.142 79.752 0.00 1.102 2.00 0.00 0.00 0 0.00 12.00 0.04000 .001763 0.02 0.620 0.00 1 112.00 79.631 9.5 3.02 0.142 79.773 0.00 1.102 2.00 0.00 0.00 0 0.00 72.48 7.151 I 8.00 0.19000 .001763 0.01 0.420 0.00 120.00 74.00 5.645 79.645 9.5 3.02 0.142 79.787 0.00 1.102 2.00 0.00 0.00 0 0.00 74.20 0.02695 .005050 0.37 0.920 0.00 194.20 76.00 4.020 80.020 9.5 3.02 0.142 80.162 0.00 1.102 2.00 0.00 0.00 0 0.00 1ANS SIR 0.10000 .001185 0.00 0.00 76,10 4.072 80.172 9.5 0.58 0.005 80.177 0.00 0.560 10.00 4.00 0.00 0 0.00 P 195,20 0.00 NCT SIR 0.05000 .001643 0.00 196.20 76.15 3.990 80.140 5.2 2.94 0.134 80.274 0.00 0.878 1.50 0.00 0.00 0 0.00 TRANS STR 0.09000 .002451 0.00 0.00 198.20 76.33 3.815 80.145 5.2 2.94 0.134 80.279 0.00 0.878 1.50 0.00 0.00 0 0.00 0.41790 .002451 0.01 0.280 0.00 I 3.08 201.28 77.62 2.542 80.159 5.2 2.94 0.134 80.293 0.00 0.878 1.50 0.00 0.00 0 0.00 1DRAULIC JUMP 0.00 201.28 77.62 0.284 77.901 5.2 22.32 7.734 85.635 0.00 0.878 1.50 0.00 0.00 0 0.00 6.26 0.41790 .390850 2.45 0.280 0.00 207.54 80.23 0.286 80.519 5.2 22.03 7.539 88.058 0.00 0.878 1.50 0.00 0.00 0 0.00 I 11.37 .358496 4.08 0.280 0.00 0.41790 I 218.91 84.98 0.296 85.281 5.2 21.05 6.882 92.163 0.00 0.878 1.50 0.00 0.00 0 0.00 5.87 0.41790 .313361 1.84 0.280 0.00 I I I LICENSEE: Project Design Consultants F0515P PAGE 2 I 1056.00 OLIVENHAIN ROAD WATER WIDENING SURFACE AND REALIGNMENT PROFILE LISTING CITY OF CARLSBAD PROJECT NO. 3466 LINE -A ITATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ELEM SO SF AVE HF NORM DEPTH ZR 1 224.78 87.44 0.306 87.743 5.2 20.00 6.211 93.954 0.00 0.878 1.50 0.00 0.00 0 0.00 3.86 0.41790 .274000 1.06 0.280 0.00 228.64 89.05 0.317 89.367 5.2 19.12 5.675 95.042 0.00 0.878 1.50 0.00 0.00 0 0.00 I 2.83 0.41790 .239451 0.68 0.280 0.00 231.47 90.23 0.327 90.560 5.2 18.18 5.133 95.693 0.00 0.878 1.50 0.00 0.00 0 0.00 I 2.19 0.41790 .209072 0.46 0.280 0.00 233.66 91.15 0.338 91.486 5.2 17.39 4.697 96.183 0.00 0.878 1.50 0.00 0.00 0 0.00 1.76 0.41790 .182816 0.32 0.280 0.00 91.88 0.350 92.233 5.2 16.56 4.259 96.492 0.00 0.878 1.50 0.00 0.00 0 0.00 I 235.42 1.45 0.41790 .159920 0.23 0.280 0.00 236.87 92.49 0.362 92.853 5.2 15.81 3.879 96.732 0.00 0.878 1.50 0.00 0.00 0 0.00 1.22 0.41790 .139902 0.17 0.280 0.00 238.09 93.00 0.375 93.375 5.2 15.07 3.528 96.903 0.00 0.878 1.50 0.00 0.00 0 0.00 239.09 93.15 0.375 93.525 5.2 3.47 0.187 93.712 0.00 0.375 10.00 4.00 0.00 0 0.00 I . I I I I I H I F 0 5 1 5 P I WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 15 - 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT IDING LINE NO 2 IS - CITY OF CARLSBAD PROJECT NO. 3466 iDING LINE NO 3 IS - LINE-Al I :1 I I I I I I I I I PAGE NO 3 I DATE: 7/27/1995 I E: 14:50 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I RD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP I i 4 1.50 2 2 0 0.00 10.00 4.00 0.00 I I I I U U, I I I I 1 I I I I ii F 0 5 15 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING - ELEMENT NO 1 IS A SYSTEM OUTLET * * * I U/S DATA STATION INVERT SECT W S ELEV 100.00 76.07 1 80.10 I EMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 115.60 76.15 1 0.013 0.00 0.00 0.00 0 INING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS EMENT NO 3 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV I 116.60 76.23 2 0.00 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC I I - I I I I LICENSEE: Project Design Consultants F0515P PAGE 1 WATER SURFACE PROFILE LISTING I 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-Al IT ATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER /ELEM SO SF AVE HF NORM DEPTH ZR 1100.00 76.07 4.030 80.100 8.5 4.81 0.359 80.459 0.00 1.129 1.50 0.00 0.00 0 0.00 15.60 0.00513 .006548 0.10 1.500 0.00 115.60 76.15 4.052 80.202 8.5 4.81 0.359 80.561 0.00 1.129 1.50 0.00 0.00 0 0.00 I 1.00 0.00513 .032643 -0.51 1.500 0.00 116.60 76.23 4.052 80.282 8.5 0.52 0.004 80.286 0.00 0.520 10.00 4.00 0.00 0 0.00 I . I I I I I I I I I I I I I I 100.00 .1 I 100.34 100.68 101.02 I 101.36 101.69 102.03 102.37 I 102.71 103.05 103.39 I 103.73 104.07 104.40 104.74 I 105.08 105.42 105.76 I 106.10 106.44 106.78 I 107.11 107.45 107.79 108.13 I 108.47 108.81 109.15 I 109.49 109.82 11016 I 110.50 110.84 111.18 111.52 I 111.86 112.20 112.53 I 112.87 113.21 113.55 113.89 I 114.23 114.57 114.91 I 115.24 115.58 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-Al CH WE R 11592 .1 C H W E - R I 11626 116.60 . I C X H. R 7607 77.09 78.10 79.12 80.13 81.15 82.17 83.18 84.20 85.21 8623 I OTES GLOSSARY I = INVERT ELEVATION I C = CRITICAL DEPTH U = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL I E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT I Y = WALL ENTRANCE OR EXIT STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY I I 1 I I I I I I I I I r I I I HEADING LINE NO 1 IS - 'I. rING LINE NO 2 Is - IDING LINE NO 3 IS - I I I 1 I I I I I I I .1 I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING, 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-A2 I DATE: 7/27/1995 14:56 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE IRD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV '((1) '((2) Y(3) Y(4) Y(5) Y(6) Y(7) 1(8) Y(9) Y(10) DE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP I i 4 1.50 2 2 0 0.00 10.00 4.00 0.00 I I I I 1 1 . 1 I I I 1 4 I I I I I F 0 5 1 5 P PAGE NO 2 I WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * I U/S DATA STATION INVERT SECT W S ELEV 100.00 72.00 1 79.61 EMENT NO 2 IS A REACH * * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 114.30 72.30 1 0.013 0.00 0.00 0.00 0 I EMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 134.93 74.00 1 0.013 0.00 0.00 0.00 0 1NING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 4 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV J 135.93 74.15 2 0.00 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC I I I I H I I I I I I I LICENSEE: Project Design Consultants F0515P PAGE WATER SURFACE PROFILE LISTING I 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-A2 LION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 1fELEM SO SF AVE HF NORM DEPTH ZR 100.00 72.00 7.610 79.610 3.9 2.21 0.076 79.686 0.00 0.755 1.50 0.00 0.00 0 0.00 14.30 0.02098 .001378 0.02 0.520 0.00 1114.30 72.30 7.330 79.630 3.9 2.21 0.076 79.706 0.00 0.755 1.50 0.00 0.00 0 0.00 1 20.630.08240 .001378 0.03 0.360 0.00 134.93 74.00 5.658 79.658 3.9 2.21 0.076 79.734 0.00 0.755 1.50 0.00 0.00 0 0.00 1.00 0.08240 .052299 -1.08 0.360 0.00 135.93 74.15 5.658 79.808 3.9 0.17 0.000 79.808 0.00 0.309 10.00 4.00 0.00 0 0.00 1 II I I I I I I I I I I I HEADING LINE NO 1 Is - I IADING LINE NO 2 Is - JADI . N G LINE NO 3 IS - FO515P WATER SURFACE PROFILE 7 TITLE CARD LISTING 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 PAGE NO 3 LINE-A3 I I I I I I .1 I I I I I I I I DATE: 7/27/1995 11E: 15: 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I RD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP I i 4 1.50 2 2 0 0.00 10.00 4.00 0.00 I I . I I I I I I I I I I I I I F051.5P PAGE NO 2 I WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * I U/S DATA STATION INVERT SECT W S ELEV 100.00 72.00 1 79.61 ILEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 113.76 72.30 1 0.013 0.00 0.00 0.00 0 IELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 155.78 74.00 1 0.013 0.00 0.00 0.00 0 I RNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ( ELEMENT NO 4 IS A SYSTEM HEADWORKS * * I U/S DATA STATION INVERT SECT W S ELEV 156.78 74.15 2 0.00 0 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV INV + DC I I I I I I I I I. I I . I I LICENSEE: Project Design ConsuLtants F0515P I WATER SURFACE PROFILE LISTING 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 I LINE-A3 ATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH PAGE 1 HGT/ BASE/ ZL NO AVBPR DIA ID NO. PIER IIELEM SO SF AVE HF NORM DEPTH ZR 1100.00 72.00 7.610 79.610 12.5 7.07 0.777 80.387 0.00 1.334 1.50 0.00 0.00 0 0.00 13.76 0.02180 .014161 0.19 1.020 0.00 1113.76 72.30 7.505 79.805 12.5 7.07 0.777 80.582 0.00 1.334 1.50 0.00 0.00 0 0.00 I 42.02 0.04046 .014161 0.60 0.830 0.00 155.78 74.00 6.400 80.400 12.5 7.07 0.777 81.177 0.00 1.334 1.50 0.00 0.00 0 0.00 1.00 0.04046 .033911 -1.42 0.830 0.00 156.78 74.15 6.400 80.550 12.5 0.49 0.004 80.554 0.00 0.672 10.00 4.00 0.00 0 0.00 I I I .1 1 I I I 1 I I I ii HEADING LINE NO 1 IS - I IADING LINE NO 2 Is - 1ADING LINE NO 3 IS - I I I I 1 * I I I I I I I i i I I FO515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING 105600 OLIVENI3AIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-B I DATE: 7/27/1995 11E: 15: 8 • F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE tD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) E NO TYPE PIERS WIDTH DIAMETER WIDTH DROP I i 4 1.75 2 2 0 0.00 10.00 4.00 0.00 CD 3 4 1.50 I 1 I 1 1 I I I I I 1 I I I I F 0 5 1 5 P I WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * ' U/S DATA STATION INVERT SECT W S ELEV 100.00 78.42 1 80.46 I EMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N 157.78 78.71 1 0.013 I EMENT NO 3 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N 158.78 78.77 2 0.015 I PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 IEMENT NO 4 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 - 160.78 78.80 2 3 0 0.015 3.9 0.0 78.76 0.00 90.00 0.00 ELEMENT NO 5 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N I 161.78 78.83 2 0.013 NING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS EMENT NO 6 IS A REACH * * * I U/S DATA STATION INVERT SECT N 271.92 79.38 1 0.013 IEMENT NO 7 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N 272.92 79.44 2 0.015 I RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 REMENT NO 8 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 274.92 79.50 2 3 0 0.013 4.6 0.0 79.50 0.00 90.00 0.00 ELEMENT NO 9 IS A TRANSITION * * * I U/S DATA STATION INVERT SECT N 275.92 79.71 2 0.013 NING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS I EMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 325.92 95.19 3 0.013 NING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS t EMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 326.92 95.25 2 0.00 I I - 'I RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING N EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = JNV + DC I 1 - I • I' 1 I LICENSEE: Project Design ConsuLtants F0515P PAGE 1 1056.00 OLIVENHAIN ROAD WATER WIDENING SURFACE PROFILE LISTING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-B IIA TION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ELEM SO SF AVE HF NORM DEPTH ZR 1100.00 78.42 2.040 80.460 15.5 6.44 0.645 81.105 0.00 1.456 1.75 0.00 0.00 0 0.00 57.78 0.00502 .009569 0.55 1.750 0.00 1157.78 78.71 2.303 81.013 15.5 6.44 0.645 81.658 0.00 1.456 1.75 0.00 0.00 0 0.00 INS STR 0.06000 .006441 0.01 0.00 158.78 78.77 2.929 81.699 15.5 1.32 0.027 81.726 0.00 0.776 10.00 4.00 0.00 0 0.00 IT STR 0.01500 .000111 0.00 0.00 160.78 78.80 2.923 81.723 11.6 0.99 0.015 81.738 0.00 0.639 10.00 4.00 0.00 0 0.00 1A NSSTR 0.03000 .000061 0.00 0.00 78.83 2.893 81 .723 11.6 4.82 0.361 82.084 0.00 1.270 1.75 0.00 0.00 0 0.00 I161.78 110.14 0.00499 .005360 0.59 1.500 0.00 1 271.92 79.38 2.933 82.313 11.6 4.82 0.361 82.674 0.00 1.270 1.75 0.00 0.00 0 0.00 TRANS SIR 0.06000 .003599 0.00 0.00 272.92 79.44 3.261 82.701 11.6 0.89 0.012 82.713 0.00 0.639 10.00 4.00 0.00 0 0.00 JUNCT SIR 0.03000 .000031 0.00 0.00 0.457 10.00 4.00 0.00 0 0.00 274.92 79.50 3.216 82.716 7.0 0.54 0.005 82.721 0.00 1ANS SIR 0.21000 .000019 0.00 0.00 275.92 79.71 3.006 82.716 7.0 3.96 0.244 82.960 0.00 1.024 1.50 0.00 0.00 0 0.00 0.06 0.30960 .004441 0.00 0.350 0.00 275.98 79.73 3.006 82.733 7.0 3.96 0.244 82.977 0.00 1.024 1.50 0.00 0.00 0 0.00 IDRAULIC 0.00 JUMP - I275.98 79.73 0.354 80.081 7.0 22.01 7.524 87.605 0.00 1.024 1.50 0.00 0.00 0 0.00 14.95 0.30960 .287752 4.30 0.350 0.00 I I I LICENSEE: Project Design Consultants F0515P PAGE 2 I 1056.00 CLI VENHAIN ROAD WATER WIDENING SURFACE PROFILE LISTING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-B IATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT! BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ELEM SO SF AVE HF NORM DEPTH ZR 290.93 84.36 0.360 84.717 7.0 21.47 7.159 91.876 0.00 1.024 1.50 0.00 0.00 0 0.00 1295 0.30960 .260345 3.37 0.350 0.00 1303.88 88.36 0.372 88.737 7.0 20.47 6.505 95.242 0.00 1.024 1.50 0.00 0.00 0 0.00 I 7.04 0.30960 .227641 1.60 0.350 0.00 310.92 90.55 0.385 90.932 7.0 19.50 5.904 96.836 0.00 1.024 1.50 0.00 0.00 0 0.00 4.74 0.30960 .199107 0.94 0.350 0.00 315.66 92.02 0.398 92.413 7.0 18.62 5.382 97.795 0.00 1.024 1.50 0.00 0.00 0 0.00 3.50 0.30960 .174172 0.61 0.350 0.00 93.10 0.412 93.510 7.0 17.72 4.877 98.387 0.00 1.024 1.50 0.00 0.00 0 0.00 I 319.16 0.00 2.74 0.30960 .152398 0.42 0.350 1321.90 93.94 0.426 94.371 7.0 16.91 4.439 98.810 0.00 1.024 1.50 0.00 0.00 0 0.00 2.20 0.30960 .133355 0.29 0.350 0.00 1324.10 94.63 0.441 95.068 7.0 16.13 4.040 99.108 0.00 1.024 1.50 0.00 0.00 0 0.00 1.82 0.30960 .116795 0.21 0.350 0.00 1325.92 0.00 1.024 1.50 0.00 0.00 0 0.00 95.19 0.457 95.647 7.0 15.35 3.659 99.306 326.92 95.25 0.457 95.707 7.0 3.83 0.228 95.935 0.00 0.457 10.00 4.00 0.00 0 0.00 a I I I. I I I * TES GLOSSARY I = INVERT ELEVATION IC = CRITICAL DEPTH U = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL IE = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT I y = WALL ENTRANCE OR EXIT STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY 1 I I I I I I I I I I LI I I 1 F 0 5 1 5 P I WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - 105600 OLIVENHAIN ROAD WIDENING AND REALIGNMENT F1MG LINE NO 2 IS - CITY OF CARLSBAD PROJECT NO. 3466 DING LINE NO 3 IS - LINE-C I I I I I I I I I I I I I I PAGE NO 3 I DATE: 7/27/1995 15:33 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE IRD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP I l 4 1.50 2 2 0 0:00 10.00 4.00 0.00 I I P I I I 1 I I I I I I I I I I F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * I U/S DATA STATION INVERT SECT W S ELEV 100.00 82.60 1 21.82 LEMENT NO 2 IS A REACH * * * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 238.81 83.30 1 0.013 0.00 0.00 0.00 0 I LEMENT NO 3 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N 239.81 83.38 2 0.015 LEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 241.81 83.46 2 0.015 0.00 0.00 0.00 0 ILEMENT NO 5 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N 242.81 83.63 1 0.015 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H I 256.98 85.90 1 0.013 0.00 0.00 0.00 0 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS I LEMENT NO 7 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 257.98 85.98 2 0.00 ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING I EDIT 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 I I . I I I I I . I LICENSEE: Project Design Consultants F0515P PAGE 1 WATER SURFACE PROFILE LISTING 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-C IATION ZL NO INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER JELEM SO SF AVE HF NORM DEPTH ZR 1100.00 82.60 0.962 83.562 6.2 5.18 0.417 83.979 0.00 0.962 1.50 0.00 0.00 0 0.00 2.41 0.00504 .005973 0.01 1.040 0.00 1102.41 83.614 6.2 4.94 0.378 83.992 0.00 0.962 1.50 0.00 0.00 0 0.00 82.61 1.002 27.35 0.00504 .005355 0.15 1.040 0.00 129.76 82.75 1.040 83.790 6.2 4.74 0.349 84.139 0.00 0.962 1.50 0.00 0.00 0 0.00 36.07 0.00504 .005095 0.18 1.040 0.00 82.93 1.040 83.972 6.2 4.74 0.349 84.321 0.00 0.962 1.50 0.00 0.00 0 0.00 I 165.83 RAULIC JUMP 0.00 82.93 0.874 83.806 6.2 5.80 0.522 84.328 0.00 0.962 1.50 0.00 0.00 0 0.00 I 165.83 1.98 0.00504 .008443 0.02 1.040 0.00 116781 82.94 0.874 83.816 6.2 5.80 0.522 84.338 0.00 0.962 1.50 0.00 0.00 0 0.00 4.62 0.00504 .008988 0.04 1.040 0.00 1172.43 82.97 0.840 83.805 6.2 6.08 0.574 84.379 0.00 0.962 1.50 0.00 0.00 0 0.00 0.00504 .010180 0.05 1.040 0.00 I 5.14 0.00 0.962 1.50 0.00 0.00 0 0.00 177.57 82.99 0.809 83.800 6.2 6.38 0.632 84.432 4.95 0.00504 .011539 0.06 1.040 0.00 182.52 83.02 0.778 83.794 6.2 6.69 0.695 84.489 0.00 0.962 1.50 0.00 0.00 0 0.00 5.15 0.00504 .013093 0.07 1.040 0.00 187.67 83.04 0.750 83.792 6.2 7.01 0.764 84.556 0.00 0.962 1.50 0.00 0.00 0 0.00 1 4.93 .014868 0.07 1.040 0.00 0.00504 I 192.60 83.07 0.722 83.789 6.2 7.35 0.840 84.629 0.00 0.962 1.50 0.00 0.00 0 0.00 4.90 0.00504 .016892 0.08 1.040 0.00 I I I LICENSEE: Project Design Consultants F0515P I WATER SURFACE PROFILE LISTING 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-C LON INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH LEM SO SF AVE HF PAGE 2 HGT/ BASE! ZL NO AVBPR DIA ID NO. PIER NORM DEPTH ZR 11 97.50 83.09 0.696 83.788 6.2 7.72 0.926 84.714 0.00 0.962 1.50 0.00 0.00 0 0.00 4.76 0.00504 .019208 0.09 1.040 0.00 t02.26 83.12 0.671 83.787 6.2 8.09 1.017 84.804 0.00 0.962 1.50 0.00 0.00 0 0.00 I4.63 0.00504 .021853 0.10 1.040 0.00 206.89 83.14 0.647 83.786 6.2 8.49 1.120 84.906 0.00 0.962 1.50 0.00 0.00 0 0.00 4.48 0.00504 .024872 0.11 1.040 0.00 211.37 83.16 0.624 83.786 6.2 8.91 1.232 85.018 0.00 0.962 1.50 0.00 0.00 0 0.00 4.34 0.00504 .028324 0.12 1.040 0.00 83.18 0.602 83.786 6.2 9.34 1.354 85.140 0.00 0.962 1.50 0.00 0.00 0 0.00 1215*71 0.00 4.20 0.00504 .032271 0.14 1.040 1219.91 83.20 0.581 83.786 6.2 9.79 1.490 85.276 0.00 0.962 1.50 0.00 0.00 0 0.00 4.06 0.00504 .036789 0.15 1.040 0.00 1297 83.22 0.561 83.786 6.2 10.26 1.636 85.422 0.00 0.962 1.50 0.00 0.00 0 0.00 3.90 0.00504 .041934 0.16 1.040 0.00 1227.87 85.585 0.00 0.962 1.50 0.00 0.00 0 0.00 83.25 0.541 83.786 6.2 10.76 1.799 3.79 0.00504 .047835 0.18 1.040 0.00 231.66 83.26 0.523 83.787 6.2 11.29 1.980 85.767 0.00 0.962 1.50 0.00 0.00 0 0.00 3.64 0.00504 .054599 0.20 1.040 0.00 235.30 83.28 0.505 83.787 6.2 11.85 2.182 85.969 0.00 0.962 1.50 0.00 0.00 0 0.00 I 3.51 0.00504 .062322 0.22 1.040 0.00 I 238.81 83.30 0.488 83.788 6.2 12.42 2.397 86.185 0.00 0.962 1.50 0.00 0.00 0 0.00 238.81 83.30 1.040 84.340 6.2 4.74 0.349 84.689 0.00 0.962 1.50 0.00 0.00 0 0.00 I I I LICENSEE: Project Design Consultants F0515P PAGE 3 I 1056.00 OLIVENHAIN ROAD WATER WIDENING SURFACE PROFILE LISTING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 - LINE-C [ATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER FELEM ****** SO SF AVE HF NORM DEPTH ZR MS STR 0.08000 .003488 0.00 0.00 239.81 83.38 1.325 84.705 6.2 1.17 0.021 84.726 0.00 0.421 10.00 4.00 0.00 0 0.00 1.50 0.04000 :000202 0.00 0.225 0.00 I 261.31 83.44 1.263 84.703 6.2 1.23 0.023 84.726 0.00 0.421 10.00 4.00 0.00 0 0.00 0.50 0.04000 .000221 0.00 0.225 0.00 241.81 83.46 1.243 84.703 6.2 1.25 0.024 84.727 0.00 0.421 10.00 4.00 0.00 0 0.00 TRANS SIR 0.17000 0.00 242.81 83.63 0.403 84.033 6.2 16.23 4.090 88.123 0.00 0.962 1.50 0.00 0.00 0 0.00 0.16020 .137107 0.55 0.390 0.00 I 4.03 246.84 84.28 0.406 84.681 6.2 16.02 3.985 88.666 0.00 0.962 1.50 0.00 0.00 0 0.00 10.14 0.16020 .126028 1.28 0.390 0.00 256.98 85.90 0.421 86.321 6.2 15.27 3.621 89.942 0.00 0.962 1.50 0.00 0.00 0 0.00 257.98 85.98 0.421 86.401 6.2 3.68 0.210 86.611 0.00 0.421 10.00 4.00 0.00 0 0.00 I H I I I I I I I F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 15 - 1 ROAD WIDENING AND REALIGNMENT 1056.00 OLIVENHAIN H1ING LINE NO 2 15 - CITY OF CARLSBAD PROJECT NO. 3466 HuNG LINE NO 3 IS - LINE-D I I I . H I PAGE NO 3 0 4 I DATE: 7/27/1995 I E: 16: 0 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE RD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) E NO TYPE PIERS WIDTH DIAMETER WIDTH DROP I i 4 3.50 2 2 0 0.00 10.00 4.00 0.00 CD 3 4 1.50 if 4 4 2.50 I F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT - 100.00 83.00 1 I MENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N 137.83 83.48 1 0.013 IMENT NO 3 15 A TRANSITION * * * U/S DATA STATION INVERT SECT N 138.83 83.59 2 0.015 I W S ELEV 28.16 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 MENT NO 4 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 140.83 83.70 2 3 0 0.015 1.7 0.0 85.81 0.00 90.00 0.00 NEMENT * * * NO 5 IS A TRANSITION U/S DATA STATION INVERT SECT N 141.83 83.81 1 0.015 ELEMENT NO 6 15 A REACH * * * U/S DATA STATION INVERT SECT N I 209.55 84.83 1 0.013 NO 7 IS A TRANSITION * * * IEMENT U/S DATA STATION INVERT SECT N a 210.55 84.94 2 0.015 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 J EMENT NO 8 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 212.55 85.05 2 4 0 0.015 43.4 0.0 85.33 0.00 90.00 0.00 IEMENT NO 9 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N 213.55 85.16 4 0.015 LENT * * * NO 10 IS A REACH U/S DATA STATION INVERT SECT N 87.50 4 0.013 NING - ADJACENT I 263.55 SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS EMENT NO 11 IS A SYSTEM HEADWORKS * * I U/S DATA STATION INVERT SECT W S ELEV 263.55 87.50 2 0.00 1 I I I - RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 I F 0 5 1 5 P PAGE NO 3 I WATER SURFACE PROFILE - ELEMENT CARD LISTING EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC OR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS, W.S.ELEV = INV + DC I .ICENSEE: Project Design Consultants F0515P PAGE 1 I 1056.00 OLIVENHAIN ROAD WATER WIDENING SURFACE PROFILE LISTING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-D LON INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ILEM SO SF AVE HF NORM DEPTH ZR 1100.00 83.00 2.258 85.258 75.1 11.44 2.033 87.291 0.00 2.713 3.50 0.00 0.00 0 0.00 20.15 0.01269 .009560 0.19 2.081 0.00 1120.15 83.26 2.323 85.579 75.1 11.07 1.904 87.483 0.00 2.713 3.50 0.00 0.00 0 0.00 I 17.68 0.01269 .008667 0.15 2.081 0.00 137.83 83.48 2.425 85.905 75.1 10.56 1.731 87.636 0.00 2.713 3.50 0.00 0.00 0 0.00 11NS STR 0.11000 .018205 0.02 0.00 138.83 83.59 1.364 84.954 75.1 13.77 2.943 87.897 0.00 2.221 10.00 4.00 0.00 0 0.00 ICT STR 0.05500 .026666 0.05 0.00 83.70 1.302 85.002 73.4 14.10 3.086 88.088 0.00 2.187 10.00 4.00 0.00 0 0.00 I 140.83 0.11000 0.00 MS SIR .021605 0.02 1141.83 83.81 2.113 85.923 73.4 12.09 2.271 88.194 0.00 2.683 3.50 0.00 0.00 0 0.00 17.96 0.01506 .011200 0.20 1.942 0.00 1159.79 84.08 2.160 86.240 73.4 11.77 2.153 88.393 0.00 2.683 3.50 0.00 0.00 0 0.00 21.77 0.01506 .010207 0.22 1.942 0.00 1181.56 84.41 2.250 73.4 0.00 86.658 11.23 1.957 88.615 0.00 2.683 3.50 0.00 0.00 0 I 13.65 0.01506 .009060 0.12 1.942 0.00 195.21 84.61 2.346 86.960 73.4 10.70 1.779 88.739 0.00 2.683 3.50 0.00 0.00 0 0.00 8.39 0.01506 .008061 0.07 1.942 0.00 203.60 84.74 2.449 87.189 73.4 10.21 1.617 88.806 0.00 2.683 3.50 0.00 0.00 0 0.00 1 4.58 0.01506 .007193 0.03 1.942 0.00 I 208.18 84.81 2.560 87.369 73.4 9.73 1.470 88.839 0.00 2.683 3.50 0.00 0.00 0 0.00 1.37 0.01506 .006440 0.01 1.942 0.00 1 I I LICENSEE: Project Design Consultants F0515P PAGE 2 I 1056.00 OLIVENHAIN ROAD WATER WIDENING SURFACE PROFILE LISTING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-D IATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER /ELEM SO SF AVE HF NORM DEPTH ZR 209.55 84.83 2.683 87.513 73.4 9.27 1.336 88.849 0.00 2.683 3.50 0.00 0.00 0 0.00 TRANS SIR 0.11000 .004998 0.00 0.00 1 210.55 84.94 3.605 88.545 73.4 5.09 0.402 88.947 0.00 2.187 10.00 4.00 0.00 0 0.00 I MCI STR 0.05500 .001056 0.00 0.00 212.55 85.05 4.137 89.187 30.0 1.81 0.051 89.238 0.00 1.205 10.00 4.00 0.00 0 0.00 1ANS SIR 0.11000 .003674 0.00 0.00 213.55 85.16 3.608 88.768 30.0 6.11 0.580 89.348 0.00 1.867 2.50 0.00 0.00 0 0.00 13.67 0.04680 .005349 0.07 1.000 0.00 227.22 85.80 3.043 88.843 30.0 6.11 0.580 89.423 0.00 1.867 2.50 0.00 0.00 0 0.00 IDRAULIC JUMP 0.00 227.22 85.80 1.095 86.895 30.0 14.51 3.268 90.163 0.00 1.867 2.50 0.00 0.00 0 0.00 12.49 0.04680 .032644 0.41 1.000 0.00 239.71 86.38 1.119 87.503 30.0 14.09 3.083 90.586 0.00 1.867 2.50 0.00 0.00 0 0.00 13.74 0.04680 .029459 0.40 1.000 0.00 I 253.45 87.03 1.161 88.188 30.0 13.43 2.803 90.991 0.00 1.867 2.50 0.00 0.00 0 0.00 I 10.10 0.04680 .025913 0.26 1.000 0.00 263.55 87.50 1.205 88.705 30.0 12.81 2.548 91.253 0.00 1.867 2.50 0.00 0.00 0 0.00 I I I i I I J T E S GLOSSARY I = INVERT ELEVATION IC = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL IE = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY I I I I I I I I i I 1 I I HIDING LINE NO 1 IS - DING LINE NO 2 IS - ING LINE NO 3 IS - I I I I . I I I I I. I I I I' I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE D-1 1 )ATE: 7/27/1995 I E:16:9 F05 15P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE IRD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(i) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP I i 4 3.00 2 4 1.50 CD 3 2 0 0.00 10.00 4.00 0.00 I 2.50 I I I I I I I I . I .. I I I . I I I F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * I U/S DATA STATION INVERT SECT 100.00 85.33 1 I LEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N 168.00 86.61 1 0.013 PAGE NO 2 W S ELEV 89.20 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 I LEMENT NO 3 15 A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 l 168.00 86.61 1 2 0 0.015 2.9 0.0 87.36 0.00 90.00 0.00 E ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING E ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING I LEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 204.45 87.30 1 0.013 0.00 0.00 0.00 0 I LEMENT NO 5 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N 205.45 87.38 3 0.015 ILEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ILEMENT 207.45 87.46 3 0.015 0.00 0.00 0.00 0 NO 7 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N 208.45 87.80 4 0.015 ELEMENT NO 8 IS A REACH * * * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 275.45 88.40 4 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A JUNCTION * * * * * * * I U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 275.45 88.40 4 2 0 0.015 3.1 0.0 88.90 0.00 90.00 0.00 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING E ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT .ELEV -WARNING ELEMENT NO 10 IS A REACH * * * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 290.45 88.54 4 0.013 0.00 0.00 0.00 0 RNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS I LEMENT NO 11 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT 291.45 88.62 3 I I I * W S ELEV 0.00 1 F 0 5 1 5 P PAGE NO 3 I DIT ERRORS ENCOUNTERED-COMPUTATION WATER SURFACE PROFILE - ELEMENT CARD LISTING IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC I I I I I I I I I I I I I I I I . 1 1 LICENSEE: Project Design Consultants F0515P PAGE 1 WATER SURFACE PROFILE LISTING I 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE D-1 [A TION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ELEM SO SF AVE HF NORM DEPTH ZR * 100.00 85.33 3.870 89.200 47.5 6.72 0.701 89.901 0.00 2.245 3.00 0.00 0.00 0 0.00 63.26 0.01882 .005033 0.32 1.533 0.00 1163.26 86.52 3.000 89.521 47.5 6.72 0.701 90.222 0.00 2.245 3.00 0.00 0.00 0 0.00 0.01882 .004743 0.02 1.533 0.00 I 4.74 168.00 86.61 2.923 89.533 47.5 6.77 0.711 90.244 0.00 2.245 3.00 0.00 0.00 0 0.00 CT STR 0.00000 .005968 0.00 0.00 168.00 86.61 3.099 89.709 44.6 6.31 0.618 90.327 0.00 2.176 3.00 0.00 0.00 0 0.00 6.87 0.01893 .004436 0.03 1.474 0.00 86.74 3.000 89.740 44.6 6.31 0.618 90.358 0.00 2.176 3.00 0.00 0.00 0 0.00 I 174.87 1.474 0.00 2.99 0.01893 .004223 0.01 I 177.86 86.80 2.953 89.750 44.6 6.33 0.622 90.372 0.00 2.176 3.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 177.86 86.80 1.569 88.366 44.6 11.92 2.206 90.572 0.00 2.176 3.00 0.00 0.00 0 0.00 26.59 0.01893 .014740 0.39 1.474 0.00 1204.45 90.979 0.00 2.176 3.00 0.00 0.00 0 0.00 87.30 1.610 88.910 44.6 11.54 2.069 IA MS STR 0.08000 .030318 0.03 0.00 205.45 87.38 0.799 88.179 44.6 13.95 3.022 91.201 0.00 1.569 10.00 4.00 0.00 0 0.00 2.00 0.04000 .041887 0.08 0.811 0.00 207.45 87.46 0.799 88.259 44.6 13.96 3.026 91.285 0.00 1.569 10.00 4.00 0.00 0 0.00 1ANS STR 0.34000 .027987 0.03 0.00 I 208.45 87.80 2.219 90.019 44.6 9.68 1.456 91.475 0.00 2.219 2.50 0.00 0.00 0 0.00 24.69 0.00895 .010401 0.26 2.500 0.00 I I I LICENSEE: Project Design Consultants F0515P PAGE 2 WATER SURFACE PROFILE LISTING I 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE 0-1 LON INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ELEM SO SF AVE HF NORM DEPTH ZR 1233.14 88.02 2.387 90.408 44.6 9.23 1.324 91.732 0.00 2.219 2.50 0.00 0.00 0 0.00 33.04 0.00895 .011042 0.36 2.500 0.00 1266.18 88.32 2.500 90.817 44.6 9.09 1.282 92.099 0.00 2.219 2.50 0.00 0.00 0 0.00 ' RAULIC JUMP 0.00 266.18 88.32 1.945 90.262 44.6 10.88 1.839 92.101 0.00 2.219 2.50 0.00 0.00 0 0.00 9.27 0.00895 .013461 0.12 2.500 0.00 275.45 88.40 1.898 90.298 44.6 11.15 1.930 92.228 0.00 2.219 2.50 0.00 0.00 0 0.00 CT STR 0.00000 .022788 0.00 0.00 88.40 1.553 89.953 41.5 12.95 2.603 92.556 0.00 2.161 2.50 0.00 0.00 0 0.00 1 275*45 15.00 0.00933 .021640 0.32 2.180 0.00 1290.45 88.54 1.496 90.036 41.5 13.54 2.847 92.883 0.00 2.161 2.50 0.00 0.00 0 0.00 291.45 88.62 2.876 91.496 41.5 3.61 0.202 91.698 0.00 1.496 10.00 4.00 0.00 0 0.00 I 1 I I I I I I Li I E S 1. GLOSSARY I = INVERT ELEVATION IC = CRITICAL DEPTH U = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL I I E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT v = WALL ENTRANCE OR EXIT STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY I I I I I I i I I I I I LI I I HEADING LINE NO 1 Is - I DING LINE NO 2 Is - DING LINE NO 3 Is - I I I I I I I I I I I 1 1 I F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-D2 PAGE NO 3 I DATE: 7/27/1995 I : 16:34 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE tD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) E NO TYPE PIERS WIDTH DIAMETER WIDTH DROP I i4 1.50 2 2 0 0.00 10.00 4.00 0.00 I I I I I I I 1 I I 1 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * I U/S DATA STATION INVERT SECT W S ELEV 100.00 87.36 1 89.50 I EMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 117.25 87.53 1 0.013 0.00 0.00 0.00 0 RNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS EMENT NO 3 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV I 118.25 87.64 2 0.00 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC I I I. I I I I I 1 1 I I I LICENSEE: Project Design Consultants F0515P PAGE 1 I 1056.00 OLIVENHAIN ROAD WATER WIDENING SURFACE PROFILE LISTING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-D2 [A TION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER I'ELEM SO SF AVE HF NORM DEPTH ZR 100.00 87.36 2.140 89.500 7.2 4.07 0.258 89.758 0.00 1.039 1.50 0.00 0.00 0 0.00 10.72 0.00985 .004698 0.05 0.920 0.00 1110.72 87.47 2.087 89.553 7.2 4.07 0.258 89.811 0.00 1.039 1.50 0.00 0.00 0 0.00 I RAULIC JUMP 0.00 110.72 87.47 0.498 87.964 7.2 14.04 3.059 91.023 0.00 1.039 1.50 0.00 0.00 0 0.00 3.03 0.00985 .088749 0.27 0.920 0.00 113.75 87.50 0.481 87.976 7.2 14.72 3.366 91.342 0.00 1.039 1.50 0.00 0.00 0 0.00 3.50 0.00985 .101214 0.35 0.920 0.00 87.53 0.465 87.995 7.2 15.42 3.691 91.686 0.00 1.039 1.50 0.00 0.00 0 0.00 I 117.25 118.25 87.64 2.051 89.691 7.2 0.88 0.012 89.703 0.00 - 0.465 10.00 4.00 0.00 0 0.00 I I I I I 1 I I I I P3 TES GLOSSARY I = INVERT ELEVATION IC = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT V = WALL ENTRANCE OR EXIT STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY I I I I I I I I I I I I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING I HEADING LINE NO 1 IS - 1056.00 OLIVENHAIN ROAD WIDENING REALIGNMENT AND H1DING LINE NO 2 IS - CITY OF CARLSBAD PROJECTO NO. 3466 HIDING LINE NO 3 IS - LINE-D3 H1 I I I I * I I I I I I I I I DATE: 7/27/1995 I E: 16:37 FOS15P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I RD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP 1 4 1.50 2 2 0 0.00 10.00 4.00 0.00 I I I I I I I I I I I I F 0 5 1 5 P PAGE NO 2 U WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * I U/S DATA STATION INVERT SECT W S ELEV 100.00 88.90 1 90.30 IEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 125.57 90.43 1 0.013 0.00 0.00 0.00 0 W NING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS EMENT NO 3 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 126.57 90.54 2 0.00 JEDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV INV + DC H1 I I I I . I • I I I I LICENSEE: Project Design Consultants F0515P PAGE 1 WATER SURFACE PROFILE LISTING I 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECTO NO. 3466 LINE-D3 LIONINVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 1EIEM SO SF AVE HF NORM DEPTH ZR 100.00 88.90 0.559 89.459 8.5 14.17 3.116 92.575 0.00 1.129 1.50 0.00 0.00 0 0.00 1.35 0.05984 .075195 0.10 0.590 0.00 1101.35 88.98 0.557 89.538 8.5 14.21 3.137 92.675 0.00 1.129 1.50 0.00 0.00 0 0.00 I 14.10 0.05984 .080705 1.14 0.590 0.00 115.45 89.83 0.538 90.363 8.5 14.89 3.441 93.804 0.00 1.129 1.50 0.00 0.00 0 0.00 10.12 0.05984 .092104 0.93 0.590 0.00 125.57 90.43 0.520 90.950 8.5 15.62 3.791 94.741 0.00 1.129 1.50 0.00 0.00 0 0.00 1 12657 90.54 0.520 91.060 8.5 4.09 0.259 -91.319 0.00 0.520 10.00 4.00 0.00 0 0.00 I I I I I I . I I I I I lIES 1. GLOSSARY I = INVERT ELEVATION = CRITICAL DEPTH = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL I= ENERGY GRADE LINE = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT TATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY I I I H H HI I I I I I V I V V I I V I I 1HEADING LINE NO 1 IS - rING LINE NO 2 IS - DING LINE NO 3 IS - I I I I I I I I I I I I 1 I FO515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-D4 1 DATE: 7/27/1995 I E: 16:40 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE RD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) E NO TYPE PIERS WIDTH DIAMETER WIDTH DROP I 1 4 1.50 2 2 0 0.00 10.00 4.00 0.00 I 1 H I I 1 I I I F 0 5 1 5 P PAGE NO 2 I WATER SURFACE PROFILE - ELEMENT CARD LISTING LEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.00 85.81 1 85.90 I EMENT NO 2 15 A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 113.34 86.00 1 0.013 0.00 0.00 0.00 0 INING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS EMENT NO 3 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT 14 S ELEV I 114.34 86.08 2 0.00 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN NDWKDS, W.S.ELEV INV + DC I I I I - 1 I I I I H I I I LICENSEE: Project Design Consultants F0515P PAGE 1 WATER SURFACE PROFILE LISTING I 1056.00 OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 LINE-D4 IA TION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER IE LEM SO SF AVE HF NORM DEPTH ZR 100.00 85.81 0.493 86.303 65 12.85 2.562 88.865 0.00 0.986 1.50 0.00 0.00 0 0.00 2.57 0.01424 .073352 0.19 0.770 0.00 1102.57 85.85 0.482 86.329 6.5 13.24 2.721 89.050 0.00 0.986 1.50 0.00 0.00 0 0.00 I 3.78 0.01424 .081798 0.31 0.770 0.00 106.35 85.90 0.465 86.365 6.5 13.89 2.995 89.360 0.00 0.986 1.50 0.00 0.00 0 0.00 3.59 0.01424 .093428 0.34 0.770 0.00 109.94 85.95 0.450 86.402 6.5 14.57 3.298 89.700 0.00 0.986 1.50 0.00 0.00 0 0.00 3.40 0.01424 .106786 0.36 0.770 0.00 I 113.34 86.00 0.435 86.435 6.5 15.29 3.632 90.067 0.00 0.986 1.50 0.00 0.00 0 0.00 114.34 86.08 0.435 86.515 6.5 3.74 0.217 86.732 0.00 0.435 10.00 4.00 0.00 0 0.00 I I I I . l I I I I I I PIlES 1. GLOSSARY I = INVERT ELEVATION IC = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL IE = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT I V = WALL ENTRANCE OR EXIT STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY I I I I APPENDIX D I, ROCK CLASS & FILTER BLANKET TABLE SOURCE STANDARD SPECIFICATIONS for PUBLIC WORKS CONSTRUCTION 1988 EDITION* 200-1.6.1 Selection of Rlprap and Filter UIoneT Material Filter Blanket (3) - Upper Layer(s) pt.l )pt.2 Vol. Rock Sec. Sec. Lower Ft/Sec Class 200 400 Opt. 3 Layer (1) (2) (4) (4) (5) (6) No.3 Back - 6-1 ing 3/16" CZ D.G. - No. 8ack 7-8 1 n 1/4" 03 D.C. - Fac- 8-9.5 leg 3/8" - D.G. - 3/4", il/i" .5-I1 Lighi 1/2" - P.S. - 3/4", 1/4 1 1/2" 11-13 Ton 3/4" - P.R. Send 3/4", 1/2 1 1/2" 13--I5 Ton - P. B. Send 15-17 1 Ten I 1/2" — Type B Send 17-20 Zion - Typo B Send Practical use of this table is limited to situations whore "T" is less than 0. (l) Average -velocIty In pipe or bottom velocity in energy dissipater, whichever is greater. If desired rlprep and filter blanket class Is not available, use next larger class. FIlter blanket thickness • 1 Foot or "1". which-ever is lass. Standard Specifications for Public Works Con- sh-uctlon. D.G. -'Disintegrated Granite, 1 MM to 10 MM P.S. • Prossad Mlsnelianeous Base Type S Type B bedding meterial (minimum 75% crushed particles. 100% passing 2 1/2" slave, 10% passing 1" sieve) Send 75% retained' on 1200 sieve. SECTION 201 - CONCRETE • MORTAR AND RELATED MATER I AU 201-1 PORTLAND CEMENT CONCRETE 201-1.1.2 Concrete Specified By Class (Pg. 88) In"Concrete Class Use Table" modify as 1o11ovs: Revise: Concrete Pavement (not integral with curb) 520-A-250 To Read: Concrete Pavement (not Integral with curb), Cross Gutter and Alley Aprons 560-C-325 Revise: Curb. Integral Curb and Pavement, Gutters Walk. Alley Aprons 520-C-250 To Read: Curb and Gutter (separate or combined) and Walks 520-C-25C Change concrete class for "SldehillSurface Drainage Facilities" from "500-C-2500" to 0520-C-2500". I D-1 CA) 0 0 (3) 0 03 rs) oil CA) p - f-n - CD CA p . - 0 0 CA) 0 0 — 0 CD 0 0 o -' Co !D - o (A) F-' ) '-1 o a, 0) 0 CL '-4 - CD 0 c-n - a' 0 0 °' ± 01— I I I k'-1. r- I Riprap size d, ft I I I I I I I I I I I I I I 1. oopppPPPP 0 - •.- -' - , ,, - r'. (A) .b. fl APPENDIX E Prepared for Fieldstone/La Costa Associates P.O. Box 9000-266 Carlsbad, CA 92009 Prepared by Howard H. Chang Ph.D., P.E. May, 1991 i 1. I. I I I I I I I . H' i . I 1 I I I I DRAINAGE STUDY FOR ENCINITAS CREEK I TABLE OF CONTENTS EXECUTIVE SUMMARY INTRODUCTION INPUT DATA FOR HEC-1 STUDY in. SITE SELECTION AND HYDROLOGIC DESIGN FOR DETENTION BASIN D RESULTS OF HYDROLOGY STUDY COMPARISON OF THIS HYDROLOGY STUDY WITH PREVIOUS STUDIES EVALUATION OF DRAINAGE FACILITIES Method of Evaluation Results of Evaluation RECOMMENDATIONS FOR DRAINAGE IMPROVEMENTS REFERENCES. LIST OF FIGURES FIGURES APPENDIX A. COMPUTATION OF LAG TIME AND BASIN D OUTFLOW APPENDIX B. INPUT/OUTPUT LISTINGS FOR HEC-1 STUDY APPENDIX C. IN[UT/OUTPUT LISTINGS FOR HEC-2 STUDY ATTACHMENTS Pocket #1 - Encinitas Creek Drainage Exhibit Prepared by Project Design Consultants, November 16, 1990 Pocket #2 A. Conceptual Plan of Detention Basin 'D' - may 1991 I 1 I P1 Li I I DRAINAGE STUDY FOR ENCINITAS CREEK I EXECUTIVE SUMMARY I A drainage study for the drainage basin of Encinitas Creek has been made. The purpose of the study is to obtain the 100-year flood discharges of the creek and its major tributaries. Existing drainage facilities along the main streams have been evaluated. Recommendations have also been made in order to solve the drainage inadequacies within the stream system. The drainage study considers the ultimate development under the established development constraints, so that the results are also valid in the long term. Under the existing conditions of Encinitas Creek prior to the construction of new floodwater detention basins, two existing facilities have been found to be inadequate in passing the design flow, these are The box culverts at La Costa Avenue, and the El Camino Real bridge near Olivenhain. Because of the insufficient sizes of such facilities, the 100-yr flood will overtop the roads and flood adjacent areas. The design flows of the creek, however, may be reduced by floodwater detention basins. Such basins also enhance groundwater recharge and wildlife habitats. Two such basins are already in place and a additional one will be constructed in the near future. There also exists another suitable site for a fourth detention basin. A total of four floodwater detention basins are in the picture, these are: Basin A - This existing basin as shown in Fig. 1 is located in subbasin 6A just above the Calle Barcelona Road crossing. The basin, is created by the road embankment of Calle Barcelona; the double 60-inch RCP under the road controls the outflow of the basin. Basin B - This existing basin as shown in Fig. 1 is located in subbasin 6 near the corner of El 1 1 I I I I I I I I El I I I I I I I I I 1 I I I I I I I I I I I Olivenhain Road and Rancho Santa Fe Road. It was constructed as a part of the nearby subdivision development. Basin C - This basin which should soon be constructed is located in La Costa Southwest II; its location is within subbasin 11 in Fig. 1. The 100-yr inflow discharge of 602 cfs to the basin is attenuated to 170 cfs by the basin:: Basin D - The selected site of this potential basin is in subbasin 7 as shown in Fig. 1. It is south of Olivenhain Road, just west of Rancho Santa Fe Road and east of the subdivision Bridgewater. The dam and spillway of the basin is located at the downstream outlet. The extent of the basin coincides with the existing floodway boundary. This open space area is selected in consideration of the following factors: (1) It may provide adequate flood attenuation such that the reduced discharge may pass through the bridge at El Camino Real, the basin does not take additional usable land since it is in the existing floodway, and other sites are less effective for floodwater storage. The flood discharges of the drainage system have been computed for different basin status. For each case, the drainage conditions are assessed. The specific problem areas and their solutions are described in the following. Box culverts at La Costa Avenue - Drainage under La Costa Avenue is provided by the triple 12 by 8 concrete box culverts. These culverts are basically free of siltation. The study results pertaining to these culverts indicate the following: The box culverts have inadequate capacity under the natural conditions of Encinitas Creek without detention basins. The box culverts will be adequate with detention basins A, B and C in place, subject to recommended minor improvements described later. Floodwater detention basin D will enhance the drainage condition at the box culverts. The road surface of La Costa Avenue is not even in elevation in the vicinity of the I i I I culverts. The surface area directly above the culverts is higher and the elevation drops in both east and west directions. Under this situation, even though floodwater may not overtop I the roadway directly above the culverts, it may still overtop the roadway on both sides. Overtopping of the roadway should be prevented; it may be accomplished by one of the I following measures: construction of a earth berm on the upstream side of La Costa Avenue to contain the I 100-year flood with a freeboard of at least one foot. a raise of the adjacent roadway elevation. 1 Channel reach west of El Camino Real and south of Olivenhain - This short channel reach I is along the south branch of Encinitas Creek upstream of the east branch, with a length of about 1,000 feet. Since the publication of the floodplain map in 1982, the floodway area I near the confluence - has been filled, to an average elevation slightly above the roadway elevation of El Camino Real. This landfill has some definite effects on the drainage through this channel reach and the 1982 floodway. I Cross sections used in the 1982 County study have been revised to reflect recent siltation of the stream bed and the landfill. Computed results along this reach show that I the roadway is not subject to inundation under the 100-year flood of Encinitas Creek. However, the landfill has invalidated the 1982 floodplain study; it pushes the floodplain I boundary toward the agricultural field on the west side of the channel. A new floodplain study is recommended. The new study will delineate the floodplain and floodway I boundaries under the actual channel configuration. I El Camino Real Bridge near Olivenhain - This bridge which drains the east branch of Encinitas Creek is located near the intersection of El Camino Real and Olivenhain. The I stream bed at the bridge crossing is now silted to the elevation of 75 feet. Siltation has significantly reduced the drainage capacity through the bridge opening. The existing I floodplain map also shows that this part of El Camino Real is within the floodway. I Drainage through the El Camino Real bridge has been evaluated for different I I conditions. For each case, the computed water-surface elevation at the upstream face of the bridge is compared with the roadway elevation. It may be concluded from this comparison that the bridge does not have adequate capacity under the existing conditions with floodwater detention basins A and B in place, but it will have sufficient capacity after detention basin D is constructed. The drainage capacity of the bridge may also be improved to the 100-year flood standard without the construction of detention basin D. The alternative is dredging of the stream channel in the vicinity of the bridge. The floodplain map of this area should be updated after the improvements are made. Accelerated siltation of the stream channel for Encinitas Creek can be attributed to cultivation and construction grading. Sediment control measures during the grading period are recommended to mitigate the siltation problem. Dredging of the stream channel, perhaps outside the coastal zone (west of El Camino Real), will also alleviate the siltation problem. Detention Basin D will require little or no maintenance. A detention basin requires maintenance dredging if siltation reduces its storage capacity. In the case of detention basin D, there exist two upstream detention basins (A and B) which will detain most of the sediment inflow supplied by the drainage basin. For this reason, siltation of detention basin D is expected to be very slow and it should not present a maintenance problem. I I I I 4 I DRAINAGE STUDY FOR ENCINITAS CREEK I. INTRODUCFION This hydrology study has been made for the drainage basin of Encinitas Creek in the City of Carlsbad and City of Encinitas, as shown in Fig. 1. The purpose of the study is to obtain the 100-year flood discharges of the creek and its major tributaries. Existing drainage facilities along these streams will be evaluated. Recommendations will be made in order to solve inadequate drainage situations of the stream system. The hydrology study considers the ultimate development under the established development constraints, so that the results obtained at this time- are also valid in the long term. The drainage of Encinitas Creek has already been modified by the use of floodwater detention basins which attenuate the flood discharge. Such basins also enhance ground- water recharge and wildlife habitats. A total -of four floodwater detention basins are described in this report, these are: ¼ Basin A - This existing basin as shown in Fig. 1 is located in the east branch of Encinitas Creek (subbasin 6A) just above the Calle Barcelona Road crossing. The basin is created by the road embankment of Calle Barcelona; the double 60-inch RCP under the road controls the outflow of the basin. I Basin B - This existing basin as shown in Fig. 1 is located in subbasin 6 near the I corner of Olivenhain Road and Rancho Santa Fe Road. It was constructed as a part of the nearby subdivision development. Fig. 2 shows the dam and spillway at the basin outlet. I Basin C - This basin which should soon be constructed is located in La Costa Southwest H; its location is also marked in subbasin 11 of Fig. 1. The hydrologic I 5 I I I I design of the basin is described in the report Hydrology Design of Floodwater Detention Basin for La Costa Southwest, 1989, by Chang. Design drawings of the basin have been prepared by Hunsaker and Associates of San Diego. The inflow peak discharge to the basin is 602 cfs for the 100-year event; it is attenuated by the basin to 170 cfs. Basin D - The site of this basin as selected is in subbasin 7, south of Olivenhain Road and just east of Rancho Santa Fe Road as shown in Fig. 3. The dam and spillway of the basin is to be located at the downstream outlet. Site selection and hydrologic design of this floodwater detention basin are described in a later section. Because of the existing and future floodwater detention basins, this drainage study covers the following cases: Case 1 - This case is for the baseline conditions of Encinitas Creek prior to the construction of any floodwater detention basin. The ultimate development condition of the drainage basin is assumed for hydrological computation. Case 2 - This case is for the stream system with floodwater detention basins A, B, and C in place but without Basin D. This case reflects the existing condition with the additional approved Basin C. Case 3 - This case is for the stream system with all floodwater detention basins in place. This study is guided by the Hydrology Manual of the County of San Diego, updated in 1985. As specified, in the manual, the SCS method for hydrology shall be applied to drainage basins that are larger than 0.5 square mile. The HEC-1 computer model developed by the U. S. Army Corps of Engineers, which employs the SCS method, is the principle tool for this study. The drainage subbasins as selected in this study are shown in Fig. 1, together with points of concentration at the respective subbasin outlets. The I I Hydrology Manual also specifies the use of the rational method for drainage basins that are less than 0.5 square mile in area. The rational method is a simpler method which provides I the design discharge of specific drain facilities. This study does not cover the rational method since such facilities are selected with future development. An important objective of the present study is to identify drainage problems and then I develop adequate countermeasures for the problem areas. The alluvial channel of Encinitas Creek has been undergoing siltation in recent years. Siltation has significantly reduced the drainage capacity for the bridge on El Camino Real near the intersection of Olivenhain Road. Suitable solutions for this problem, together with those for other problems, shall be determined. H. INPUT DATA FOR HEC-1 STUDY For the purpose of hydrologic computation, certain basin characteristics are required. Such characteristics include basin area, precipitation zone number (PZN), antecedent moisture condition, precipitation, SCS curve number (CN), lag time, etc. Methods for obtaining such characteristics are described below separately. Basin Area - The area of a drainage basin is measured directly from the drainage I basin map. Precipitation Zone Number (PZN) - This value for a subbasin is obtained from Fig. I-A-3 of the County Hydrology Manual. The coastal line has the PZN value of 1 and the I PZN of 1.5 line is east of the study area. Subbasins in the study area have PZN values ranging from 1.1 to 1.3. Antecedent Moisture Condition (AMC) - The AMC for the 100-year flood is computed based on the PZN value of the basin according to the following relation form the Hydrology Manual I I 7 I I I PZN - 1.0 AMC = 2.0 + (3.0 - 2.0) 2.0-1.0 Runoff Curve Number (CN) - In the SCS method for runoff estimation, the CN value is used. Table I-A-1 of the Hydrology Manual lists the CN values related to land use, land treatment or practice, hydrologic condition, and soil type. The CN values for the AMC of 2 are listed in the manual. Adjustment to other AMCs is based on the information shown in Table I-A-5 of the manual. Precipitation - The 100-year 6-hour storm and 24-hour storm are used in this study. The precipitation in inches for each case is obtained from the precipitation map in the Hydrology Manual. The values so obtained are listed in Table 1. Precipitation is distributed in accordance with the Type B distribution curve. When both storms are applied in the study, the 6-hour storm normally produces higher runoff discharges in small basins, while the 24-hour storm generates higher discharges for large basins. The larger of the two discharges so obtained is adopted. In this study, the 6-hour storm produces higher runoff discharges. Lag Time - The lag time relationship is based on criteria developed by the U. S. Army Crops of Engineers adopted in the Hydrology Manual. Lag is defined as the time in hours from the center of mass of the excess rainfall to the peak discharge, it is an empirical expression of the physical characteristics of a drainage area in terms of time. The lag time computation for this study is given in Appendix A, and the results are listed in Table 1 below. Table 1. Summary of Drainage Basin Characteristics for Encinitas Creek Subbasin Area PZN AMC Rainfall, in. CN Lag Time sq. mi. . 6-hr. 24-hr. hrs. 1 0.88 1.2 2.2 2.8 4.5 89 0.117 2 0.58 1.2 2.2 2.8 4.7 87 0.107 8 ii 4 0.74 1.1 2.1 2.7 4.5 87 0.148 5A 0.64 1.3 2.3 2.9 5.0 89 0.274 5 0.68 1.2 2.2 2.8 4.8 89 0.212 6A 0.20 1.2 2.2 2.8 4.9 89 0.078 I 6B 0.37 1.3 2.3 2.9 5.0 90 0.137 6C 0.65 1.3 2.3 2.9 5.1 88 0.216 6 0.25 1.2 2.2 2.8 4.8 89 0.101 8A 0.09 1.2 2.2 2.8 4.8 82 0.105 I 8B 0.53 1.2 2.2 2.8 4.8 82 0.248 8(8A+8B) 0.62 1.2 2.2 2.8 4.7 82 0.347 I 10 0.42 1.1 2.2 2.7 4.5 82 0.189 11 0.65 1.2 2.2 2.8 4.7 88 0.102 1 13 0.66 1.1 2.1 2.7 4.5 82 0.262 I Total area = 7.34 square miles I III. SITE SELECTION AND HYDROLOGIC DESIGN FOR DETENTION BASIN D Site selection and hydrologic design of the new floodwater detention basin (Basin D) I are described herein. The selected site of this floodwater detention basin as shown in Fig. 3 is south of Olivenhain Road, west of Rancho Santa Fe Road, and east of the new I subdivision Bridgewater. The extent of the basin coincides with the existing floodway I boundary. It has an average length of 1,320 feet, an average width of 375 feet, and a surface area of about 11 acres. This open space area has been selected in consideration of the I following factors: It provides adequate floodwater storage for flood discharge attenuation such that the I reduced discharge may pass through the bridge at El Camino Real. With the floodway as its boundary, the basin does not take additional usable land. Other sites are less effective for flood discharge attenuation. I 9 P Ij I I The elevation-surface area relation for the basin is employed in storage routing. The tabulation of elevation-surface area for the basin is given below. Elevation Storage volume 7 ' feet acre-feet I 100 0 0 102 3.8 I 104 15.2 106 38.4 1 108 61.0 1 110 83.6 Hydrologic design of this basin is based on HEC-1 computations. In this process, an I initial dam and spillway configuration for the basin is first assumed. This spillway is a - broad-crested weir with sloped upstream and downstream faces and rounded corners. I Hydraulic computation for its stage-discharge relationship is given in Appendix A. The 100- year flood is routed through this basin using the HEC-1 computation. The results of the I routing are evaluated to see if they meet the requirements for flood control. The spillway configuration is then adjusted until the results are satisfactory. The design configuration as finalized in the study has the following features: I Spillway crest elevation: 106 feet Length of spillway (dimension perpendicular to flow): 28 feet I Width of spillway (dimension in flow direction): 10 feet Spillway side slope: vertical I Maxima outflow discharge: 753 cfs I Water surface elevation at spillway crest at maximum discharge: 108.8 feet Maximum stage in basin: 110.08 feet I Maximum storage in basin: 83.6 acre-feet Size of pipe spillway: 36" RCP IV. RESULTS OF HYDROLOGY STUDY I 10 I Results of the hydrology study for different cases are summarized in Table 2. Other detailed output information can be found from the computer listings of HEC-1 in Appendix B. The effectiveness of the floodwater detention basins may be observed from a comparison of the tabulated peak discharges for the cases listed. Table 2. Summary of Peak Discharges for the 100-Year Flood Point Area Case 1 Conc. sq. mi. No basin Case Case BasinsA+B+C BasinsA+B+C+D 6C 0.65 561 561 561 6B 1.02 900 900 900 6A 1.22 1,025 1,025 1,025 6 1.47 1,215 734 734 5A 0.64 539 539 539 5 1.32 1,051 1,051 1,051 7 2.79 2,241 1,163 1,163 8 3.41 2,597 1,465 827 1 0.88 842 842 842 2 0.58 511 511 511 3 1.46 1,353 1,353 1,353 4 2.20 1,891 1,890 1,890 9 5.61 4,047 2,832 2,238 10 6.03 4,207 3,013 2,456 11 0.65 602 170 170 12 6.68 4,450 3,181 2,622 13 7.34 4,725 3,450 2,926 The difference in discharge among these cases is a direct result of floodwater detention basins, which will provide substantial attenuation of the peak discharge. The simulated inflow and outflow hydrographs for basins A, B, C, and D are shown in Figs. 4 to 7, respectively. For basin D, the inflow hydrograph has a peak discharge of 1,185 cfs, 11 whereas the outflow has 753 cfs. In addition to the reduction of the peak discharge, this detention basin also delays the time of peak for the flood. In this case, the peak time for the inflow is 3.03 hours and that for the outflow is 4.40 hours. The delay of the peak time is beneficial for the main channel of Encinitas Creek downstream of the confluence of the east and south branches. Since the south branch has an earlier peak time, the delay of the peak time for the east branch by detention basin D is an important factor for the extent of flood attenuation achieved for the main channel below the confluence. It is also apparent from the graphical results of Figs. 4 to 7 that each detention basin will generate a outflow hydrograph with a much more uniform distribution of the discharge with a longer duration. Characteristics of the storage and outflow hydrograph for basin D are summarized below: Peak storage: 83.6 acre-feet Peak stage: 110.08 feet Maximum storage duration: 6 hrs. (from 2 hrs. and 40 minutes to 8 hrs. and 40 minutes after the start of rain) Maximum storage depth: about 10 feet (110 feet - 100 feet) Average storage depth of basin at peak stage: about 6 feet Duration of maximum storage depth: somewhat less than 1 hr. Duration of storage after rainfall: 2.7 hrs. The maximum storage in the reservoir of 83.6 acre-feet corresponds to the maximum water level of 110.08 feet. This stage is about one foot below the roadway elevation of Rancho Santa Fe Road. I V. COMPARISON OF THIS HYDROLOGY STUDY WITH PREVIOUS STUDIES 1• The discharges for case 1 obtained in this study are compared with those of the previous I studies. Table 3 summarizes the computed peak discharge of the 100-year flood for these cases. I 12 I I I I I I I I I I I I I 1 Table 3. Comparison of Peak Discharges for 100-Year Flood Point Area Corps Koebig County Rick This Study Conc. sq. mi. 1971 1975 1980 1988 1990 6C 0.65 672 561 6B 1.02 1,047 900 6A 1.22 . 1,229 1,025 6 1.47 1,260 1,365 1,446 1,215 5A 0.64 604 539. 5 1.32 1,300 1,22 1,183 1,051 7 2.79 2,750 2,621 2,629 2,241 8 3.41 . 2,900 2,383 2,866 2,597 1 0:88 . . 930 850 842 2 0.58 600 650 513 511 3 1.46 1,500 1,633 1,362 1,353 4 2.20 S 1,950 1,891 9 5.61 4,300 4,294 4,817 4,047 10 6.03 4,190 3,856 5,015 4,207 11 0.65 530 602 602 12 6.68 4,313 5,572 4,450 13 7.34 4,500 4,698 4,556 5,920 4,725 It appears from this comparison that the peak discharges are generally similar although those obtained by Rick Engineering tend to be higher. This difference is primarily due to the estimation of the lag time for the subbasins. VI. EVALUATION OF DRAINAGE FACILITIES Certain drainage facilities have been found to be inadequate in previous studies. All drainage facilities along the stream channel included in the hydrology study are evaluated in this study. Those facilities that may be inadequate are listed below. 13 I I 14 Box culverts at La Costa Avenue - Cross drainage under La Costa Avenue is provided by the triple 12 by 8 concrete box culverts, see Fig. 8. These culverts are basically free of siltation. Floodplain map for Encinitas Creek in the vicinity of these culverts is shown in Fig. 9, which also has the cross-section locations. The cross sectional profile at the culvert outlet is shown in Fig. 10. Channel reach west of El Camino Real and south of Olivenhain - This short channel reach is along the south branch of Encinitas Creek upstream of the east branch, see Fig. 11. This reach has a length of about 1,000 feet, from section 1.303 to 1.520. Figure 11 is the 1982 floodplain map of this area, which shows that a part of El Camino Real is within the floodway. Since the publication of this floodplain map, the floodway area near section 1.403 west of El Camino Real has been filled, to an average elevation slightly above the roadway elevation of El Camino Real. Cross-sectional profiles for these sections are shown in Figs. 12 to 15. This landfill has some definite effects on the drainage along this channel reach and the 1982 floodway delineation to be evaluated in a following section. El Camino Real Bridge near Olivenhain - This bridge which drains the east branch of Encinitas Creek is located near the intersection of El Camino Real and Olivenhain, see Fig. 11. The cross sections 0.000 to 0.023 shown in Fig. 11 are along the east branch in the vicinity of the bridge; their prpfiles are shown in Figs. 16 and 17. The stream bed at the bridge crossing as shown in Fig. 18 is now silted to the elevation of 75 feet. The flood plain map of Fig. 11 also shows that a part of El Camino Real is within the floodway, primarily due to the insufficient drainage capacity of the bridge. Method of Evaluation - The drainage capacities of these facilities are evaluated based on the HEC-2 program develofed by the U. S. Army Corps of Engineers. Input/output listings of the HEC-2 computations are included in Appendix C. Three different sets of discharges, as listed in Table 2 for cases 1, 2 and 3 respectively, are used. Cross sections used in this study follow those for the floodplain study made by the County of San Diego in 1982, except the elevations are updated to reflect the recent siltation and landfill. Such cross sections near the subject facilities are shown in Figs. 10 and 16. I I I I F, I I I I I I 1 I 1 I I I Results of Evaluation - Based on the HEC-2 results, the drainage conditions for the facilities I are described below separately. I (1) Box culverts at La Costa Avenue - The HEC-2 results pertaining to these culverts for three different discharges are tabulated below. The discharge of 4,725 cfs is the 100-year I flood for natural conditions without any floodwater detention basin, 3,450 cfs is for the case with detention basins A, B and C in place, and the discharge of 2,926 cfs is for the case with I all four detention basins in place. Sec. No Location. Computed Water Surface Elev. in feet 4.725 cfs 3.450 cfs 2.926 cfs 1 0.053 At 10' D/S of culverts 16.90 16.90 15.84 0.054 At D/S face of culverts 18.40 16.91 15.88 I 0.063 At U/S face of culverts 23.12 17.99 17.15 0.064 At 10' U/S of culverts 23.57 18.85 17.63 The computed water-surface elevations are compared with the culvert low chord I elevation of 17.8 feet and the top of roadway elevation of 18.8 feet at the upstream face. At the discharge of 4,725 cfs, the roadway surface will be overtopped. The discharge of I 3,450 will pass through the culverts as pressure flow and the roadway surface is above the I water level by 0.8 foot. At the discharge of 2,926 cfs, the flow will pass through the culverts as low flow, with a freeboard well over 1 foot. Based on these results, the following may be concluded: I (i) The box culverts have inadequate capacity under the natural conditions of I Encinitas Creek without detention basins. The box culverts will be adequate with detention basins A, B and C in place, I subject to recommended improvements described later in this section. Floodwater detention basin D will enhance the drainage condition at the box u culverts. I.. I I It is important to point out that the road surface of La Costa Avenue is not even in elevation in the vicinity of the culverts. The surface area directly above the culverts is higher and the elevation drops off in both east and west directions. Under this situation, even though the floodwater may not overtop the roadway directly above the culverts, it may still overtop the roadway on both sides. Overtopping of the roadway should be prevented; it may be accomplished by one of the following measures: construction of a earth berm on the upstream side of La Costa Avenue to contain the 100-year flood with a freeboard of about 3 feet. a raise of the roadway elevation. Overtopping flow is not assumed in the HEC-2 computations. (2) Channel reach west of El Camino Real and south of Olivenhain - Cross sections used in the 1982 County study have been revised to reflect recent siltation of the stream bed and landfill. Computed water-surface elevations at those cross sections along this reach are listed blow, together with the corresponding roadway elevations of El Camino Real. Computed Cross Section Water Surface Elev, Road Surface Elev. feet . feet 1.313 78.40 84.5 1.403 80.70 82.0 1.420 83.97 84.5 1.520 88.99 89.2 I The results show that the computed 100-year flood levels are just below their corresponding roadway elevations of El Camino Real. Therefore, the roadway is not subject I to inundation under the 100-year flood of Encinitas Creek. I The landfill has invalidated the 1982 flood plain study; it pushes the floodplain boundary toward the agricultural field on the west side of the channel. A new floodplain study is recommended. The new study will delineate the floodplain and floodway I 16 I I boundaries under the actual channel configuration. (3) El Camino Real Bridge near Olivenhain - The HEC-2 results pertaining to this bridge under three different discharge are tabulated below. The discharge of 2,597 cfs is for the natural conditions without any floodwater detention basin; the value of 1,465 cfs is for the existing 100-year discharge with detention basins A and B in place; and the discharge of 832 I cfs is for the case when detention basin D is also constructed. U Sec. No Location Computed Water Surface Elev. in feet 2.597 cfs 1.465 cfs 832 cfs I 0.000 At 40' D/S of bridge 79.46 78.69 78.27 0.006 At D/S face of bridge 81.74 79.47 78.19 I 0.021 At U/S face of bridge 85.01 82.03 79.61 0.023 At 20' U/S of bridge 85.02 82.03 79.61 0.110 At 491' U/S of bridge 85.07 82.31 80.46 I The computed water-surface elevations are compared with the bridge low chord elevation of 79 feet and the top of roadway elevation of 81 feet. At the discharge of 2,597 I cfs, the roadway will be overtopped. The same situation occurs under the discharge of 1,465 cfs. At the discharge of 832 cfs, however, the flow will pass through the bridge opening with a freeboard of at least 1 foot measured from the roadway elevation. It may therefore be concluded that the bridge does not have adequate capacity under the existing conditions I with floodwater detention A and B in place, but it will have sufficient capacity after detention basin D is constructed. V Of course the drainage capacity of the bridge may also be improved to pass the 100- year flood without the construction of detention basin D. The alternative is dredging of the stream channel in the vicinity of the bridge. The dredging requirements for passing the present 100-year discharge of 1,465 cfs are given in the previous study by Rick Engineering. The floodplain map of this area should be updated after the improvements are made. I 17 I VII. RECOMMENDATIONS FOR DRAINAGE IMPROVEMENTS Recommendations are made herein to provide countermeasures for the drainage problems at the facilities described above, including the following items. The box culverts at La Costa Avenue has been determined to be adequate for the 100- year flood after detention basin C in La Costa Southwest II is constructed. While the culverts will have the proper capacity, floodwater may still overtop the roadway on the east and west sides of the culverts. To avoid overtopping flow, a berm is recommended at the upstream side of La Costa Avenue. It may be a simple earth berm, similar to what has been installed at Calle Barcelona for the same purpose. The present improper drainage through the El Camino Real bridge near Olivenhain may be resolved by dredging the stream bed or by building floodwater detention basin D. This basin will attenuate the 100-year flood discharge to be within the present capacity of the bridge crossing and it will also enhance the drainage condition at La Costa Avenue. The floodplain map for Encinitas Creek needs to updated to reflect the recent landfill west of El Camino Real and south of Olivenhain. The floodplain map should also be updated to reflect the changes in flood discharges due to the recent floodwater detention basins. The existing floodplain and floodway on the roadway of El Camino Real may be totally eliminated after recommended improvements are implemented. Accelerated siltation of the stream channel for Encinitas Creek can be attributed to cultivation and construction grading. Sediment control measures during the grading period I are recommended to mitigate the siltation problem. Dredging of the stream channel outside the coastal zone (west of El Camino Real) will alleviate the siltation problem. I I I 18 I Vifi. REFERENCES tt[ Costa Southwest II, Detention and Desilting Basins", prepared for La Costa Ranch Company, by Hunsaker and Associates of San Diego, Inc, 1988. "Flood Plain Information for San Marcos Creek", Corps of Engineers, Los Angeles District, 1971. "Zone 1 Comprehensive Drainage Study", Prepared for San Diego County Flood Control District by Koebig and Koebig, 1975. "Hydrology Report for Encinitas Creek", YF0645, County of San Diego, 1980. "Encinitas Creek Watershed HEC-1 Model Analysis Hydrology Report", Rick Engineering Company, August 19, 1988. "Hydrology Manual", County of San Diego, January 1985. 19 I I UST OF FIGURES I Fig. 1. Drainage basin of Encinitas Creek Fig. 2. Dam and spillway of floodwater detention basin B I Fig. 3. Map showing the selected location of floodwater detention basin D. The basin boundary coincides with the floodway boundary. Scale, of map: 1 inch = 200 feet I Fig. 4. Simulated inflow and outflow hydrographs and time variation of floodwater storage for floodwater detention basin A Fig. 5. Simulated inflow and outflow hydrographs and time variation of floodwater storage for floodwater detention basin B Fig. 6. Simulated inflow and outflow hydrographs and time variation of floodwater storage for floodwater detention basin C Fig. 7. Simulated inflow and outflow hydrographs and time variation of floodwater storage for floodwater detention basin D Fig. 8. Downstream side of box culverts at La Costa Avenue Fig. 9. Floodplain map of Encinitas Creek in the vicinity of La Costa Avenue Scale of map: 1 inch = 200 feet Fig. 10. Cross-sectional profile at downstream side of box culverts Fig. 11. Flood plain map of Encinitas Creek near the confluence of east and south stream branches. Scale of map: 1 inch = 200 feet Fig. 12. Cross-sectional profile for section 1.313 Fig. 13. Cross-sectional profile for section 1.403 Fig. 14. Cross-sectional profile for section 1.420 Fig. 15. Cross-sectional profile for section 1.520 Fig. 16. Cross-sectional profile at downstream side of El Camino Real bridge Fig. 17. Cross-sectional profile at upstream side of El Camino Real bridge Fig. 18. Downstream side of bridge at El Camino Real and Olivenhain I cl I AGDOV 'I I' 35 b I kt I - — -)- L J • ----- I : Fig. 1. Drainage basin of Encintas Creek point of concentration ED drainage subbasin ( - floodwater detention basin High ~ieh ZI Met fle -' • - .j. - •• .-•• • •-. .• .-..-. .• - .• .•---• ;•_ - . - - - - .•-.c•. - ••' -, - 1' •. . _________________ • - -:: :'- - -- j .••.-&.•- .• -- - -.• - .--.•--.p ç:j -. 1_ - YT NWL 1 *1 ! - 44 H. 4. ' . _1 Fig 3 Map showing the selected location of flood X. - water detention basin D The basin boundary coincides with the floodway boundary. 4 4 3 Scale of map 1 inch = 200 feet - 6 -- - - . .; LA I L (I) INFLOW, (0) OUTFLOW 0. 100. 200. 300. 400. 500. 600 700. 800. 0 0. 0. 0. (S) STORAGE 0. 0. 0. 0. 0. 0. 0 20. 40. 60 0. 0. 0. DAHRMN PER 120000 11 --------- .--- ---------------------------------------------- s---------.---------.---------. ------------------ 120202 62. . . . . S . . . 120204 63. . . . . . S . . . 120206 64. - . - . . S . . 120208 65. . . . . . S . . . 120210 66. . . . . . S120212 67. S 120214 68. S : 120216 69. . . . . . .S 120218 70. . . . . .S . . . 120220 71................. 120222 72. . . . . . .S . . -' 120334 108. 120224 73. . . . . .S . . . 7 C 120226 74. . . . . . .S . . 0 12022875. . . . . .S . . 030) 120230 76. . . . . . . S . . 0. 12023277. . . . . .S . . 0. 12023478. . . - . . .S 12023679. . . . .S . . ..$. 120238 80. . . . . . . S . . . CD 120240 81................................ 120242 82. - . . . . . S - . 0 - 120246 84 S .k - CD 120248 85 S ..,.CL 120250 86 . S. A - -. --ft . 120252 87 sit . 0 12025488 - 0 C 120256 89 I S 0 Q - 120258 90 - I, S 0) 0 - 120300 91.................I.s..........Q?. . - 120302 92 - . S - 120336 109. 12030493 . S • 120306 94 - . S . - 12030895 - - .li S . - 120310 96 - - - I 0 120312 97.120314 98. 120316 99. 120318 100. .................................)...S!f iH 120330 106.: : : : I ) 120328 105. : 120332 107. ' :/-': 120338 110.:% :': : ...................................i" ......... 120342 112. S CD 120346 fl120344 : : :04 %1 : : : 120348 115 . 01 .s . 120350 116 . it .s . 120352 117 . 10 .S . 120354 118 . Jr • - .S . 120356 119 - - . I 0 .S - 120358 120 1' 0 .s - 120400 121........................._4 ...................................... 120402122 A' 0' .S . 120404123 - K 0 .s . 120406124 - . i' . 0 .S . 120408125 - .1' .0 .S . 120410 126 f .0 S . 120412 127 - - 4' tl S . 120414128 - f . 0 S - 120416129 I . 0 S . 120418130 - - I . 0 s . 120420 131.................A ........................s .................... 120422 132 Y 0 S . 120424 133 .1 0 S . 120426134 I S . 120428 135 i' S . 120430136 I .0' S . 120432137 . I' - 0' S . 120434138 11 - S . 120436139 t - . S • S - 120438140 it M - S . 120440 141 .........................................s ..................... 120442142. . . I - . . . . S. . 120444143. . . /1 - 0 . . . . S 120446144. . . I . 0' - . . . S 120448145. . . . . . . . S 120450166. . - Il . . . - . S . . 120452147. . . . . . . . S . . 120454 148. . - 4 .0 . . . . S . . 120456 149. . - I 4) . . . . S . . 120458150. . .1 51 . . . . S . . . . I I (I) INFLOW, (0) OUTFLOW 0. 200. 400. 600. 800. 1000. 1200. 0. 0. 0. 0. 0. 0. (S) STORAGE 0. 0. 0. 0. 0. 0. 0. 5. 10. 15. 20. 0. 0. DAHRMN PER 120000 11 ----------------------------------------------------------- s---------. ---------. ---------. --------------------------- 120206 64. . . . . . s . . . 120208 65. \1 . . . . . S . . 120210 66. 'L . . . . . . S . . 120212 67. it . . . . . S . . . . '1 120214 68. K . . . . . S 120216 69. K . . . . . S . . . . 120218 70. Is. . . . . . S . . . .Cil 120220 71. . . 120222 72. . . . . .S . . . 120224 73. .'h. . . . . .S 120226 74. . "K.. . . . . . S 120228 75. K.... . . . . . S 120230 76. . . . . . S . . . . 0) 120232 77. . . '1-... . . . . S . . . 0. . 120234 78.120236 79. S CD s: : 120238 80 S . '-'- . 120240 81............-i- ..............s ..............-: 120242 82 . 1.-. . S 0 120244 83. r.. . . . . s . . CD o: 120246 84. . . . . I, . . S . . .-.. M. 120248 85. . . . . . . . S . CD . -, 120250 86. . . . . . . . . S . 0 - ,cvJ 01 . -. 120256 88 S . ° 5: 0 120256 89 Ii' S. 0- 120258 90 '4 S CT CL 120300 91.......................................S 0). . .0 120302 92 ,... . S Ln. . 120304 93 1 . S . 120306 94 . S (D 120308 95 . S '. 120310 96 0 . S 2 CL -' 120312 97 . S 0. 0 12031498 .., .S .'.CO 120316 99 .5 . ' 120318 100' CQ . 120320 101.......................................................... 120322 102 . S . 120324 103 . S . 120326 104 . S . 120328 105 . S . 120330 106 0 " . S . 120332 107 0 . S . 120334108 0 .S W . 120336109 S . 120338 110 . S . 120340 111........................................s . . . ................. 120342 112 . C/ . S . 120344113 . 0 . S Eo. 120346114 0 • . S . . 120348 115 I . S . . 120350 116 Il . S . . 120352 117 V 0 . S . . 120354118 I 0 .S . . 120356 119 1 M S . . 120358 120 1/ .0' . S . . 120400 121..........0'.........................S .......................... 120402122 . I 0' S . 120404 123 . I 0 S . 120406124 . I 6 S . 120408125 . 1 0 S . 120410126 .11 S . 120412127 .1 O S . 120414128 .1 0 . S . 120416129 .J . . S . . 120418130 .V 0 . . S . . 120420 131 ......I.d...........................S ............................ 120422 132 .1 .0 . . S . . 120424 133 .110 . . S . . 120426 134 .11) . . S . . 120428 135 ID . . S . . 120430136 01) . . S . . 120432 137 I1 . . S . . 120434 138 10 . . S . . 120436 139 10 . . S . . 120438 140 •U) . . S . . 120440 141.....1/ .........................S .............................. 120442 142 . . S . . 120444 143 10 . . S . . 120446 144 JO . . S . . 120448 145 10 . . S . . 120450 146 10 . . S . . 120452 147 10 . . S . . 120454 148 . . S . . 120456 149 . . S . . 120458 150 . .S . . 120958 3001----------------------------------------------------------- S----------------------------------------------------------- I I I I I I p I I I I I I (I) INFLOW, (0) OUTFLOW 0. 100. 200. 300. 400. 500. 600. 700. 0. 0. 0. 0. 0. (S) STORAGE 0. 0. 0. 0. 0. .0 0 5 10. 15 20 0. 0. DAHRNN PER 120000 11 ----------------------------------------------------------- S ---------- ---------. ---------. 120156 59. 1 . . . . .S . . . 120158 60. 1 . . .S . . . 120200 61. . 120202 62. 1* 120204 63.. : : 12020664. 'J . . . . .S 120208 65. . . . . S 120210 66 I . S120212 67. 120214 68 1: : : : : 120216 69 'L . . S 120218 70 '. .120220 71 . . .....................S ................ . . .: 120222 72. S 0 120224 73. S CL CD (D 120226 74. S CL. 120228 75. S. 120230 76. 120232 77. S$ 120234 78. 120236 79. s 0 120238 80 CD* S. 120242 82. s CL 12024483 s. 120246 84 '4 S . . 5 0 120248 85 P • .S . o 120250 86 ' - S 0. Q• . 120252 87 , - • S ). 0 120256 88 - S 22. n 120256 89. so 0 S =3. 12025890 - S 120300 91.............................................................sc 120302 92 0 - C' • s - 120304 93 - $ . C) 0 - 120306 94 , - • S . •' CD 120308 95 '4 - . S . 120310 96 p - S - CD 120312 97 ii S . 120314 98 0 S120316 99. S . u. 120318 100. .................................................................................... 120322 102 - - - 120324 103 . 120326 lot - S 120328 105 . S 120330 106 • • S 120332 107 - S 120334 108 S - 120336 109 - S 120338 110 - S 120340 111............................................................................... 120342 112 • S 120344 113 . • . S 120346 114 S . 120348 115 - • . S - 120350 116 . - S . 120352 117 S 120354 118 S - 120356 119 • S 120358 120 S 120400 121...........................................................S ............ 120402 122 S 120404 123 - . S 120406 124 - S 120408 125 - . S 120410 126 - S 120412 127 . S • 120414 128 . S 120416 129 . . S 120418 130 - - - S 120420 131...................................................................... 120422 132 . S 120424 133 - . S 120426 134 • . S 120428 135 .S 120430 136 .S 120432 137 - .S 120434 138 S 120436 139 S 120438 140 S 120440 141 .................................................................... 120442 142. . . . . . . . S. . 120444 143. . . . . . . . . S 120446 144. . . . . . . . . S - .. 120448 145. . . . . . . .. . S 120450 146. . . . . . . . . . S 120452 147. . . . . . . . . S . . I I (I) INFLOW, (0) OUTFLOW 200. 400. 600. 0 0. 0. 800. 1000. 1200. S) STORAGE 120. 0. 0. 0. 0. 0. 0. 40. 80. . ---------. ---------. ---------. ---------. ---------S---------. ...................................S .............................. - . . . S - . . I 1 S 0- 120256 89. S a 120302 92. 0 . . - . . I. S . . . CD. 120304 93. ' . . . . . . S . . - - 120306 94. . . . . . A. . . - . .. 120308 95. .. . . . . . . S . . T 0 120310 96. ' - . . . . . S - . . C 120312 97. . . . - . . . .S . . D. c 120314 98. . - . . . . . S . . 0). 0 120316 99. . . - . . . . S . . •. , 120318 100. . . . . . . S . . . - 120322 102. s CL 120324 103. cn -1 120326104 , S U 0 0 120328105 1-' S 120330 106. . 0. . . •o . S . - . 120332 107. . . . - . - S . - 'ID -o - 120334 108. . 0. . . . . . S . . . 120336 109. . Oh.. . . .'.4 . . j. S 120338 110 .P . o S - 120340 111.......................'1 - . S ..................... 120342 112. 1203" 113.: : : : 120346 114. - . C' S - 120348 115. . . . - I .d . . S . 120350 116. . . . I . . . S - . 120352 117. 120354 118.: : : : / : : : S : 120356 119 I - S . 120358 120 - 11 S 120400 - 120402 1 : ............ . .......................................... 120404123 S . 120406124 1 S - 120408125 .S . 120410 126 - - .S . 120412 127 - - .S . 120414 128 - .S . 120416 129 .S . 120418 130 - .S . 120420 131............................................................... 120422 132 .S . 120424 133 .S . 120426 134 .S . 120428 135 .S . 120430 136 .S . 120432 137 .S . 120434 138 - - .S . 120436 139 - .S . 120438 140 .S . 120440 141.............................................................. 120442 142 - .S . 120444 143 - S - 120446 144 S . 120448 145 S . 120450 146 - - S . 120452 147 - S . 120454 148 - S . 120456 149 S . 120458 150 - - S . 120500 151..........................................S .................... 120502 152 S . 120504 153 S . 120506 154 S . 120508 155 S . 11 I 0. 0. DAHRNN PER 120000 11 120220 710 120222 720 120224 730 120226 740 120228 750 120230 760 120232 770 120234 780 120236 790 120238 80. 120240 81. 120242 82. 120244 83. 120246 84. 0. 0. 0. 0. 0. 0. I I I I I I 11 Elev., ft. 30 20 10 0 180 200 220 240 260 La Costa Avenue 280 300 Fig. 8. Downstream side of box culverts at La Costa Avenue Fig. 10. Cross—Sectional Profile at Downstream Side of Box Culverts LtWi ,_ Lt-'A I - • • '-4'•'•''- .. :. k •r-- .4.••'. ---.-----.-. --&.- - k7 3- t•?• AO I 03 AL r4 i k v. rw. f _-:i ii 1SIJiiI(*1iIu.]f[iI,j1 1*! Js zef~ r ULJINtifitijX : MUI !1! J1J3 fi '- - - I Fig. 12. Cross—Sectional Profile for Section 1.313 (facing upstream) Elev., ft. 95' 85 75 651 I I 0 200 400 600 800 Station, feet Fig. 13. Cross—Sectional Profile for Section 1.403 (facing upstream) Elev.. ft. 100 90 80 70 L 0 200 400 600 800 Station, feet I . Fig. 14. Cross—Sectional Profile for Section 1.420 (facing upstream) Elev., ft. 100 I 90 I. 80 1 a 0 200 400 800 4 Station, feet I Fig. 15. Cross—Sectional Profile I . for Section 1.520 (facing upstream) Elev., ft. '(Jo 95 I I I . 85 1 75 0 200 400 1 Station, feet I 600 Fig. 16. Cross—Sectional Profile at Downstream Side of Bridge Elev.. ft. VD 85 75 65 I 1 I I 290 310 330 350 370 390 Station. feet El Camino Real near Olivenhain Fig. 17. Cross—Sectional Profile at Upstream Side of Bridge Elev., ft. VD 85 75 65 L 0 200 400 800 800 1000 Stations feet El Camino Real near Olivenhain I A — L.Lr Y LLrLc'/ 3/a c15, 27? 2 c.á 4 • LF (9/ /223 /7c -( I •••o /7? 7/o I 1 1 /cp i} 7Lih, V 2 - -&h71hee /or I'a VIS& /vS ,,,,6)-,U - 2—L ?ivt /ôS I I ZZ 2, v 5 4 -2 P75) /5O I-- d ccV, CV- s /OA, 5/ /25 ., I I / I I I LI I Li - I * * FLOOD HYDROGRAPH PACKAGE * (HEC-1) * * FEBRUARY 1981 * * * REVISED 02 AUG 88 * * I * * RUN DATE 09/03/1990 TIME 20:57:53 * * *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * THE HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 551-1748 * * * I i APPENDIX B. INPUT/OUTPUT LISTINGS OF HEC-1 RUNS / x x xxxxxxx xxxxx x x x x x x xx x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC-1 INPUT LINE ID .......1 .......2.......3.......4.......5 .......6.......7.......8.......9......10 1 ID DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD 2 ID FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT 3 ID WITHOUT FLOODWATER DETENTION BASINS 4 ID 6-HOUR STORM, 100-YEAR EVENT 5 ID ZONES 11, 12, ETC 6 IT 2 12DEC89 300 7 10 5 8 KK SUB 6C 9 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6C 10 BA 0.65 11 IN 15 12 PB 2.90 13 P1 0 .0175 .0175 .0225 .0225 .0275 .0275 .0475 .0475 0.185 14 P1 .185 .05 .05 .04 .04 .0275 .0275 .0225 .0225 .02 15 P1 .02 .02 .02 .02 .02 16 LS 88 17 UD 0.216 18 KK 6C-68 CHANNEL ROUTING 19 RK 3500 0.030 0.030 0 TRAP 25 2 20 KK SUB 6B 21 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6B PAGE 1 22 BA 0.37 23 LS 90 24 UD 0.137 25 KK PT.6B 26 KM COMBINE FLOWS OF 6C AND 68 27 HC 2 28 KK 6B-6A CHANNEL ROUTING 29 RK 2300 0.011 0.040 0 TRAP 30 KK SUB 6A 31 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6A 32 BA 0.20 33 PB 2.8 34 15 89 35 UD 0.078 36 KK PT.6A CONCENTRATION POINT 6A 37 HC 2 38 KK 6A-6 CHANNEL ROUTING 39 RK 2120 0.011 0.040 0 TRAP 40 KK SUB 41 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6 42 BA 0.25 43 PB 2.80 44 LS 89 45 UD 0.101 40 2 40 2 1 HEC-1 INPUT PAGE 2 LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 46 KK PT. 6 47 HC 2 48 KK SUB 5A 49 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5A 50 BA 0.64 51 PB 2.90 52 LS 89 53 UD 0.274 54 KK 5A-5 CHANNEL ROUTING 55 RK 4000 0.006 0.035 0 TRAP 20 2 56 KK SUB 57 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5 58 BA 0.68 59 PB 2.80 60 IS 89 61 UD 0.212 62 KK PT. 5 63 HC 2 64 KK PT. 7 65 HC 2 66 KK 7-8 CHANNEL ROUTING 67 RK 5880 0.004 0.040 0 TRAP 50 3 68 KK SUB 69 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8 70 BA 0.62 71 PB 2.80 72 IS 85 2 UD 0.347 74 KK PT. 8 75 HC 2 76 KK SUB 77 KM RUNOFF. FROM ENCINITAS CREEK SUBBASIN 1 78 BA 0.88 79 PB 2.80 80 LS 89 81 UD 0.117 82 KK SUB 83 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 2 84 BA 0.58 85 PB 2.80 86 IS 87 87 UD 0.107 NEC-1 INPUT PAGE 3 LINE ID....... 1 .......2.......3.......4.......5.......6.......7.......8.......9......10 88 KK PT.3 89 HC 2 90 KK 3-3A CHANNEL ROUTING 91 RK 2000 0.015 0.020 0 TRAP 10 F 92 KK 3A-4 CHANNEL ROUTING 93 RK 3920 0.013 0.040 0 TRAP 50 3 94 KK SUB 95 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 4 96 BA 0.74 97 PB 2.70 98 Is 87 99 UD 0.148 100 KK PT. 4 101 HC 2 102 KK PT. 9 103 HC 2 104 KK 9-10 CHANNEL ROUTING 105 RK 2920 0.007 0.040 0 TRAP 60 3 106 KK SUB 10 107 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 10 108 BA 0.42 109 PB 2.70 110 IS 82 111 UD 0.189 112 KK PT.1O 113 HC 2 114 KK SUB 11 115 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 11 116 BA 0.65 117 PB 2.80 118 15 88 119 UD 0.102 120 KK PT.12 121 HC 2 122 KK 12-13 CHANNEL ROUTING 3 123 RK 4040 0.011 0.045 0 TRAP 60 3 124 KK SUB 13 125 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 13 126 BA 0.66 127 PB 2.70 128 LS 82 129 UD 0.262 HEC-1 INPUT PAGE 4 LINE ID .......1 .......2.......3 .......4.......5 .......6.......7.......8.......9......10 130 KK P1.13 131 NC 2 132 ZZ 1***************************************** * * * * FLOOD HYDROGRAPH PACKAGE (NEC-1) * * * FEBRUARY 1981 * * * REVISED 02 AUG 88 * * * * * * RUN DATE 12/10/1989 TIME 19:57:23 * * * * * DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT WITHOUT FLOODWATER DETENTION BASINS 6-HOUR STORM, 100-YEAR EVENT ZONES 11, 12, ETC 7 10 OUTPUT CONTROL VARIABLES IPRWT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 2 MINUTES IN COMPUTATION INTERVAL IDATE 12DEC89 STARTING DATE ITIME 0000 STARTING TIME NO 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 12DEC89 ENDING DATE NDTIME 0958 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 03 HOURS TOTAL TIME BASE 9.97 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT 4 * * U.S. ARMY CORPS OF ENGINEERS * THE HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 551-1748 * ** **** *** ** * ** ***** *** ***** ** ** ** * * FLOGRD - MAXIMUM NUMBER OF DX INTERVALS REACHED. MDX= 51 THIS MAY AFFECT ACCURACY OF KU SOLUTION. TO REDUCE ERRORS SHORTEN CHANNEL ELEMENT = 3 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT SUB 6C 561. 2.83 121. 73. 73. .65 ROUTED TO 6C-6B 559. 2.90 121. 73. 73. .65 HYDROGRAPH AT SUB 6B 381. 2.77 75. 45. - 45. .37 2 COMBINED AT PT.6B 900. 2.83 196. 118. 118. 1.02 ROUTED TO 68-6A 899. 2.87 196. 118. 118. 1.02 HYDROGRAPH AT SUB 6A 197. 2.73 37. 22. 22. .20 2 COMBINED AT PT.6A 1025. 2.83 233. 140. 140. 1.22 ROUTED TO 6A-6 1024. 2.87 233. 140. 140. 1.22 HYDROGRAPH AT SUB 6 242. 2.77 46. 28. 28. .25 2 COMBINED AT PT. 6 1215. 2.83 279. 168. 168. 1.47 HYDROGRAPH AT SUB 5A 540. 2.87 125. 75. 75. .64 ROUTED TO 5A-5 539. 3.00 124. 75. 75. .64 HYDROGRAPH AT SUB 5 588. 2.83 126. 76. 76. .68 2 COMBINED AT PT. 5 1051. 2.90 250. 151. 151. 1.32 2 COMBINED AT PT. 7 2241. 2.87 528. 319. 319. 2.79 ROUTED TO 7-8 2240. 3.00 527. 318. 318. 2.79 HYDROGRAPH AT SUB 8 361. 2.97 95. 57 57. .62 2 COMBINED AT PT. 8 2597. 3.00 621. 375. 375. 3.41 HYDROGRAPH AT SUB 1 842. 2.77 163. 98. 98. .88 5 HYDROGRAPH AT + SUB 2 511. 2.77 98. 59. 59. .58 2 COMBINED AT + PT. 3 1353. 2.77 260. 157. 157. 1.46 ROUTED TO + 3-3A 1343. 2.77 260. 157. 157. 1.46 ROUTED TO + 3A-4 1340. 2.87 260. 157. 157. 1.46 HYDROGRAPH AT + SUB 4 589. 2.80 118. 71. 71. .74 2 COMBINED AT + PT. 4 1891. 2.83 378. 228. 228. 2.20 2 COMBINED AT + PT. 9 4047. 2.93 997. 603. 603. 5.61 ROUTED TO + 9-10 4026. 3.00 997. 602. 602. 5.61 HYDROGRAPH AT + SUB 10 238. 2.83 52. 31. 31. .42 2 COMBINED AT - + PT.10 4207. 2.97 , 1048. 634. 634. 6.03 HYDROGRAPH AT + SUB11 602. 2.77 115. 69. 69. .65 2 COMBINED AT + PT.12 . 4450. 2.97 1160. 703. 703. 6.68 ROUTED TO + 12-13 4446. 3.03 1160. 702. 702. 6.68 HYDROGRAPH AT + SUB 13 335. 2.90 81. 49. 49. .66 2 COMBINED AT + PT.13 4725. 3.03 1240. 751. 751. 7.34 NORMAL END OF NEC-i 6 1***************************************** *************************************** * * * * * FLOOD HYDROGRAPH PACKAGE (NEC-1) * * U.S. ARMY CORPS OF ENGINEERS * * FEBRUARY 1981 * * THE HYDROLOGIC ENGINEERING CENTER * * REVISED 02 AUG 88 * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 12/17/1989 TIME 05:10:46 * * (916) 551-1748 * * * * * * ** * * * *** ***** ***** *** **** **** *** **** *** * *** * * *********** *** ** ***** ** ***** ** a x x xxxxxxx xxxxx x x x x x x xx x x x x xxxxxxx xxxx x xxxxx x x x x x x x x .x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF NEC-i KNOWN AS NEC (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RH-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND ANPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 1 ID DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD 2 ID FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT 3 ID WITH FLOODWATER DETENTION BASINS A, B, AND C 4 ID 6-HOUR STORM, 100-YEAR EVENT 5 ID ZONES 11, 12, ETC 6 IT 2 12DEC89 300 7 10 5 8 KK SUB 6C 9 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6C 10 BA 0.65 11 IN 15 12 PB 2.90 13 P1 0 .0175 .0175 .0225 .0225 .0275 .0275 .0475 .0475 0.185 14 Pt 185 .05 .05 .04 .04 .0275 .0275 .0225 .0225 .02 15 P1 .02 .02 .02 .02 .02 16 15 88 17 UD 0.216 18 KK 6C-68 CHANNEL ROUTING 19 RK 3500 0.030 0.030 0 TRAP 25 2 20 KK SUB 68 21 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 68 II 22 BA 0.37 23 LS 90 24 LID 0.137 25 KK PT.68 26 KM COMBINE FLOWS OF 6C AND 68 27 HC 2 28 KK 6B-6A CHANNEL ROUTING 29 RK 2300 0.011 0.040 0 TRAP 40 2 30 KK SUB 6A 31 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6A 32 BA 0.20 33 PB 2.8 34 LS 89 35 LID 0.078 36 KK PT.6A CONCENTRATION POINT 6A 37 HC 2 38 KK PT.6A FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA 39 KO 2 40 RS 1 STOR -1 41 SV 0 0.04 0.70 2.25 4.83 8.81 14.56 22.20 42 SQ 0 60 180 305 450 535 620 700 43 SE 123 124 126 128 130 132 134 136 HEC-1 INPUT LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 44 KK 6A-6 CHANNEL ROUTING 45 RK 2120 0.011 0.040 0 TRAP 40 2 46 KK SUB6 47 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6 48 BA 0.25 49 PB 2.80 50 LS. 89 51 UD 0.101 52 KK PT.6 53 HC 2 - 54 KK PT. 6 FLOODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD. 55 KO 2 56 RS 1 STOR -1 57 SV 0 0.92 3.96 10.16 20.09 33.22 49.95 58 SQ 0 17 48 62 72 303 767 59 SE 108 110 112 114 116 118 120 60 KK SUB 5A 61 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5A 62 BA 0.64 63 PB 2.90 64 LS 89 65 LID 0.274 66 KK 5A-5 CHANNEL ROUTING 67 RK 4000 0.006 0.035 0 TRAP 20 2 68 KK SUB 69 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5 70 BA 0.68 71 PB 2.80 72 LS 89 73 LID 0.212 74 KK P1.5 PAGE 2 Ii 75 HC 2 76 KK P1.7 77 MC 2 78 KK 7-8 CHANNEL ROUTING 79 RK 5880 0.004 0.040 0 TRAP 50 3 80 KK SUB 81 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8 82 BA 0.62 83 PB 2.80 84 LS 85 85 UD 0.347 HEC-1 INPUT LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 86 KK P1.8 87 MC 2 88 KK SUB 89 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 1 90 BA 0.88 91 PB 2.80 92 Is 89 93 UD 0.117 94 KK SUB 95 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 2 96 BA 0.58 97 PB 2.80 98 IS 87 99 UD 0.107 100 KK P1.3 101 HC 2 102 KK 3-3A CHANNEL ROUTING 103 RK 2000 0.015 0.020 0 TRAP 10 2 104 KK 3A-4 CHANNEL ROUTING 105 RK 3920 0.013 0.040 0 TRAP 50 3 106 KK SUB 107 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 4 108 BA 0.74 109 PB 2.70 - 110 LS 87 111 UD 0.148 112 KK P1.4 113 HC 2 114 KK P1.9 115 HC 2 116 KK 9-10 CHANNEL ROUTING 117 RK 2920 0.007 0.040 0 TRAP 60 3 118 KK SUB 10 119 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 10 120 BA 0.42 121 PB 2.70 122 Is 82 123 UD 0.189 HEC-1 INPUT LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 3 PAGE 3 PAGE 4 124 KK P1.10 125 HC 1 2 126 KK SUB 11 127 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 11 128 KO 3 2 129 PB 2.80 130 BA 0.65 131 IS 88 132 LID 0.102 133 KK PT.11 134 KM STORAGE ROUTING IN FLOODWATER DETENTION BASIN C 135 KO 3 2 136 RS 1 ELEV 66.1 137 SV 0 0.4 1.5 2.6 3.7 4.9 138 SV 22 27.7 34.4 42.3 139 SE 66 67 68 69 70 71 140 SE 77 78 79 80 141 SQ 0 7 17.5 37.5 70 101 142 SQ 177 186 196 209 143 KK P1.12 144 MC 2 145 KK 12-13 CHANNEL ROUTING 146 RK 4040 0.011 0.045 0 TRAP 60 147 KK SUB 13 148 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 13 149 BA 0.66 150 PB 2.70 151 LS, 82 152 UD 0.262 153 KK P1.13 154 HC 2 155 22 1***************************************** * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * * FEBRUARY 1981 * * * REVISED 02 AUG 88 * * * * * * * RUN DATE 12/17/1989 TIME 05:10:46 * * * * DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT WITH FLOODWATER DETENTION BASINS A, B, AND C 6-HOUR STORM, 100-YEAR EVENT ZONES 11, 12, ETC 7 10 OUTPUT CONTROL VARIABLES 4 3 * * * *** ** * ****** *** ** **** *** *** **** * ** * * * * U.S. ARMY CORPS OF ENGINEERS * THE HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 551-1748 * *************************************** 6.1 7.6 9.9 13 72 73 74 75 118 132 143 155 IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 2 MINUTES IN COMPUTATION INTERVAL IDATE 12DEC89 STARTING DATE ITIME 0000 STARTING TIME NO 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 12DEC89 ENDING DATE NDTIME 0958 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .03 HOURS TOTAL TIME BASE 9.97 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** a** *** *** ** * * * * *** * * * * 38 KK * PT.6A * FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA * * *** ****** * * ** * 39 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE STATION PT.6A * ** * * ** * * * * ** * * * 54 KK * PT. 6 * FLOODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD. * * ******* *** * * * * 55 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE STATION PT. 6 131 LS SCS LOSS RATE STRTL .27 INITIAL ABSTRACTION CRVNBR 88.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 132 LID SCS DIMENSIONLESS UNITGRAPH TLAG .10 LAG UNIT HYDROGRAPH 17 END-OF-PERIOD ORDINATES 457. 1554. 2529. 2582. 2052. 1256. 786. 510. 321. 201. 128. 81. 51. 33. 22. 13. 6. 5 HYDROGRAPH AT STATION SUB 11 TOTAL RAINFALL = 2.80, TOTAL LOSS = 1.16, TOTAL EXCESS = 1.64 PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 9.97-HR + (CFS) (HR) (CFS) + 602. 2.77 115. 69. 69. 69. (INCHES) 1.642 1.642 1.642 1.642 (AC-FT) 57. 57. 57. 57. • CUMULATIVE AREA = .65 SQ MI * * 133 KK * PT11 * * * ** * ** * * 135 KO OUTPUT CONTROL VARIABLES IPRNl 3 PRINT CONTROL IPLOT 2 PLOT CONTROL OSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH ROUTING DATA 136 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP ELEV TYPE OF INITIAL CONDITION RSVRIC 66.10 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 137 SV STORAGE .0 .4 1.5 2.6 3.7 4.9 6.1 7.6 9.9 13.0 22.0 27.7 344 42.3 139 SE ELEVATION 66.00 67.00 68.00 69.00 70.00 71.00 72.00 73.00 74.00 75.00 77.00 78.00 79.00 80.00 141 SO DISCHARGE 0. 7. 18. 38. 70. 101. 118. 132. 143. 155 177. 186. 196. 209. *** *** HYDROGRAPH AT STATION PT.11 PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 9.97-HR + (CFS) (HR) (CFS) + 170. 3.37 113. 69. 69. 69. (INCHES) 1.614 1.641 1.641 1.641 (AC-Fl) 56. 57. 57. 57. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 9.97-HR + (AC-Fl) (HR) 19. 337 10. 6. 6. 6. PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6 1 6-HR 24-HR 72-HR 9.97-HR I + (FEET) (HR) 72.74 70.22 70.22 70.22 76.38 3.37 CUMULATIVE AREA .65 SQ MI RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND I PEAK TIME IN TIME OF HOURS, AREA IN SQUARE MILES AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6-HOUR 24-HOUR 72-HOUR I HYDROGRAPH AT + SUB 6C 561. 2.83 121. 73. 73. .65 ROUTED TO I + 6C-6B 559. 2.90 121. 73. 73. .65 HYDROGRAPH AT I + SUB 6B 381. 2.77 75. 45. 45. .37 2 COMBINED AT + PT.68 900. 2.83 196. 118. 118. 1.02 ROUTED TO I + 6B-6K 899. 2.87 196. 118. 118. 1.02 I + HYDROGRAPH AT SUB 6A 197. 2.73 37. 22. 22. .20 2 COMBINED AT - + PT.6A 1025. 2.83 233. 140. 140. 1.22 I ROUTED TO + PT.6A 642. 3.10 233. 140. 140. 1.22 + 134.55 3.10 ROUTED TO I + 6A-6 642. 3.17 233. 140. 140. 1.22 HYDROGRAPH AT I + SUB 6 242. 2.77 46. 28. 28. .25 2 COMBINED AT + PT. 6 736. 2.80 279. 168. 168. 1.47 I ROUTED TO + PT. 6 558. 3.83 247. 159. 159. 1.47 + 119.10 3.83 HYDROGRAPH AT I + SUB 5A 540. 2.87 125. 75. 75. .64 ROUTED TO 1 + 5A-5 539. 3.00 124: 75. 75. .64 HYDROGRAPH AT + SUB 5 588. 2.83 126. 76. 76. .68 I 2 COMBINED AT + PT. 5 1051. 2.90 250. 151. 151. 1.32 2 COMBINED AT I + PT. 7 1163. 2.93 492. 310. 310. 2.79 ROUTED TO + 7-8 1160. 3.13 492. 304. 304. 2.79 I 7 I• . HYDROGRAPH AT SUB 8 361. 2.97 95. 57. 57. .62 2 COMBINED AT PT. 8 1465. 3.13 581. 361. 361. 3.41 HYDROGRAPH AT SUB 1 842. 2.77 163. 98. 98. .88 HYDROGRAPH AT SUB 2 511. 2.77 98. 59. 59. .58 2 COMBINED AT PT. 3 1353. 2.77 260. 157. 157. 1.46 ROUTED TO 3-3A 1342. 2.77 260. 157. 157. 1.46 ROUTED TO 3A-4 1340. 2.87 260. 157. 157. 1.46 HYDROGRAPH AT SUB 4 589. 2.80 118. 71. 71. .74 2 COMBINED AT PT. 4 1890. 2.83 P378. 228. 228. 2.20 2 COMBINED AT - PT. 9 2832. 2.90 955. 589. 589. 5.61 ROUTED TO 9-10 2831. 2.97 955. 586. 586. 5.61 HYDROGRAPH AT SUB 10 238. 2.83 52. 31. 31. .42 2 COMBINED AT PT.10 3013. 2.97 1006. 617. 617. 6.03 HYDROGRAPH AT SUB 11 602. 2.77 115. 69. 69. .65 ROUTED TO PT.11 170. 3.37 113. 69. 69. .65 76.38 3.37 2 COMBINED AT PT.12 3181. 2.97 1119. 686. 686. 6.68 ROUTED TO 12-13 3170. 3.03 1118. 683. 683. 6.68 HYDROGRAPH AT SUB 13 335. 2.90 81. 49. 49. .66 2 COMBINED AT P1.13 3450. 3.03 1195. 732. 732. 7.34 NORMAl. END OF HEC-1 8 I I * * * FLOOD HYDROGRAPH PACKAGE (NEC-1) * * FEBRUARY 1981 * * REVISED 02 AUG 88 * i* * * RUN DATE 05/07/1991 TIME 16:11:14 * * * I ***************************************** I 'I . x x xxxxxxx xxxxx x x x -x x xx x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x xxxxxxx xxxxx xxx * * * U.S. ARMY CORPS OF ENGINEERS * * THE HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 551-1748 * * * ** ******* * * * * **** * * ***** * * * ******* **** a I THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-i KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RIIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. I THE DEFINITION OF -ANSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM NEC-i INPUT PAGE LINE 1 ID ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD 2 10 FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT 3 ID WITH FLOODWATER DETENTION BASINS A, B, C AND D 4 5 ID ID 6-HOUR STORM, 100-YEAR EVENT ZONES ii, 12, ETC 6 IT 2 12DEC89 300 7 10 .5 8 K SUB 6C 9 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6C 10 BA 0.65 11 IN 15 12 PB P1 2.90 0 .0175 .0175 0225 .0225 .0275 .0275 .0475 .0475 0.185 13 14 P1 .185 .05 .05 .04 .04 .0275 .0275 .0225 .0225 .02 15 P1 .02 .02 .02 .02 .02 16 LS 88 17 18 UD KK 0.216 6C-6B CHANNEL ROUTING 19 RK 3500 0.030 0.030 0 TRAP 25 2 20 KK SUB 68 21 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 65 22 BA 0.37 23 IS 90 24 25 UD KK 0.137 PT.68 26 KM COMBINE FLOWS OF 6C AND 68 27 HC 2 28 KK 6B-6A CHANNEL ROUTING 29 RK 2300 0.011 0.040 0 TRAP 40 2 30 KK SUB 6A I 2 31 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6A 32 BA 0.20 33 PB 2.8 34 Is 89 35 LID 0.078 36 KK PT.6A CONCENTRATION POINT 6A 37 HC 2 38 KK PT.6A FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA 39 KO 2 40 R5 1 STOR -1 41 sv 0 0.04 0.70 2.25 4.83 8.81 14.56 22.20 42 SQ 0 60 180 305 450 535 620 700 43 SE 123 124 126 128 130 132 134 136 HEC-1 INPUT LINE ID ....... 1 ....... 2.......3.......4.......5.......6.......7.......8.......9......10 44 KK 6A-6 CHANNEL ROUTING 45 RK 2120 0.011 0.040 0 TRAP 40 2 46 KK SUB 47 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6 48 BA 0.25 49 PB 2.80 50 LS 89, 51 LID 0.101 52 KK PT.6 53 HC 2 54 KK PT. 6 FLOODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD. 55 KO 2 56 RS 1 51CR 1 57 SV 0 0.92 3.96 10.16 20.09 33.22 49.95 58 SQ 0 17 48 62 72 303 767 59 SE 108 110 112 114 116 118 120 60 KK SUB 5A 61 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5A 62 BA 0.64 63 PB 2.90 64 LS 89 65 LID 0.274 66 KK 5A-5 CHANNEL ROUTING 67 RK 4000 0.006 0.035 0 TRAP 20 2 68 KK SUBS 69 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5 70 BA 0.68 71 PB 2.80 72 LS 89 73 UD 0.212 74 KK PT. 5 75 NC 2 76 KK PT.7 77 HC 2 78 KK 7-8A CHANNEL ROUTING 79 RK 1500 0.002 0.040 0 TRAP 320 2 80 KK SUB 8A 81 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8A 82 BA 0.09 83 PB 2.80 84 LS 85 85 LID 0.105 NEC-i INPUT II PAGE 2 PAGE 3 LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 KK PT.8A HC 2 KK PT.8A FLOODWATER DETENTION BASIN D KO 0 2 RS 1 STOR -1 SV 0 3.8 15.2 38.4 61.04 83.64 106.25 SQ 0 22 42 51 289 731 1289 SE 100 102 104 106 108 110 112 KK 8A-8 CHANNEL ROUTING RK 4380 0.004 0.040 0 TRAP 50 3 KK SUB 8B KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8B BA 0.53 PB 2.80 LS 85 UD 0.248 KK PT. 8 HC 2 KK SUB KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 1 BA 0.88 PB 2.80 LS 89 UD 0.117 KK SUB KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 2 BA 0.58 P8 2.80 LS 87 UD 0.107 KK PT. 3 HC 2 KK 3-3A CHANNEL ROUTING RK 2000 0.015 0.020 0 TRAP 10 2 KK 3A-4 CHANNEL ROUTING RK 3920 0.013 0.040 0 TRAP 50 3 KK SUB KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 4 BA 0.74 - PB 2.70 LS 87 UD 0.148 HEC-1 INPUT - ID.......1 .......2.......3.......4.......5 .......6.......7.......8.......9......10 86 87 88 89 90 91 92 . 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 LINE PAGE 4 128 KK PT. 4 129 HC 2 130 KK PT.9 131 HC 2 132 KK 9-10 CHANNEL ROUTING 133 RK 2920 0.007 0.040 0 TRAP 60 3 134 KK SUB 10 135 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 10 136 BA 0.42 - 137 PB 2.70 138 LS 82 3 139 LID 0.189 140 KK P7.10 141 HC 2 142 KK SUB 11 143 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 11 144 KO 3 2 145 PB 2.80 146 BA 0.65 147 LS 88 148 LID 0.102 149 KK P1.11 150 KM STORAGE ROUTING IN FLOODWATER DETENTION BASIN C 151 KO 3 2 152 RS 1 ELEV 66.1 153 SV 0 0.4 1.5 2.6 3.7 4.9 6.1 7.6 9.9 13 154 SV 22 27.7 34.4 42.3 155 SE 66 67 68 69 70 71 72 73 74 75 156 SE 77 78 79 80 157 SQ 0 7 17.5 37.5 70 101 118 132 143 155 158 SQ 177 186 196 209 159 KK PT.12 160 HC 2 161 KK 12-13 CHANNEL ROUTING 162 RK 4040 0.011 0.045 0 TRAP 60 3 163 KK SUB 13 164 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 13 165 BA 0.66 166 PB 2.70 167 LS 82 168 LID 0.262 HEC-1 INPUT PAGE 5 LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 169 KK P1.13 170 HC 2 171 ZZ * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * FEBRUARY 1981 * * REVISED 02 AUG 88 * * * * RUN DATE 05/07/1991 TIME 16:11:14 * * * ******** ** * ** * ****** ************* *** **** * I I I I I I I, I I I I * * * U.S. ARMY CORPS OF ENGINEERS * * THE HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 551-1748 * * a *************************************** I DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT WITH FLOODWATER DETENTION BASINS A, B, C AND D 6-HOUR STORM, 100-YEAR EVENT ZONES 11, 12, ETC 7 10 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL OSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 2 MINUTES IN COMPUTATION INTERVAL IDATE 12DEC89 STARTING DATE ITIME 0000 STARTING TIME NO 300 NUMBER OF HYDROGRAPH ORDINATES 4 I I I LII NDDATE 12DEC89 ENDING DATE NDTIME 0958 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .03 HOURS TOTAL TIME BASE 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 5 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT SUB 6C 561. 2.83 121. 73. 73. .65 ROUTED TO 6C-68 559. 2.90 121. 73. 73. .65 HYDROGRAPH AT SUB 6B 381. 2.77 75. 45. 45. .37 2 COMBINED AT PT.68 900. 2.83 196. 118. 118. 1.02 ROUTED TO 6B-6A 899. 2.87 196. 118. 118. 1.02 HYDROGRAPH AT SUB 6A 197. 2.73 37. 22. 22. .20 2 COMBINED AT PT.6A 1025. 2.83 233. 140. 140. 1.22 ROUTED TO PT.6A 642. 3.10 233. 140. 140. 1.22 134.55 3.10 ROUTED TO 6A-6 642. 3.17 233. 140. 140. 1.22 HYDROGRAPH AT SUB 6 242. 2.77 46. 28. 28. .25 2 COMBINED AT PT. 6 734. 2.80 279. 168. 168. 1.47 ROUTED TO PT. 6 558. 3.83 247. 159. 159. 1.47 119.10 3.83 HYDROGRAPH AT SUB 5A 540. 2.87 125. 75. - 75. .64 ROUTED TO 5A-5 539. 3.00 124. 75. 75. .64 HYDROGRAPH AT SUB 5 588. 2.83 126. 76. 76. .68 2 COMBINED AT PT. 5 1051. 2.90 250. 151. 151. 1.32 2 COMBINED AT PT. 7 1163. 2.93 492. 310. 310. 2.79 ROUTED TO ,7-8A 1160. 3.07 492. 306. 306. 2.79 HYDROGRAPH AT SUB 8A 72. 2.77 14. 8. 8. .09 2 COMBINED AT PT.8A 1185. 3.03 505. 314. 314. 2.88 ROUTED TO PT.8A 753. 4.40 420. 263. 263. 2.88 110.08 4.40 6 I I ROUTED TO + 8A-8 753. 4.60 419. 257. 257. 2.88 HYDROGRAPH AT IV + SUB 88 353. 2.87 81. 49. 49. .53 2 COMBINED AT - + PT. 8 827. 4.53 473. 306. 306. 3.41 I HYDROGRAPH AT + SUB 1 842. 2.77 163. 98. 98. .88 HYDROGRAPH AT I + SUB 2 511. 2.77 98. 59. 59. .58 2 COMBINED AT V + PT. 3 1353. 2.77 260. 157. 157. 1.46 ROUTED TO + 3-3A 1342. 2.77 260. 157. 157. 1.46 ROUTED TO + I 3A-4 1340. 2.87 260. 157. 157. 1.46 HYDROGRAPH AT (V + SUB 4 589. 2.80 118. 71. 71. .74 2 COMBINED AT V + I PT. 4 - 1890. 2.83 378. 228. 228. 2.20 2 COMBINED AT V PT. 9 V 2238. 2.83 842. 534. 534. 5.61 V I+ ROUTED TO + 9-10 2236. 2.90 842. 530. 530. 5.61 AT I HYDROGRAPH + SUB 10 238. 2.83 52. 31. 31. .42 V 2 COMBINED AT i PT.10 V 2456. 2.90 893. 562. 562. 6.03 V HYDROGRAPH AT + SUB 11 602. 2.77 115. 69. 69. .65 ROUTED TO V + PT.11 170. 3.37 113. 69. 69. .65 + 2 COMBINED AT I + PT.12 2622. 2.90 1005. 631. 631. 6.68 ROUTED TO + 12-13 2610. 2.97 1003. 626. 626. 6.68 I HYDROGRAPH AT + V SUB 13 335. 2.90 81. 49. 49. .66 2 COMBINED AT + PT.13 2926. 2.97 1080. 675. 675. 7.34 NORMAL END OF HEC-1 I V V V .. i 76.38 3.37 APPENDIX C. INPUT/OUTPUT LISTINGS FOR HEC-2 I *************************************** * U.S. ARMY CORPS OF ENGINEERS * THE HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616 * (916) 440-2105 (FTS) 448-2105 ** * * * * * * * ******** *** *********** *** * WATER SURFACE PROFILES * I* * VERSION OF NOVEMBER 1976 * * * UPDATED MAY 1984 * I* * IBM-PC-XT VERSION AUGUST 1985 * * * RUN DATE 09-03-90 TIME 15:55:55 * 1 H' I I1 09-03-90 H' XXXXX X X X XXXXX XXXXX X X XXXXXXX PAGE 1 THIS RUN EXECUTED 09-03-90 X X XXXXXXX XXXXX X X X X X X X XXXXXXX XXXX X X X X X X X X X X XXXXXXX XXXXX 15:55:55 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01,02,03,04,05,06 MODIFICATION - 50,51,52,53,54,55,56 IBM-PC-XT VERSION AUGUST 1985 I ************************************************** Ti THIS IS A SUBCRITICAL RUN FOR ENCINITAS CREEK EXISTING CONDITIONS 12 FOR EVALUATION OF DRAINAGE CAPACITIES OF BRIDGES AND CULVERTS • I T3 FOR NATURAL CONDITIONS WITHOUT DETENTION BASINS Ji ICHECK INO NINV IDIR STRT METRIC HVINS Q WSEL FO I D. 2. o. 0. .000000 .00 .0 0. 8.500 .000 J2 NPROF IPLOT PRFVS XSECV XSECH FM ALLDC 18W CHNIM ITRACE I 1.000 .000 -1.000 .000 .000 .000 .000 .000 .000 .000 OT 3.000 4725.000 3450.000 2926.000 .000 .000 .000 .000 .000 .000 NC .060 .060 .060 .100 .300 .000 .000 .000 .000 .000 Xl .000 62.000 410.000 530.000 .000 .000 .000 .000 .000 .000 I X3 10.000 .000 .000 270.000 .000 .000 .000 .000 .000 .000 GR 5.900 .000 5.900 10.000 6.000 20.000 5.900 30.000 5.900 40.000 GR 5.900 50.000 5.900 60.000 5.900 70.000 5.900 80.000 5.800 90.000 I CR GR 5.800 100.000 5.800 5.500 150.000 5.400 110.000 160.000 5.800 5.400 120.000 170.000 5.700 5.300 130.000 180.000 5.600 5.200 140.000 190.000 GR 5.000 200.000 5.000 210.000 5.000 220.000 4.800 230.000 4.500 • 240.000 GR 4.200 246.300 3.300 249.900 3.300 250.000 3.300 252.000 4.000 255.000 GR 4.100 260.000 4.300 270.000 4.300 280.000 4.300 290.000 4.400 300.000 4.600 310.000 4.700 320.000 4.700 330.000 4.800 340.000 4.900 350.000 I CR GR 5.000 360.000 5.000 370.000 4.900 380.000 4.900 390.000 4.900 400.000 I I Eo 00009 009 LL 0000L 006L 0000 006* IL 0000L 009L 000 009L d9 000 000 000 0000SL 000SL 00009L 0O00L 00000 000' LS 6L LX 000. 000. 000 000 000 000 000 OIL* 000 000 ON OOL9 006 001SL9 00V OO?SL9 006 OOLS9L O090 00LS?L 0069L HD 00rs99 00LL oos9 0009L 0090L9 000cL ooL08c 009L 0090Gs OOVIL HS 002,9s 000L OOLOLG 006L OWS91 00LL 0090L OOVLL 00909 OOVLI. d9 009OS 0O9L OOVS11 00LL 00LO 00LL 00V0L OOVLL 0090 oorLL Ho 0090SL oorii OOVOI.L OOLLL 00G9Z 006LL 00Vc9 00V0 0OL0c2 001*02 Ho O0OO? O0VL 00006L 000 000OLL ooro 00009L ooVoz OOLLSL O09*OZ Ho 002*9 O0VG 00001L 00SL 000OLL 0091 0099L 006LL 00001 009S Ho OOV9L[ 006L9 000OLL 00OL 0000L 00LL 00006 0069 00009 00G69 00001 00c69 0000L 0069 00002 00c69 0000L 00S69 000 0069 9 000 000 000. 000 000 000 00VS9 000 000 0000L LX 000 000 000. 0000L 0000L1 000LL 009ZG 00LS 000S 960 LX 000 000 000. 000 000 00L 00L 0L 000 000 ON 000. 000 000062 0009L 009,9920096 00S99Z 006 009 0086 No O0SS 0096 00LS 0096 000 0026 00L 0096 000,2120096 69 oocL 0096 00L 0096 ooco 0086 006 0096 000S2L 0009L d9 000 000 000 009L 00999 0099L 0062? 000 000 000. LX 000. 000 000 0000L 0000L 0000L 00999Z 00I*62Z 000L i90 LX 000 000 000 000 000. 000 000 0S0 000 000 000 000. 00006 0009L 00999 0096 00S99 0096 009',S 0096 No 00SS 0086 O0L'S 0096 O00'S 0096 0OL 009*6 0002 0086 bo 00SL 0086 00L .0096 00S6 0096 006 0086 000S9L 0009L 119 000 000 000. 0009L 0009L 00006 0096 0099L 00999 000 00LL 0099L 00S99? 009LL 0089L 009S 0086 0099L 00SS 000. 18 0096 0099L 00L'S 009LL 009I 000S 008L1 0099L O0L 000 [9 006 0099L O00Z 0096 0099L oocL 0092L 0088L O0L 000 19 0092L oor8L 00S6? 0096 0099L OWUZ 0009L 0009L 000c9L 000'/L- 19 000 000 000 O099L 009992 008L 006 000 000 000 LX 000 000 000 0000I 0000?I 0000I 009'992 006 000L L90 LX 000. 000 000"06Z 0009L 00999Z 00S6 O0992 00S6 009c 00S6 No oos,c ooco oos ooso 000c ooso oov' ooso 000 00S6 0DSI 00S6 O0'L 00S6 O0S6 00S6 006 00G6 000S9L 0009L No 000 000 000. 0009L O009L 00006 00S6 00S8I. 00999Z 000 19 OocLL OOç8L oosn oocLL ooci 009c ooso 00c91 oocc 000 18 00S6 00S8L 00LG OOSLL 00S91 0O0S OOGLL 00S8I 00I 000 18 00S6 00S9L 000,21200c6 00ç9L OWLIZ OOSIL 00S9L 0010Z 000 [8 OOSLL 00S2L 00S6 00S6 00G9L 006 0009L 00091 000S9L 000L- 18 000 000 000. 00GL 009992 00S9L 006 000. 000 000 LX 000. 000 000 0000L 0000L 0000L 00999? 006 000L S0 LX 000 000 000 000 000 000 000 L0 000. 000 ON 000 000 00006 0009L 00999 00S6 00S99Z 00S6 009S 00S6 Ho 00SG OOS'6 O0LS 00S.6 OOOlISz 006 00L 00S6 000 00S6 Ho OOSILIZ ooso ooso ooc6? ooso 000 ooco 000c9L 0009L 000 000 000 00S9L 00999? 00G91 006 000. 000 000 LX 000. 000 000 000G9L 000cL 0000 00999 001*62Z 000L LSO LX Z 30Yd ss:ss:SL 06-LO -60 000 000 000 000. OOLL oor ooOoL O09L 009*LZI OOV9L 0000L 006LL 00000 009LL 00006L OOVLL 00009L OOLLL 000OLL 009LL d 00699 009LL 00009L 006L1 OOSLGL 006LL 000OSL 009LL 0000L 006LL 119 000OLL 0069 0OGL OOSL 0000L OOLL 000OLL OWL 00000L OOVL Ho 00006 00L 000,092 OOVL 0000L 00L 00009 00L 0000SZ 00L Ho 0000 oocL 00002 009L 000,022OOVL O000L OOVL 000,00200LL Ho 00006L 009L 00009L 009L 0000LL 009L 00009L 006L 000OGL 0009 119 0000L 0009 0000L[ 00L9 0000L 0019 00001L 00V9 00000L 00V9 Ho 00006 0008 00009 0009 0000L 0008 00009 006L 0000S 009L 89 0000 0091 0000L OOSL 0000 00L 0000L OOLL 000 00L D 000 000 000. 000 OOSL 000 000 000 000 000 000. 000 000. 000 000OLZ 000 000 000 000 0000L LX 000 000 000 0006 0006 O006 00009 000 0009 L10 LX 000 000 000 000. 000. O0S 00L 000. 000 000 ON 000 000 000 000 000 000 0069S 008S 00009S 009 d9 0000ss ooc 0000c ooc 0000Ls 000c 0000c 006 000oLG 009*1 N9 00000S 009 00006 0O9' 000*091 OOVI 0000L 009' 00009 00L JD 000.0 O0L 0000 00L' OOO,Oil 009 0000 006 00000 006 9 I £ 0000f,L 0066 00000L 0000L 00006 0066 00009Z 0000L 000OL OOL*6Z No 00009Z 00S6 0000S 00L8 0000Z 0099 0000c 008 0000 0009Z bo 0000I 000*9z 00000 0OLL 00006L 00S9Z 00008L 00V6 000OLL 00L6? so 00009L 0OS6 000OSL OOL*6Z 000O'L 00L6 000OLL OOVOL 0000L ODOL bo 000OLL OOOL 00000L OOSOL 002*96 OOSOL 00006 00601 00009 00L as 0000l oorc 00009 oovoc 0000c oor 0069 oov ooro oos, so 0099c ooc 0000L 00 0000 OWS1 0000L 00SS 000 00S I as 000 000. 000 000S0? 000S0 000' 02 000092 00008L 0ODS9 LX 000 000 000 000 000 000 oovsss OOLLL 0000ss oot'•LL No 00001S OOSLL 0000LS 000LL 0000 000L 000OLS OOVOL 00000G 0066 as 00006 009'62 00009 006 00002 0069 00009 0098Z 0000S 001*92 Ho 0000 002*8 0000L OOV 0000Z 0008 0000L OOLL? OOOOO OOL'LZ d3 000061 00SL 00009L OOSLZ 000OLL OOO'LZ 00009L 00S,92 0000SL 009 00001L 00Z9 000011 00092 0000L 0009 000OLL 0009 00000L OOL'SZ bo 00006 009*SZ 000,092OOS'SE 0000L? 00Ls 00009Z 00LS 0000S 00S? M 0000, oocz ooz*itz oog 0000z ooz 0000 oorsz 0000z ool*sz as 000'OLZ oors 00000 0OVS 000061 00SS 000LL ooz*sz 00009L ooi*sz as 0000LL oot*92 00009L 00LL 0000L 00L9 00L8L 0069? 0000L 006 iD oocci. oorn 0000LL 0008 0000L 00S9 000OLL 0006 00000L 009"62 as 00966 0096 00006 0066 00009 00001 0000L 009,0E 00009 00LL as 000s 00LL 0000s ooc 00001 oov OOVL 00VZ1 000*01 oo 'o 009 00L 00VL 00L 0000 O0SLt 0000L 009L 000 000 000 000 000 000 000 000 0000I 000 000 0000L LX 000 000 000 000LL 000SLL 00001L 0000L 00000 000L9 20a, LX 000 000 000 000. 000 000. 000 OSV 000 000 ON 000 000 00L6 OOLL 00006S 000LL 00008S 009,0E 000OLS 0001 as 00009c 0000L 0000SS O0L6 0000S 009e 0000L OOS*L2 0000S OOZ"LZ d 000OIS 006'9Z 00000S 0099? 00006' 0099 000,09100S9 0000L 0019 ID 000*091 0009 0000c, 009c 0000 oors 0000 OOZ'SZ 0000 oot 'sz No 00000 009 000*001 00VIZ 00006L ooc 000081 00 000OLL 009L d9 00009L 00VEZ 0000SL 0OVL? 00001 009 000011 00L 00001 00S 9 00001L 00S 000001 002 00L6 00Z 00006? 002*22 006L9 0092 000092 OWL2 000OLZ OOLLZ OOL*L9Z ootlz 000,L9z 00S 00009 005 9 000.05E 00 0000 00G? 00VOL 00S 0000 009 00D0L 000L 9 00000 00G2 00006L 000' 00009L 009' 000OLL 009G 009L 00S*9Z as 00009L 0099 000OGL 0099? 0000L 00G9 0000LL 0099 0000L 00+1*LZ Ho 000OLL 002L 00000L 00092 00006 002,9 00009 0041*92 0009L ooS*vz as 0000L oorL 00009 0091 0090S 00891 oWill 00061 oolv* L41 0069L ids 0000 008L 0000L 002*6L 0000 006L 0000L 00L6L 000 00L6L so 000 000 000 00V0I 000LL 00L0t'L 00000L 0000 00069 Z9L LX 000 000 000 000 000 000 OOrcLS 009 0000LS 0009Z bo 00009S 00&S 0000c 009,17200001G 00 000OLc 00L' 0000S 00L i9 000oLc 00L 00000c 00LL 000'06 00cc2 000,09100L 0000L 009? as 00009 00S2 000*0SI 0oc? 000,011 000 0000L 009'LZ 0000 009LZ as OOOOL 00I 00000 00I 00006L oori8 000,091 001 000OLL 000I 9 000099 0090 0000cL 0OL0 0000'L 00V0 0000LL 0090 0000L OOVOZ J9 000OLL ooro 00000L OOV6L 00006 0006L 000092 00L9L 0000L OOSLL so 000,09Z 0099L 000'OSZ 0099L 000,01200LL 0060L 006L 0000? 00L6L 9 0000LZ 006L 00000 006L 00006L 0096L 000091 0096L 00V9LL 0096L as 000OLL 00S6L 00009L OOL *Ivz 0068SL 0017,1Z 0000S1 00S,2 00L9L OOE*IVZ HS 0000L 0099Z 00VLL 00L9 000OLL 0099 0000L 009 000OLL ooi*gz as 000001 00S8 00006 00L8 00009 0069 0000L 00L6 00L9 0016 9 00009 00001 00VLc OOVLL 0000S 0001 00V211 00LL OWL41 00'L us 0000 009LL 00001 000,411 000*0Z 00SL 0000L 009L 000 006L i9 -' 000 000 000 000OL 0000L 0000L 00006 0060L 000L9 9çV LX 000 000 000. 000 000 000 000 000 00L9L 001,9Z bo 00L9SL 0009 00V999 00LL 00V99 OOVLZ 00V9L9 0066L 000069 OOASL Ho 00009S 00000 009LL 00LLL 0000Lc 0000 OOLLL 0002L 000OLS 00000 00LLI 00S91 00006 000021 OOVLL 00G9L 0000L 0000L 00LL 0089L 89 000,0010069L 000061 009L 000091 006SL 0000LL 002cL 000,091 006SL 0000SL 006SL OOLLL 000ci OOOOL 009L1 000oLL oor ooLcL 006"V2 as 000.0ZL ooLc 00006 oos*sz 00009 009S OOS'LEZ ooVS2 0000LZ 009*SZ bo 00009L 00L6 000OLL OOS*6Z 0000GL 009*62 0000L 00V6 0000LL 001*62 b9 0000L 006 00LL OOL*62 OOLSOL OOVOL OOLLOI 009 471 00000L 006SL d9 00006 00LL 00009 oWil 0000L 006G' 0069 000,941O099 0009L as I CR 29.800 320.000 29.900 330.000 29.900 340.000 30.100 350.000 30.200 360.000 CR 30.000 370.000 30.200 380.000 30.300 390.000 30.400 400.000 31.600 409.100 CR 31.800 410.000 33.800 420.000 34.700 430.000 34.700 434.900 34.600 440.000 CR 34.900 450.000 34.200 460.000 34.900 468.700 35.000 470.000 35.300 480.600 CR 36.100 490.000 36.100 500.000 36.500 510.000 37.300 520.000 37.800 530.000 CR 38.200 540.000 38.300 550.000 38.500 560.000 38.700 570.000 38.700 579.200 Xl .277 63.000 220.000 280.000 193.400 191.300 197.400 .000 .000 .000 CR 48.600 .000 48.300 10.000 48.300 20.000 48.300 30.000 47.900 40.000 CR 47.400 48.300 45.300 50.000 39.300 60.000 36.200 68.800 36.200 70.000 CR 36.000 80.000 35.500 90.000 34.800 100.000 34.300 110.000 33.300 120.000 CR 33.300 128.000 33.300 130.000 33.700 140.000 33.800 150.000 33.700 160.000 GR 33.700 170.000 33.500 180.000 33.300 190.000 33.200 200.000 33.200 210.000 CR 33.100 220.000 33.100 230.000 32.900 240.000 32.100 250.000 31.900 260.000 CR 32.800 270.000 33.000 280.000 33.100 290.000 33.100 300.000 33.100 310.000 CR 33.300 320.000 33.300 330.000 33.500 340.000 33.500 350.000 33.700 360.000 CR 33.800 370.000 34.600 378.100 34.900 380.000 35.600 390.000 35.800 400.000 CR 36.500 409.000 36.500 410.000 36.300 422.600 37.400 430.000 37.900 440.000 CR 38.400 450.800 38.800 460.000 39.000 470.000 39.600 480.000 39.900 490.000 CR 40.300 500.000 40.900 510.000 41.400 520.000 41.900 530.000 42.100 540.000 CR 42.400 550.000 42.800 560.000 43.200 569.000 .000 .000 .000 .000 Xl .310 63.000 210.000 270.000 190.000 190.000 190.000 .000 .000 .000 CR 51.000 .000 51.000 10.000 50.800 20.000 50.400 30.000 50.100 40.000 CR 49.800 41.600 45.500 50.000 39.600 60.000 39.300 61.500 39.100 70.000 CR 38.500 80.000 38.100 90.000 37.500 100.000 36.800 110.000 36.200 120.000 CR 35.500 130.000 34.800 138.700 34.800 140.000 34.800 150.000 35.000 160.000 CR 34.800 170.000 34.500 180.000 34.500 190.000 34.600 200.000 34.800 210.000 CR 34.700 220.000 34.800 230.000 34.400 240.000 34.500 250.000 34.700 260.000 CR 35.000 270.000 35.400 280.000 35.600 290.000 35.600 300.000 35.400 310.000 CR 35.500 320.000 35.600 330.000 35.700 340.000 36.300 350.000 37.000 360.000 CR 37.300 371.300 37.600 380.000 37.600 390.000 38.000 400.000 38.400 410.000 CR 38.600 420.000 39.000 430.000 39.300 440.000 39.800 450.000 40.200 460.000 CR 40.500 470.000 40.900 480.000 41.400 490.000 41.800 500.000 42.300 510.000 CR 42.900 520.000 43.400 530.000 43.800 540.000 44.300 550.000 45.000 560.000 CR 45.600 570.000 46.100 580.000 46.300 582.800 .000 .000 .000 .000 Xl .356 64.000 270.000 350.000 245.000 250.000 250.000 .000 .000 .000 X3 10.000 .000 .000 .000 .000 400.000 .000 .000 .000 .000 CR 54.400 .000 54.200 10.000 54.100 20.000 53.800 30.000 53.200 40.000 CR 52.600 42.700 47.500 50.000 44.500 60.000 44.200 64.500 43.900 70.000 CR 43.000 80.000 42.100 90.000 41.000 100.000 40.000 110.000 39.400 120.000 CR 38.900 130.000 38.200 140.000 37.600 150.000 37.600 161.100 37.900 170.000 CR 38.200 180.000 38.100 190.000 37.900 200.000 37.800 210.000 37.500 220.000 CR 37.400 230.000 37.300 240.000 37.100 250.000 36.900 260.000 36.700 270.000 CR 36.300 280.000 36.100 290.000 36.000 300.000 35.900 310.000 35.900 320.000 CR 36.200 331.800 37.300 340.000 38.500 350.000 38.600 360.000 38.800 370.000 CR 38.900 380.000 40.500 390.300 41.000 400.000 40.900 403.100 40.800 410.000 CR 40.800 419.300 40.800 420.000 41.200 430.000 41.500 440.000 41.700 450.000 CR 41.900 460.000 42.300 470.000 42.900 480.000 43.800 490.000 44.300 500.000 CR 44.700 510.000 45.300 520.000 45.700 530.000 46.200 540.000 46.600 550.000 CR 47.100 560.000 47.800 570.000 48.600 580.000 48.600 585.000 .000 .000 Xl .401 67.000 260.000 340.000 238.900 238.800 238.800 .000 .000 .000 CR 57.000 .000 56.900 10.000 56.500 20.000 56.500 30.000 56.700 40.000 CR 56.800 42.400 55.000 50.000 54.700 52.200 53.000 60.000 52.400 63.500 CR 51.700 70.000 49.900 80.000 48.800 90.000 47.800 100.000 45.700 110.000 CR 42.400 120.000 41.000 130.000 40.600 137.700 40.600 140.000 40.500 150.000 CR 40.500 160.000 40.400 170.000 40.100 180.000 40.100 190.000 40.000 200.000 CR 40.000 210.000 39.900 220.000 39.800 230.000 39.600 240.000 39.400 250.000 CR 39.400 260.000 39.200 270.000 39.100 280.000 39.000 290.000 39.000 300.000 CR 38.900 310.000 39.000 320.000 39.400 330.000 39.400 340.000 39.600 350.000 CR 39.700 360.000 39.800 370.000 40.100 380.000 40.300 390.000 40.800 400.000 CR 41.700 410.000 41.700 420.000 42.000 424.700 43.600 430.000 43.500 435.600 CR 43.500 440.000 43.500 450.000 43.400 460.000 43.600 470.000 43.600 475.900 CR 44.100 480.000 44.800 490.000 45.200 500.000 45.400 510.000 45.700 520.000 CR 46.200 530.000 46.800 540.000 47.300 550.000 47.600 560.000 47.800 570.000 CR 48.700 580.000 49.100 589.100 .000 .000 .000 .000 .000 .000 NC .000 .000 .130 .000 .000 .000 .000 .000 .000 .000 4 Xl .451 81.000 450.000 530.000 260.000 235.000 245.000 .000 .000 .000 OR 75.200 .000 69.900 10.000 65.400 20.000 61.700 30.000 60.700 33.400 OR 60.600 38.000 60.100 39.900 60.100 40.000 60.100 50.000 60.000 60.000 OR 59.800 63.100 59.500 70.000 59.200 80.000 58.700 90.000 58.800 92.500 GR 58.900 100.000 58.600 110.000 58.500 112.900 58.300 120.000 58.000 130.000 OR 58.100 131.100 58.300 132.800 58.300 138.000 58.300 140.000 51.900 150.000 OR 50.200 160.000 49.500 170.000 49.300 180.000 49.200 190.000 49.100 200.000 OR 48.800 210.000 48.800 220.000 48.500 230.000 48.100 240.000 47.500 250.000 OR 46.500 260.000 45.000 270.000 44.000 280.000 43.400 290.000 42.700 300.000 OR 42.200 310.000 42.000 320.000 41.800 330.000 41.600 340.000 41.500 350.000 OR 41.500 360.000 41.500 370.000 41.600 380.000 41.700 390.000 41.800 400.000 OR 42.200 410.000 42.400 420.000 42.500 430.000 42.400 440.000 42.300 450.000 OR 42.200 460.000 42.000 470.000 41.400 480.000 40.900 490.000 40.500 500.000 OR 40.200 510.000 40.600 517.700 40.800 520.000 42.800 530.000 45.400 540.000 OR 45.700 544.200 45.700 550.000 45.800 560.000 46.100 570.000 46.100 580.000 OR 46.000 590.000 45.600 600.000 45.700 604.800 46.100 610.000 46.900 620.000 OR 47.400 630.000 47.600 640.000 47.900 650.000 48.100 660.000 48.400 670.000 OR 48.700 676.100 .000 .000 .000 .000 .000 .000 .000 .000 NC .000 .000 .140 .000 .000 .000 .000 .000 .000 .000 Xl .522 79.000 300.000 368.400 390.400 395.700 392.300 .000 .000 .000 OR 56.200 .000 55.700 10.000 56.300 12.000 55.700 14.300 52.800 20.000 OR 48.900 29.800 48.900 30.000 48.600 40.000 48.100 50.000 47.700 60.000 OR 47.700 70.000 47.600 80.000 47.600 90.000 47.400 100.000 47.500 110.000 OR 47.400 120.000 47.400 130.000 47.400 140.000 47.200 150.000 47.100 160.000 OR 47.000 170.000 47.100 180.000 47.100 190.000 46.900 200.000 46.600 210.000 OR 46.500 220.000 46.400 230.000 46.300 240.000 46.000 250.000 45.800 260.000 OR 45.600 270.000 45.300 280.000 44.900 290.000 44.600 300.000 44.300 310.000 OR 43.900 320.000 43.700 330.000 43.300 340.000 43.100 350.000 43.300 353.200 OR 43.700 360.000 43.900 368.400 43.900 370.000 43.900 380.000 43.900 390.000 OR 43.700 400.000 43.300 411.100 43.600 420.000 43.900 430.000 44.000 440.000 OR 44.100 450.000 44.100 460.000 44.100 471.800 45.700 480.000 46.100 485.100 OR 46.100 490.000 46.100 500.000 46.900 507.000 47.000 510.000 47.000 511.500 OR 46.700 520.000 46.700 524.900 46.900 530.000 47.400 540.000 47.900 550.000 OR 48.200 560.000 48.600 570.000 48.600 580.000 48.800 590.000 49.000 600.000 OR 49.100 610.000 49.300 620.000 49.800 630.000 49.900 640.000 50.000 650.000 OR 49.900 660.000 50.100 670.000 50.200 680.000 50.200 681.200 .000 .000 Xl .615 89.000 410.000 473.600 504.100 513.900 511.300 .000 .000 .000 X3 10.000 .000 .000 .000 .000 569.800 .000 .000 .000 .000 OR 77.300 .000 75.700 10.000 72.700 20.000 69.800 28.100 69.600 30.000 OR 68.900 40.000 68.800 50.000 68.800 60.000 68.800 70.000 68.300 80.000 OR 68.100 90.000 67.600 98.400 65.800 99.800 65.900 100.000 66.600 101.700 OR 67.500 104.100 66.900 106.900 66.900 108.900 67.000 110.000 67.100 120.000 OR 67.200 127.200 67.200 130.000 67.200 140.000 67.400 148.300 67.400 150.000 GR 68.000 160.000 68.200 166.500 68.200 170.000 68.300 180.000 68.900 185.200 OR 69.100 188.600 68.800 190.400 64.800 200.000 61.500 210.000 61.500 211.500 OR 61.000 220.000 60.500 230.000 60.300 240.000 60.000 250.000 59.800 260.000 OR 59.500 268.400 59.100 270.000 57.200 280.000 54.200 290.000 52.400 300.000 OR 50.500 310.000 49.700 320.000 49.400 330.000 49.100 340.000 48.900 350.000 OR 48.800 360.000 48.400 370.000 48.100 380.000 48.000 390.000 47.900 400.000 OR 48.000 410.000 47.900 420.000 47.800 430.000 47.800 440.000 47.100 450.000 OR 47.100 456.800 47.100 460.000 47.400 461.700 48.200 470.000 48.300 473.600 OR 48.500 480.000 48.600 490.000 48.600 500.000 48.800 510.000 49.000 520.000 OR 49.200 530.000 49.500 540.000 49.800 550.000 51.000 560.000 52.100 569.800 OR 52.100 570.000 51.500 580.000 51.200 590.000 51.700 601.800 51.700 610.000 OR 52.000 620.000 52.400 630.000 52.600 640.000 53.100 650.000 53.800 660.000 OR 54.100 670.000 54.500 680.000 55.000 690.000 55.800 694.900 .000 .000 Xl .678 93.000 280.000 350.000 336.100 341.300 341.000 .000 .000 .000 X3 10.000 .000 .000 .000 .000 513.600 .000 .000 .000 .000 OR 85.700 .000 77.800 10.000 76.500 13.000 76.900 15.800 77.200 17.600 OR 76.700 19.800 76.700 20.000 76.800 24.200 76.900 30.000 77.200 40.000 OR 77.300 42.900 77.300 50.000 77.800 60.900 78.000 70.000 77.900 78.500 OR 77.900 80.000 77.800 90.000 78.600 98.000 78.600 100.000 78.600 101.200 OR 72.100 110.000 67.400 120.000 64.700 130.000 63.200 140.000 61.700 150.000 OR 61.700 154.600 61.500 160.000 60.700 170.000 60.100 181.500 58.300 190.000 OR 57.100 200.000 56.300 210.000 56.500 213.600 56.500 220.000 56.600 230.000 OR 55.700 238.000 55.500 240.000 54.400 250.000 53.200 259.300 53.200 260.000 OR 52.700 270.000 52.200 280.000 51.800 290.000 51.400 300.000 50.400 310.000 U I I U I I i U I I I I I I I I 11 CR 50.200 317.800 50.500 320.000 50.800 330.000 50.900 340.000 51.100 350.000 CR 51.100 360.000 51.200 370.000 51.100 380.000 50.600 390.000 50.500 400.000 CR 50.500 410.000 50.800 420.000 50.900 430.000 51.100 440.000 51.300 450.000 CR 51.500 460.000 51.800 470.000 53.000 480.000 54.800 490.000 55.100 496.200 CR 54.800 500.000 54.900 510.000 55.500 513.600 55.500 519.500 55.500 520.000 CR 55.000 530.000 54.800 537.800 54.800 540.000 54.700 550.000 55.600 555.400 CR 56.000 560.000 56.700 570.000 57.400 580.000 58.200 590.000 58.400 597.700 CR 58.200 600.000 58.600 607.300 58.900 610.000 59.600 620.000 60.300 630.000 CR 60.600 640.000 61.100 650.000 61.400 660.000 61.900 670.000 62.400 680.000 CR 62.800 690.000 63.300 700.000 64.600 709.700 .000 .000 .000 .000 NC .000 .000 .130 .000 .000 .000 .000 .000 .000 .000 Xl .780 74.000 320.000 390.000 554.000 568.300 561.700 .000 .000 .000 CR 86.400 .000 79.700 8.200 79.500 9.100 80.700 10.000 80.800 12.000 CR 80.200 14.800 80.100 16.300 80.300 20.000 80.500 30.000 80.400 38.100 CR 80.400 40.000 80.200 50.000 80.300 54.800 80.000 60.000 80.300 70.000 CR, 80.200 74.900 80.100 80.000 79.700 90.000 80.100 93.600 80.000 95.000 CR 79.000 98.900 78.900 100.000 72.600 110.000 69.400 120.000 68.000 130.000 CR 66.000 140.000 64.200 150.000 63.300 160.000 62.400 170.000 61.500 180.000 CR 60.100 190.000 59.700 200.000 59.300 210.000 58.700 220.000 57.900 230.000 CR 57.200 239.800 57.200 240.000 56.900 250.000 56.700 260.000 56.500 270.000 CR 56.400 280.000 56.500 290.000 56.700 300.000 56.600 310.000 56.600 320.000 CR 56.400 330.000 56.200 340.000 56.000 350.000 55.400 357.700 55.800 360.000 GR 56.100 370.000 56.100 380.000 56.400 390.000 56.600 400.000 56.700 410.000 CR 56.600 420.000 56.400 430.000 56.500 440.000 56.900 450.000 57.200 460.000 CR 58.000 470.000 58.600 480.000 59.000 490.000 58.900 500.000 58.800 510.000 CR 58.900 511.600 59.600 520.000 60.500 530.000 61.000 537.300 61.000 540.000 CR 61.000 550.000 61.600 560.000 62.200 570.000 62.500 577.800 .000 .000 Xl .834 82.000 370.000 470.000 260.200 248.500 253.600 .000 .000 .000 X3 10.000 .000 .000 .000 .000 500.000 .000 .000 .000 .000 CR 85.300 .000 82.800 10.000 80.300 20.000 79.100 30.000 77.500 39.600 CR 77.400 40.000 74.800 44.700 74.600 45.500 75.100 47.400 75.800 49.600 CR 75.600 50.000 75.700 51.700 75.300 53.200 75.500 60.000 75.500 70.000 CR 75.500 73.900 75.400 80.000 75.200 90.000 75.000 93.500 74.900 100.000 CR 74.600 110.000 74.500 111.800 74.300 120.000 74.400 130.500 74.400 132.300 CR 72.800 137.200 70.300 140.000 65.000 150.000 63.700 156.800 63.700 160.000 CR 63.100 170.000 62.600 180.000 61.900 190.000 61.500 200.000 61.600 210.000 CR 61.100 220.000 60.600 230.000 60.000 240.000 59.500 250.000 59.100 260.000 CR 58.800 270.000 58.800 280.000 58.600 290.000 58.600 300.000 58.500 310.000 CR 58.500 320.000 58.400 330.000 58.300 340.000 58.300 350.000 58.100 360.000 CR 58.000 370.000 57.800 380.000 57.700 390.000 57.300 400.000 57.200 410.000 CR 57.100 420.000 57.400 430.000 57.600 440.000 57.900 450.000 58.600 460.000 CR 59.600 470.000 61.700 480.000 64.800 490.000 65.100 496.800 65.200 500.000 CR 65.200 510.000 65.100 520.000 65.300 530.000 65.300 540.000 65.300 550.000 CR 65.300 554.000 64.900 560.000 64.000 570.000 63.200 580.000 61.900 590.000 CR 61.800 593.600 61.900 600.000 62.500 607.100 62.600 610.000 63.400 620.000 CR 64.100 630.000 64.400 638.300 .000 .000 .000 .000 .000 .000 NC .000 .000 .140 .000 .000 .000 .000 .000 .000 .000 Xl .918 66.000 810.000 910.000 470.000 460.000 465.000 .000 .000 .000 X3 10.000 .000 .000 690.000 .000 .000 .000 .000 .000 .000 CR 68.400 .000 68.700 10.000 68.800 20.000 69.400 40.000 69.500 60.000 CR 69.400 90.000 69.400 120.000 69.600 160.000 68.800 200.000 68.400 230.000 CR 67.900 270.000 67.400 310.000 66.800 350.000 66.300 380.000 65.800 420.000 CR 65.400 430.000 65.100 440.000 64.200 460.000 64.800 480.000 64.900 510.000 CR 64.800 540.000 64.200 580.000 64.200 610.000 67.800 620.000 67.700 630.000 CR 67.500 650.000 66.700 670.000 66.600 690.000 65.900 712.700 63.500 720.000 CR 60.500 729.500 60.500 730.000 60.500 740.000 60.700 750.000 60.900 760.000 CR 60.900 770.000 61.000 780.000 61.100 790.000 61.200 800.000 61.300 810.000 CR 61.200 830.000 60.800 850.000 60.700 880.000 61.700 910.000 62.500 950.000 CR 62.500 990.000 62.700 1020.000 63.600 1060.000 63.900 1070.000 64.400 1080.000 CR 64.900 1090.000 65.500 1110.000 66.700 1123.600 66.300 1141.900 67.200 1150.000 CR 68.400 1160.000 69.200 1173.100 68.900 1190.000 68.800 1210.000 69.500 1240.000 CR 69.800 1250.000 70.400 1270.000 71.100 1290.000 71.400 1310.000 71.600 1320.000 CR 71.800 1324.100 .000 .000 .000 .000 .000 .000 .000 .000 NC .050 .050 .140 .000 .000 .000 .000 .000 .000 .000 QT 3.000 4207.000 3013.000 2456.000 .000 .000 .000 .000 .000 .000 I . 6 I Xl .998 88.000 150.000 240.000 450.000 425.000 440.000 .000 .000 .000 CR 70.800 .000 71.000 10.000 71.000 19.700 71.000 20.000 70.800 30.000 CR 70.400 39.200 70.400 40.000 70.500 50.000 70.600 57.000 70.400 60.000 CR 70.100 70.000 70.100 74.800 70.000 76.900 69.900 80.000 69.600 81.500 CR66.500 90.000 62.800 100.000 62.000 105.600 62.000 110.000 62.300 120.000 CR 62.300 130.000 62.400 140.000 62.500 150.000 62.300 160.000 62.300 170.000 CR 62.400 180.000 62.400 190.000 62.400 200.000 62.400 210.000 62.500 220.000 CR 62.900 230.000 63.000 240.000 63.000 250.000 63.000 260.000 63.000 270.000 CR 63.000 280.000 63.000 290.000 63.200 300.000 63.300 310.000 63.300 320.000 CR63.300 330.000 63.300 340.000 63.300 350.000 63.300 360.000 63.300 370.000 CR 63.300 380.000 63.300 390.000 63.300 400.000 63.300 410.000 63.300 420.000 CR 63.300 430.000 63.300 440.000 63.300 450.000 63.300 460.000 63.400 470.000 CR 64.000 480.000 64.300 490.000 65.100 500.000 66.100 510.000 66.600 520.000 CR67.000 530.000 67.500 540.000 68.100 550.000 68.800 560.000 69.200 566.500 CR 69.200 570.000 69.200 580.000 69.400 590.000 69.500 600.000 69.600 610.000 CR 69.400 620.000 69.200 630.000 69.100 640.000 69.300 647.300 69.800 650.000 CR 76.400 658.600 75.900 660.000 73.200 670.000 70.700 680.000 71.500 683.100 CR CR72.400 71.800 687.700 712.800 71.500 72.700 690.000 720.000 71.300 73.300 700.000 730.600 71.800 .000 702.500 .000 72.400 .000 710.000 .000 NC .000 .000 .150 .000 .000 .000 .000 .000 .000 .000 Xl 1.096 83.000 180.000 330.000 525.000 530.000 525.000 .000 .000 .000 CR79.300 .000 79.500 10.000 79.500 20.000 79.500 25.800 79.400 30.000 CR 79.000 40.000 79.200 43.900 79.100 45.200 78.900 48.600 77.900 50.000 CR 72.800 60.000 69.900 70.500 69.900 80.000 70.000 91.100 70.100 101.500 CR 68.700 110.000 66.400 120.000 65.300 130.000 64.700 140.000 64.100 150.000 CR63.500 160.000 63.100 170.000 63.000 180.000 62.100 190.000 62.000 200.000 CR 62.000 210.000 62.000 220.000 62.000 230.000 62.000 240.000 62.000 250.000 CR 62.000 260.000 62.000 270.000 62.000 280.000 62.000 290.000 62.000 300.000 CR 62.000 310.000 62.300 320.000 62.700 330.000 63.000 340.000 63.500 350.000 CR CR63.600 70.600 360.000 410.000 64.200 70.700 370.000 417.500 64.900 70.700 380.000 420.000 66.300 70.700 390.000 430.000 68.500 70.700 400.000 440.000 CR 70.700 450.000 71.900 456.600 72.700 460.000 72.900 471.200 70.800 480.900 CR 70.900 490.000 70.800 500.000 70.700 510.000 70.600 520.000 70.500 530.000 CR 70.400 540.000 70.500 550.000 70.600 560.000 70.900 570.000 71.200 580.000 CR71.600 590.000 71.800 600.000 71.900 610.000 72.000 620.000 72.000 630.000 CR 72.100 640.000 72.300 650.000 72.300 660.000 72.300 670.000 72.700 680.000 CR 72.600 690.000 72.800 700.000 72.900 710.000 73.200 720.000 73.600 730.000 CR 73.800 740.000 74.100 750.000 74.200 757.200 .000 .000 .000 .000 NC .055 .050 .150 .000 .000 .000 .000 .000 .000 .000 Xl 1.164 68.000 100.000 280.000 361.500 367.500 363.400 .000 .000 .000 CR 85.700 .000 80.000 10.000 74.100 20.000 74.000 22.600 74.000 30.000 CR 73.800 40.000 73.500 44.400 72.800 50.000 72.100 60.000 71.100 70.000 CR CR69.800 65.300 80.000 130.000 68.000 65.300 90.000 140.000 66.300 65.300 100.000 150.000 65.400 65.300 110.000 160.000 65.200 65.300 120.000 170.000 CR 65.300 180.000 65.100 190.000 65.100 200.000 65.100 210.000 65.100 220.000 CR 65.100 230.000 65.200 240.000 65.200 250.000 65.300 260.000 65.500 270.000 CR 66.500 280.000 66.900 290.000 67.000 300.000 67.300 310.000 67.500 320.000 CR67.700 330.000 67.800 340.000 68.100 350.000 69.000 360.000 73.900 370.000 CR 74.900 375.800 74.800 380.000 74.600 390.000 74.600 400.000 74.700 410.000 CR 74.700 420.000 74.800 430.000 74.900 440.000 75.000 450.000 75.100 460.000 CR 75.200 470.000 75.200 480.000 75.200 490.000 75.200 500.000 75.400 510.000 CR75.400 520.000 75.600 530.000 75.700 540.000 76.100 550.000 76.300 560.000 CR 76.400 570.000 76.400 580.000 76.700 590.000 76.900 600.000 77.200 610.000 CR 77.500 620.000 77.700 630.000 77.800 632.500 .000 .000 .000 .000 XI CR89.600 1.236 73.000 .000 120.000 89.900 240.000 .800 359.100 89.600 359.600 4.900 359.200 88.200 .000 10.000 .000 83.800 .000 18.500 CR 83.800 20.000 84.600 30.000 84.700 40.000 84.000 44.300 79.800 50.000 CR 75.800 60.000 75.000 63.900 75.100 70.000 74.900 80.000 74.700 90.000 CR 74.700 100.000 74.700 110.000 74.300 120.000 73.700 130.000 73.500 140.000 CR73.200 150.000 73.000 160.000 73.100 170.000 73.200 180.000 73.300 190.000 CR 73.300 200.000 73.500 210.000 73.500 220.000 73.800 230.000 74.400 240.000 CR 75.100 250.000 76.100 260.000 77.300 270.000 79.400 280.000 79.100 285.300 CR 79.400 290.000 80.200 300.000 80.300 306.400 80.300 310.000 80.400 320.000 CR80.300 330.000 81.200 335.700 88.700 338.700 88.800 340.000 90.000 350.000 CR 90.900 356.700 90.400 360.000 88.800 369.100 85.900 370.000 80.100 374.700 CR 80.200 380.000 80.200 390.000 80.100 400.000 80.100 410.000 80.100 420.000 CR 80.100 430.000 80.000 440.000 79.800 450.000 79.700 460.000 79.500 470.000 CR 79.200 480.000 79.000 490.000 79.200 500.000 79.300 510.000 79.300 520.000 I 79.300 530.000 79.400 540.000 79.600 550.000 79.800 560.000 80.000 570.000 80.100 580.000 .80.000 590.000 80.400 595.100 .000 .000 .000 .000 .050 .040 .130 .000 .000 .000 .000 .000 .000 .000 1.313 87.000 270.000 390.000 427.700 414.200 423.600 .000 .000 .000 121.600 .000 114.800 10.000 111.100 20.000 108.000 23.200 96.900 30.000 87.900 40.000 83.900 46.500 83.900 50.000 83.800 51.700 83.400 53.500 83.800 60.000 83.900 70.000 84.100 80.000 84.200 90.000 84.200 93.600 84.100 100.000 83.800 110.000 83.500 120.000 83.600 130.000 83.600 130.700 83.100 135.000 81.300 140.000 77.600 150.000 77.000 152.200 76.900 160.000 76.900 170.000 76.700 180.000 76.100 190.000 75.300 200.000 75.000 210.000 74.800 220.000 74.500 230.000 74.500 240.000 74.500 250.000 74.300 260.000 74.300 270.000 74.000 280.000 73.800 290.000 73.600 300.000 73.400 310.000 73.300 320.000 73.200 330.000 73.000 340.000 73.100 350.000 73.100 360.000 73.400 370.000 73.500 380.000 73.500 390.000 73.700 400.000 73.800 410.000 73.800 420.000 73.800 430.000 73.800 440.000 74.000 450.000 74.000 460.000 74.200 470.000 74.300 480.000 74.500 490.000 74.700 500.000 74.900 510.000 75.000 520.000 75.200 530.000 76.000 540.000 76.800 550.000 77.400 560.000 77.500 562.100 77.700 570.000 78.000 580.000 78.200 590.000 78.400 600.000 79.100 610.000 79.800 620.000 80.600 630.000 80.700 631.600 80.700 640.000 81.200 650.000 81.700 652.200 81.800 656.100 81.800 660.000 82.100 670.000 82.500 680.000 82.900 690.000 83.300 700.000 83.900 710.000 84.500 720.000 85.300 730.000 85.700 735.600 .000 .000 .000 .000 .000 .000 .030 .060 .030 .000 .000 .000 .000 .000 .000 .000 3.000 1890.000 1890.000 1890.000 .000 .000 .000 .000 .000 .000 1.403 11.000 394.900 448.900 535.000 490.000 524.000 .000 .000 .000 .000 .000 .000 394.900 84.000 .000 .000 .000 .000 .000 81.400 .000 - 81.900 44.800 81.500 68.700 80.300 86.100 82.500 106.000 83.500 280.000 83.500 394.900 76.700 423.900 77.100 448.900 81.400 557.900 87.200 662.400 .000 .000 .000 .000 .000 .000 .000 .000 .030 .040 . .030 .000 .000 .000 .000 .000 .000 .000 1.420 11.000 404.300 444.700 370.000 360.000 362.000 .000 .000 .000 .000 .000 .000 350.000 84.000 .000 .000 .000 .000 .000 83.800 .000 84.200 33.100 83.600 66.400 82.200 156.800 83.200 236.000 82.300 318.300 81.600 404.300 78.400 411.400 84.400 444.700 86.500 526.700 89.900 608.000 .000 .000 .000 .000 .000 .000 .000 .000 Xl 1.520 12.000 338.800 396.900 270.000 252.000 252.000 .000 .000 .000 X3 .000 .000 .000 258.600 89.500 .000 .000 .000 .000 .000 OR 89.300 .000 88.800 30.900 88.100 67.900 88.300 165.700 89.500 258.600 GR 87.500 338.800 85.400 363.000 83.100 377.500 88.500 396.900 92.600 477.300 OR 97.600 558.500 102.400 635.300 .000 .000 .000 .000 .000 .000 01 3.000 4207.000 3013.000 2456.000 .000 .000 .000 .000 .000 .000 NC .050 .040 .130 .000 .000 .000 .000 .000 .000 .000 Xl -1.313 87.000 270.000 390.000 427.700 414.200 423.600 .000 .000 .000 OR 121.600 .000 114.800 10.000 111.100 20.000 108.000 23.200 96.900 30.000 OR 87.900 40.000 83.900 46.500 83.900 50.000 83.800 51.700 83.400 53.500 OR 83.800 60.000 83.900 70.000 84.100 80.000 84.200 90.000 84.200 93.600 OR 84.100 100.000 83.800 110.000 83.500 120.000 83.600 130.000 83.600 130.700 OR 83.100 135.000 81.300 140.000 77.600 150.000 77.000 152.200 76.900 160.000 OR 76.900 170.000 76.700 180.000 76.100 190.000 75.300 200.000 75.000 210.000 OR 74.800 220.000 74.500 230.000 74.500 240.000 74.500 250.000 74.300 260.000 OR 74.300 270.000 74.000 280.000 73.800 290.000 73.600 300.000 73.400 310.000 OR 73.300 320.000 73.200 330.000 73.000 340.000 73.100 350.000 73.100 360.000 OR 73.400 370.000 73.500 380.000 73.500 390.000 73.700 400.000 73.800 410.000 OR 73.800 420.000 73.800 430.000 73.800 440.000 74.000 450.000 74.000 460.000 OR 74.200 470.000 74.300 480.000 74.500 490.000 74.700 500.000 74.900 510.000 OR 75.000 520.000 75.200 530.000 76.000 540.000 76.800 550.000 77.400 560.000 OR 77.500 562.100 77.700 570.000 78.000 580.000 78.200 590.000 78.400 600.000 OR 79.100 610.000 79.800 620.000 80.600 630.000 80.700 631.600 80.700 640.000 OR 81.200 650.000 81.700 652.200 81.800 656.100 81.800 660.000 82.100 670.000 OR 82.500 680.000 82.900 690.000 83.300 700.000 83.900 710.000 84.500 720.000 OR 85.300 730.000 85.700 735.600 .000 .000 .000 .000 .000 .000 01 3.000 .2597.000 1465.000 832.000 .000 . .000 .000 .000 .000 .000 MC .040 .100 .060 .100 .300 .000 .000 .000 .000 .000 Xl .000 13.000 473.400 552.200 200.000 400.000 300.000 .000 .000 .000 X3 10.000 73.500 .000 .000 .000 .000 .000 .000 .000 .000 OR 79.700 .000 79.600 90.100 79.100 203.300 80.800 295.900 82.300 397.500 I OR OR I Li I I El I I I I 1 I 1 76.100 473.400 73.500 515.600 75.400 552.200 82.100 625.300 82.700 747.300 79.100 840.500 78.600 962.800 82.100 1084.200 .000 .000 .000 .000 ,7:43:29 PAGE 11 .006 30.000 320.000 360.100 40.000 40.000 40.000 .000 .000 .000 10.000 .000 .000 .000 .000 .000 .000 .000 .000 .000 83.400 .000 81.400 82.300 81.100 174.900 80.300 257.100 80.300 290.000 81.000 314.000 81.000 320.000 77.100 320.100 76.800 323.000 75.000 327.500 75.000 337.500 79.000 337.600 79.000 342.500 75.000 342.600 75.000 352.500 77.100 357.000 77.100 360.000 81.000 360.100 81.000 382.000 81.000 384.000 81.300 387.000 81.900 532.900 82.200 642.600 83.200 776.600 84.200 880.400 86.700 975.000 87.600 1060.000 89.300 1171.800 92.400 1308.000 99.100 1455.800 1.050 1.600 2.900 400.000 45.000 5.000 140.000 .000 75.000 75.000 .021 .000 .000 .000 110.000 110.000 110.000 .000 .000 .000 .000 .000 1.000 79.000 81.000 .000 .000 1.050 .000 .000 -8.000 314.000 81.000 81.000 314.100 82.000 81.000 320.000 82.000 81.000 .000 320.100 82.300 79.000 360.000 82.300 79.000 360.100 82.000 81.000 .000 382.000 82.000 81.000 384.000 81.000 81.000 .000 .000 .000 .023 19.000 139.500 284.700 20.000 20.000 20.000 .000 .000 .000 .000 .000 .000 150.000 81.000 220.000 81.000 .000 .000 .000 96.600 .000 91.700 35.800 79.600 75.400 79.600 100.300 78.200 139.500 76.000 157.500 75.000 172.200 75.100 206.800 78.100 284.700 79.400 381.500 79.800 491.000 - 79.900 604.300 82.200 714.400 83.500 836.100 85.300 961.300 85.300 1082.600 88.100 1191.700 92.400 1277.200 99.800 1353.300 .000 .000 .110 19.000 253.700 386.500 485.000 425.000 471.000 .000 .000 .000 88.000 .000 84.900 15.800 82.000 24.900 83.600 45.800 80.500 58.700 78.300 97.600 78.700 131.200 78.900 207.800 77.300 253.700 75.800 278.900 76.600 294.700 77.300 386.500 79.100 484.000 82.600 608.100 82.000 704.600 83.500 831.300 85.300 934.600 86.700 1042.900 88.300 1118.200 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 07:43:29 PAGE 12 SECNO DEPTH CWSEL CRIWS WSELK EC HV HI OLOSS BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XML XNCH XNR WTN EIMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 1 CCHV= .100 CEHV= .300 *SECNO .000 3280 CROSS SECTION .00 EXTENDED 2.70 FEET 3470 ENCROACHMENT STATIONS= 270.0 562.9 TYPE= 1 TARGET= -270.000 .00 4.20 8.50 .00 8.50 8.80 .30 .00 .00 4.90 4725. 2352. 1974. 399. 530. 445. 103. 0. 0. 5.00 .00 4.44 4.44 3.88 .060 .060 .060 .000 4.30 270.00 .005611 0. 0. 0. 0 0 0 .00 292.90 562.90 0 CCHV= .300 CEHV= .500 *SECNO .017 WATER EL CHANGE FROM X2 CARD 3470 ENCROACHMENT STATIONS= .0 270.0 TYPE= 1 TARGET= 269.999 3495 OVERBANK AREA ASSUMED NON-EFFECTIVE,ELLEA= 100000.00 ELREA= 8.00 .02 2.80 10.00 .00 .00 10.95 .95 3.36 .32100000.00 4725. 0. 1508. 3217. 0. 189. 416. 6. 2. 8.00 .01 .00 7.98 7.73 .060 .060 .060 .000 7.20 .00 9 CR CR xi X3 CR GR CR CR CR CR SB Xl X2 BT 81 81 xl X3 CR CR CR CR xl CR CR CR CR EJ .034540 295. 295. 295. 0 0 0 .00 270.00 270.00 0 *SECNO .053 3280 CROSS SECTION .05 EXTENDED 3.04 FEET 3301 HV CHANGED MORE THAN HVINS - 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200 ELENCL= 18.50 ELENCR= 18.50 .05 9.54 19.04 17.44 .00 21.64 2.60 9.86 .83 9.50 4725. 60. 4634. 31. 24. 355. 13. 10. 3. 18.50 .02 2.48 13.06 2.47 .060 .060 .060 .000 9.50 185.00 .023252 405. 365. 325. 6 17 a .00 105.00 290.00 0 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG HV HI OLOSS BANK ELEV 0 GLOB OCR QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO .054 4575 CRITICAL DEPTH ASSUMED BELOW ELLC OF 17.500 EGLC 21.680 EGC= 22.438 WSEL 19.763 4575 CRITICAL DEPTH ASSUMED BELOW ELLC OF 17.500 EGLC= 21.680 EGC= 21.686 WSEL= 17.392 3280 CROSS SECTION .05 EXTENDED 2.40 FEET 3301 HV CHANGED MORE THAN HVINS 3370 NORMAL BRIDGE,NRD= 14 HIM ELTRD 16.00 MAX ELLC= 17.50 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200 ELENCL= 18.50 ELENCR= 18.50 .05 8.90 18.40 17.50 .00 22.58 4.18 .15 .79 9.50 4725. 0. 4725. 0. 0. 288. 0. 10. 3. 18.50 .02 .00 16.41 .00 .060 .017 .060 .000 9.50 229.40 .010953 10. 10. 10. 8 18 0 -43.18 37.20 266.60 0 *SECNO .063 3280 CROSS SECTION .06 EXTENDED 7.12 FEET 3301 HV CHANGED MORE THAN HVINS 3370 NORMAL BRIDGE,NRD= 14 HIM ELTRD= 16.00 MAX ELLC= 17.80 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET 37.200 ELENCL= 18.80 ELENCR= 18.80 .06 13.32 23.12 .00 .00 24.08 .96 .53 .97 9.80 4725. 578. 3857. 290. 192. 449. 101. 11. 4. 18.80 .02 3.02 8.60 2.87 .060 .017 .060 .000 9.80 185.00 .002387 120. 120. 120. 5 0 0 -46.81 105.00 290.00 0 *SECNO .064 3280 CROSS SECTION .06 EXTENDED 7.58 FEET 07:43:29 PAGE 13 PAGE 14 10 SECNO DEPTH CWSEL CRIWS USELK EG HV HL OLOSS BANK ELEV 0 GLOB OCR OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200 ELENCL= 18.80 ELENCR= 18.80 .06 13.77 23.57 .00 .00 24.21 .63 .03 .10 9.80 4725. 746. 3607. 372. 212. 513. 112. 11. 4. 18.80 .02 3.52 7.04 3.33 .060 .050 .060 .000 9.80 185.00 .002871 10. 10. 10. 2 0 0 .00 105.00 290.00 0 CCHV= .100 CEHV= .300 *SECNO .098 3301 HV CHANGED MORE THAN HVINS 3470 ENCROACHMENT STATIONS= 265.1 844.1 TYPE= 1 TARGET= -265.100 .10 11.61 24.31 .00 .00 24.33 .02 .06 .06 17.20 4725. 1453. 716. 2556. 1233. 888. 1994. 19. 5. 14.00 .06 1.18 .81 1.28 .060 .120 .060 .000 12.70 265.10 .000176 135. 140. 130. 2 0 0 .00 572.46 837.56 *SECNO .000 * 3265 DIVIDED FLOW .00 5.96 79.46 .00 .00 79.85 .39 .46 .09 76.10 2597. 294. 2069. 234. 87. 380. 178. 238. 67. 75.40 .60 3.40 5.45 1.31 .040 .060 .100 .000 73.50 122.99 .005963 200. 300. 400. 10 0 0 .00 424.87 992.45 0 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG MV ML OLOSS BANK ELEV 0 GLOB OCR OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XML XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST PAGE 20 *SECNO .006 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED .01 6.74 81.74 81.74 2597. 893. 1662. 42. .60 4.23 7.27 .97 .013282 40. 40. 40. 0 SPECIAL BRIDGE .00 82.36 .62 .34 .07 81.00 211. 229. 43. 238. 68. 81.00 .040 .060 .100 .000 75.00 68.28 20 12 0 .00 425.85 494.14 SB XK XKOR COFO RDLEN BWC BWP BAREA SS ELCHU ELCHD 1.05 1.60 2.90 400.00 45.00 5.00 140.00 .00 75.00 75.00 *SECNO .021 3280 CROSS SECTION .02 EXTENDED 1.61 FEET • 3301 HV CHANGED MORE THAN HVINS • PRESSURE AND WEIR FLOW EGPRS EGLWC H3 OWEIR QPR BAREA TRAPEZOID ELLC ELTRD II AREA 90.29 82.56 .20 990. 1610. 140. 160. 79.00 81.00 .02 10.01 85.01 .00 .00 85.03 .02 2.67 .00 81.00 2597. 1569. 439. 589. 1200. 1360. 1386. 242. 69. 81.00 .63 1.31 1.22 .43 .040 .060 .100 .000 75.00 .00 .000204 110. 110. 110. 2 0 3 .00 910.97 910.97 0 *SECNO .023 3470 ENCROACHMENT STATIONS 150.0 220.0 TYPE= 1 TARGET= 70.000 ELENCL= 81.00 ELENCR 81.00 .02 10.02 85.02 .00 .00 85.03 .02 .00 .00 81.00 2597. 380. 1215. 1003. 287. 978. 2003. 244. 70. 81.00 .63 1.32 1.24 .50 .040 .060 .100 .000 75.00 60.54 .000215 20. 20. 20. 2 0 0 .00 881.03 941.57 0 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO .110 .11 9.27 85.07 .00 .00 85.08 .01 .04 .00 77.30 2597. 1229. 828. 540. 1343. 1100. 1825. 283. 79. 77.30 .81 .92 .75 .30 .040 .060 .100 .000 75.80 14.94 .000055 485. 471. 425. 2 0 0 .00 906.42 921.36 0 07:43:29 PAGE 21 PAGE 22 HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01,02,03,04,05,06 MODIFICATION - 50,51,52,53,54,55,56 IBM-PC-XT VERSION AUGUST 1985 Ti THIS IS A SUBCRITICAL RUN FOR ENCINITAS CREEK EXISTING CONDITIONS T2 FOR EVALUATION OF DRAINAGE CAPACITIES OF BRIDGES AND CULVERTS T3 FOR DISCHARGES WITH DETENTION BASINS A, B AND C Ji ICHECK IWO NINV IDIR STRT METRIC HVINS 0 WSEL 0. 3. 0. 0. .000000 .00 .0 0. 8.500 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM 2.000 .000 -1.000 .000 .000 .000 .000 .000 .000 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV 0 GLOB OCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPUID ENDST FQ .000 ITRACE .000 PAGE 23 12 *PROF 2 CCHV .100 CEHV .300 *SECNO .000 3280 CROSS SECTION .00 EXTENDED 2.70 FEET 3470 ENCROACHMENT STATIONS= 270.0 562.9 TYPE= 1 TARGET= -270.000 .00 4.20 8.50 .00 8.50 8.66 .16 .00 .00 4.90 3450. 1717. 1442. 291. 530. 445. 103. 0. 0. 5.00 .00 3.24 3.24 2.83 .060 .060 .060 .000 4.30 270.00 .002992 0. 0. 0. 0 0 0 .00 292.90 562.90 0 CCHV= .300 CEHV .500 *SECNO .017 WATER EL CHANGE FROM X2 CARD 3470 ENCROACHMENT STATIONS= .0 270.0 TYPE= 1 TARGET= 269.999 3495 OVERBANK AREA ASSUMED NON-EFFECTIVE,ELLEA= 100000.00 ELREA= 8.00 .02 2.80 10.00 .00 .00 10.51 .51 1.79 .17100000.00 3450. 0. 1101. 2349. 0. 189. 416. 6 2. 8.00 .01 .00 5.83 5.65 .060 .060 .060 .000 7.20 .00 .018415 295. 295. 295. 0 0 0 .00 270.00 270.00 0 *SECNO .053 3280 CROSS SECTION .05 EXTENDED .90 FEET 3301 HV CHANGED MORE THAN.HVINS 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200 ELENCL= 18.50 ELENCR= 18.50 .05 7.40 16.90 .00 .00 19.34 2.44 7.87 .97 9.50 3450. 0. 3450. 0. 0. 275. 0. 9. 3. 18.50 .02 .00 12.54 .00 .060 .060 .060 .000 9.50 229.40 .027798 405. 365. 325. 3 0 0 .00 37.20 266.60 0 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST PAGE 24 *SECNO .054 3280 CROSS SECTION .05 EXTENDED .92 FEET 3370 NORMAL BRIDGE,NRD= 14 MIN ELTRD= 16.00 MAX ELLC= 17.50 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= ELENCL= 18.50 ELENCR= 18.50 .05 7.41 16.91 .00 .00 19.50 3450. 0. 3450. 0. 0. 267. .02 .00 12.91 .00 .060 .017 .004426 10. 10. 10. 2 0 0 *SECNO .063 3280 CROSS SECTION .06 EXTENDED 1.99 FEET 1 TARGET= 37.200 2.59 .09 .07 9.50 0. 9 3. 18.50 .060 .000 9.50 229.40 0 -8.74 37.20 266.60 3370 NORMAL BRIDGE,NRD= 14 MIN ELTRD= 16.00 MAX ELLC 17.80 13 CCHV .100 CEHV= .300 *SECNO .000 3265 DIVIDED FLOW .00 5.19 78.69 .00 .00 78.91 1465. 114. 1273. 77. 41. 319. .65 2.79 3.99 1.29 .040 .060 .004031 200. 300. 400. 2 0 0 *SECNO .006 3301 HV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3495 OVERBANK AREA ASSUMED NON-EFFECTIVE,ELLEA= .23 .39 .04 76.10 60. 188. 62. 75.40 .100 .000 73.50 441.74 0 .00 170.48 965.80 81.00 ELREA= 81.00 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= ELENCL 18.80 ELENCR= 18.80 .06 8.19 17.99 .00 .00 20.22 3450. 0. 3450. 0. 0. 288. .03 .00 11.98 .00 .060 .017 .005840 120. 120. 120. 14 0 0 *SECNO .064 3280 CROSS SECTION .06 EXTENDED 2.85 FEET 3301 HV CHANGED MORE THAN HVINS 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= ELENCL= 18.80 EIENCR= 18.80 .06 9.05 18.85 16.22 .00 20.48 3450. 1. 3449. 0. 2. 337. .03 .36 10.24 .36 .060 .050 .010648 10. 10. 10. 6 15 0 07:43:29 1 TARGET= 37.200 2.23 .61 .11 9.80 0. 10. 3. 18.80 .060 .000 9.80 229.40 0 -16.72 37.20 266.60 1 TARGET= 37.200 1.63 .08 .18 9.80 1. 10. 3. 18.80 .060 .000 9.80 185.00 0 .00 105.00 290.00 PAGE 25 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB OCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDSI CCHV= .100 CEHV= .300 *SECNO .098 3301 HV CHANGED MORE THAN HVINS 3470 ENCROACHMENT STATIONS= 265.1 844.1 TYPE= .10 8.12 20.82 .00 .00 20.86 3450. 854. 716. 1880. 604. 606. .05 1.41 1.18 1.84 .060 .120 .000629 135. 140. 130. 3 0 0 SECNO DEPTH CWSEL CRIWS WSEIK EG Q OLOB QCH OROB ALOB ACH TIME VLOB VCH VROB XNL XNCH SLOPE XLOBL XLCH XLOBR ITRIAL IDC 1 TARGET= -265.100 .04 .22 .16 17.20 1021. 14. 4. 14.00 .060 .000 12.70 265.10 0 .00 500.61 765.71 HV HI OLOSS BANK ELEV AROB VOL TWA LEFT/RIGHT XNR WIN ELMIN SSTA ICONT CORAR TOPWID ENDST iEl .01 4.47 79.47 79.47 .00 81.23 1.75 .39 .46 81.00 1465. 0. 1465. 0. 0. 138. 0. 188. 62. 81.00 .65 .00 10.63 .00 .040 .060 .100 .000 75.00 320.04 .051881 40. 40. 40. 20 15 0 .00 40.02 360.06 0 SPECIAL BRIDGE SB XK XKOR COFQ RDLEN BWC BWP BAREA SS ELCHU ELCHD 1.05 1.60 2.90 400.00 45.00 5.00 140.00 .00 75.00 75.00 *SECNO .021 PRESS FLOW BECAUSE EGLWC OF 83.05 EXCEEDS 1.5 DEPTH 3301 MV CHANGED MORE THAN HVINS PRESSURE AND WEIR FLOW 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG HV HI OLOSS BANK ELEV 0 OLOB QCH OROB ALOB ACM AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST EGPRS EGLWC H3 OWEIR OPR BAREA TRAPEZOID ELLC ELTRD AREA 82.19 83.05 1.83 8. 1454. 140. 160. 79.00 81.00 .02 7.03 82.03 .00 .00 82.15 .12 .93 .00 81.00 1465. 618. 799. 48. 285. 240. 93. 189. 63. 81.00 .66 2.16 3.33 .52 .040 .060 .100 .000 75.00 56.45 .002606 110. 110. 110. 2 0 3 .00 523.35 579.79 0 *SECNO .023 3470 ENCROACHMENT STATIONS= 150.0 220.0 TYPE= 1 TARGET= 70.000 ELENCL= 81.00 ELENCR= 81.00 .02 7.14 82.14 .00 .00 82.19 .05 .03 01 81.00 1465. 105. 1134. 226. 76. 561. 425. 189. 63. 81.00 .66 1.39 2.02 .53 .040 .060 .100 .000 75.00 71.17 .001194 20. 20. 20. 2 0 0 .00 638.01 709.18 0 *SECNO .110 3265 DIVIDED FLOW .11 6.51 82.31 .00 .00 82.32 .01 .12 .00 77.30 1465. 660. 603. 202. 710. 733. 594. 206. 70. 77.30 .83 .93 .82 .34 .040 .060 .100 .000 75.80 23.94 .000113 485. 471. 425. 2 0 0 .00 626.36 730.41 0 07:43:29 HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01,02,03,04,05,06 MODIFICATION . 50,51,52,53,54,55,56 IBM-PC-XT VERSION AUGUST 1985 15 PAGE 31 PAGE 32 Ti THIS IS A SUBCRITICAL RUN FOR ENCINITAS CREEK EXISTING CONDITIONS T2 FOR EVALUATION OF DRAINAGE CAPACITIES OF BRIDGES AND CULVERTS 13 FOR DISCHARGES WITH DETENTION BASINS A, B, C AND D Ji ICHECK INO NINV IDIR STRT METRIC HVINS Q WSEL FO 0. 4. 0. 0. .000000 .00 .0 0. 8.500 .000 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 15.000 .000 -1.000 .000 .000 .000 .000 .000 .000 .000 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XIOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 3 CCHV= .100 CEHV= .300 *SECNO .000 3280 CROSS SECTION .00 EXTENDED 2.70 FEET 3470 ENCROACHMENT STATIONS= 270.0 562.9 TYPE= 1 TARGET= -270.000 .00 4.20 8.50 .00 8.50 8.62 .12 .00 .00 4.90 2926. 1456. 1223. 247. 530. 445. 103. 0. 0. 5.00 .00 2.75 2.75 2.40 .060 .060 .060 .000 4.30 270.00 .002152 0. 0. 0. 0 0 0 .00 292.90 562.90 0 CCHV= .300 CEHV= .500 *SECNO .017 WATER EL CHANGE FROM X2 CARD 470 ENCROACHMENT STATIONS .0 270.0 TYPE= 1 TARGET= 269.999 3495 OVERBANK AREA ASSUMED NON-EFFECTIVE,ELLEA= 100000.00 ELREA= 8.00 .02 2.80 10.00 .00 .00 10.36 .36 1.29 .12100000.00 2926. 0. 934. 1992. 0. 189. 416. 6. 2. 8.00 .02 .00 4.94 4.79 .060 .060 .060 .000 7.20 .00 .013246 295. 295. 295. 0 0 0 .00 270.00 270.00 0 *SECNO .053 3301 HV CHANGED MORE THAN HVINS 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200 ELENCL= 18.50 ELENCR= 1850 .05 6.34 15.84 .00 .00 18.23 2.39 6.86 1.01 9.50 2926. 0. 2926. 0. 0. 236. 0. 9. 3. 18.50 .02 .00 12.40 .00 .060 .060 .060 .000 9.50 229.40 .031557 405. 365. 325. 4 0 0 .00 37.20 266.60 0 *SECNO .054 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG NV HI OLOSS BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA PAGE 33 PAGE 34 16 SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 3370 NORMAL BRIDGE,NRD= 14 MIN ELTRD 16.00 MAX ELLC= 17.50 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200 ELENCL= 18.50 ELENCR= 18.50 .05 6.38 15.88 .00 .00 18.39 2.51 .10 .06 9.50 2926. 0. 2926. 0. 0. 230. 0. 9. 3. 18.50 .03 .00 12.72 .00 .060 .017 .060 .000 9.50 229.40 .004712 10. 10. 10. 3 0 0 -7.26 37.20 266.60 0 *SECNO .063 3280 CROSS SECTION .06 EXTENDED 1.16 FEET 3301 MV CHANGED MORE THAN HVINS 3370 NORMAL BRIDGE,NRD= 14 MIN ELTRD= 16.00 MAX ELLC= 17.80 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200 ELENCL= 18.80 ELENCR= 18.80 .06 7.35 17.15 .00 .00 19.04 1.89 .47 .19 9.80 2926. 0. 2926. - 0. 0. 265. 0. 10. 3. 18.80 .03 .00 11.04 .00 .060 .017 .060 .000 9.80 229.40 .003247 120. 120. 120. 6 0 0 -8.65 37.20 266.60 0 *SECNO .064 3280 CROSS SECTION .06 EXTENDED 1.63 FEET 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200 ELENCL= 18.80 ELENCR= 18.80 .06 7.83 17.63 .00 .00 19.20 1.57 .06 .10 9.80 2926. 0. 2926. 0. 0. 291. 0. 10. 3. 18.80 .03 .00 10.05 .00 .060 .050 .060 .000 9.80 229.40 .011752 10. 10. 10. 3 0 0 .00 37.20 266.60 0 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV 0 GLOB OCR OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST CCHV= .100 CEHV= .300 *SECNO .098 3301 HV CHANGED MORE THAN HVINS 3470 ENCROACHMENT STATIONS= 265.1 844.1 TYPE= 1 TARGET= -265.100 .10 6.95 19.65 .00 .00 19.70 .05 .36 .15 17.20 2926. 573. 718. 1634. 395. 511. 755. 13. 4. 14.00 .05 1.45 1.41 2.16 .060 .120 .060 .000 12.70 269.22 .001116 135. 140. 130. 3 0 0 .00 471.85 741.07 0 *SECNO .129 .13 4.02 19.82 .00 .00 20.16 .34 .37 .09 16.90 2926. 1278. 440. 1208. 225. 207. 291. 17. 5. 17.20 .06 5.67 2.13 4.16 .060 .140 .060 .000 15.80 335.17 .009483 160. 150. 145. 3 0 0 .00 281.15 616.31 0 PAGE 35 17 *SECNO .156 .16 5.22 21.82 .00 .00 22.35 .53 2.13 .06 19.20 2926. 1102. 1157. 666. 151. 249. 135. 19. 6. 19.00 .07 7.32 4.65 4.92 .060 .140 .060 .000 16.60 164.96 .028396 140. 140. 140. 3 0 0 .00 265.93 430.89 0 *SECNO .182 .18 4.36 25.46 .00 .00 25.93 .47 3.57 .01 22.60 2926. 468. 967. 1491. 79. 269. 235. 21. 7. 22.40 .07 5.92 3.59 6.34 .060 .140 .060 .000 21.10 171.75 .022804 140. 141. 141. 4 0 0 .00 274.74 446.49 0 *SECNO .202 3470 ENCROACHMENT STATIONS= 140.0 555.1 TYPE= 1 TARGET= -140.000 .20 3.86 28.16 .00 .00 28.72 .56 2.76 .03 25.70 2926. 683. 680. 1563. 96 207. 247. 22. 8. 25.30 .08 7.11 3.29 6.34 .060 .150 .060 .000 24.30 153.82 .026192 110. 112. 115. 2 0 0 .00 282.70 436.52 0 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV 0 QLOB OCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XML XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO .240 .24 4.34 32.04 .00 .00 32.29 .25 3.54 .03 29.10 2926. 880. 757. 1289. 194. 293. 296. 25. 9. 29.50 .09 4.53 2.59 4.35 .060 .150 .060 .000 27.70 81.28 .012122 210. 205. 205. 4 0 0 .00 329.88 411.17 0 *SECNO .277 .28 3.37 35.27 .00 .00 35.80 .52 3.43 .08 33.10 2926. 1240. 502. 1184. 205. 158. 185. 28. 11. 33.00 .10 6.05 3.18 6.38 .060 .150 .060 .000 31.90 93.22 .028299 193. 197. 191. 3 0 0 .00 292.14 385.35 0 *SECNO .310 .31 3.75 38.15 .00 .00 38.42 .27 2.60 .03 34.80 2926. 1530. 428. 969. 325. 209. 250. 31. 12. 35.00 .11 4.71 2.04 3.87 .060 .150 .060 .000 34.40 88.58 .008029 190. 190. 190. 3 0 0 .00 315.34 403.92 0 *SECNO .356 3470 ENCROACHMENT STATIONS= .0 400.0 TYPE= 1 TARGET= 399.999 .36 4.48 40.38 .00 .00 40.66 .28 2.23 .00 36.70 2926. 1932. 801. 193. 400. 319. 57. 36. 14. 38.50 .13 4.83 2.51 3.36 .060 .150 .060 .000 35.90 106.22 .010238 245. 250. 250. 4 0 0 .00 283.30 389.52 0 *SECNO .401 .40 3.76 42.66 .00 .00 42.91 .24 2.25 .00 39.40 2926. 1501. 607. 818. 346. 283. 192. 40. 15. 39.40 .15 4.34 2.14 4.25 .060 .150 .060 .000 38.90 119.20 .008687 239. 239. 239. 2 0 0 .00 307.71 426.90 0 *SECNO .451 .45 4.66 44.86 .00 .00 45.14 .28 2.22 .01 42.30 2926. 2198. 709. 19. 471. 284. 8. 45. 17. 42.80 .17 4.67 2.50 2.33 .060 .130 .060 .000 40.20 271.38 .008874 260. 245. 235. 2 0 0 .00 266.55 537.93 07:43:29 PAGE 36 PACE 37 18 *SECNO .522 .52 4.52 47.62 .00 2926. 513. 505. 1908. .20 2.44 1.91 4.03 .005336 390. 392. 396. 0 *SECNO .615 3470 ENCROACHMENT STATIONS= .0 .62 4.26 51.36 .00 2926. 1363. 634. 929. .23 5.19 2.70 4.73 .011418 504. 511. 514. 0 *SECNO .678 3470 ENCROACHMENT STATIONS= .0 .68 4.35 54.55 .00 2926. 138. 529. 2259. .25 3.06 2.16 4.98 .007778 336. 341: 341. 0 *SECNO .780 .78 4.07 59.47 .00 2926. 1221. 592. 1112. .29 4.64 2.52 4.43 .009694 554. 562. 568. 0 *SECNO 1.313 1.31 4.98 77.98 .00 2456. 526. 485. 1445. .57 1.72 .89 2.47 .000803 428. 424. 414. 0 .00 47.81 .19 2.66 .01 44.60 210. 265. 474. 52. 20. 43.90 .060 .140 .060 .000 43.10 78.26 3 0 0 .00 466.09 544.35 569.8 TYPE= 1 TARGET= 569.799 .00 51.69 .33 3.84 .04 48.00 263. 234. 196. 62. 24. 48.30 .060 .140 .060 .000 47.10 305.46 2 0 0 .00 257.78 563.24 513.6 TYPE= 1 TARGET= 513.599 .00 54.87 .32 3.17 .00 52.20 45. 245. 453. 68. 26. 51.10 .060 .140 .060 .000 50.20 248.65 3 0 0 .00 239.95 488.60 .00 59.75 .28 4.88 .00 56.60 263. 235. 251. 77. 30. 56.40 .060 .130 .060 .000 55.40 205.46 3 0 0 .00 313.12 518.58 .00 78.05 .07 1.05 .05 74.30 306. 546. 584. 139. 51. 73.50 .050 .130 .040 .000 73.00 148.95 4 0 0 .00 430.65 579.60 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV 0 GLOB OCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST - 07:43:29 PAGE 39 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO 1.403 3301 HV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS= 394.9 ELENCL= 84.00 ELENCR= 100000.00 1.40 4.00 80.70 80.70 1890. 0. 1305. 585. .58 .00 10.11 3.57 .009489 535. 524. 490. 0 *SECNO 1.420 3470 ENCROACHMENT STATIONS= 350.0 662.4 TYPE= 1 TARGET= -394.900 608.0 TYPE= 1 TARGET -350.000 .00 81.86 1.16 .86 .33 83.50 0. 129. 164. 150. 54. 77.10 030 .030 .060 .000 76.70 406.85 20 16 0 .00 133.24 540.10 19 ELENCL= 84.00 ELENCR= 100000.00 1.42 5.57 83.97 .00 1890. 848. 1042. 0. .60 7.27 9.11 .00 .008122 370. 362. 360. 0 *SECNO 1.520 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS= 258.6 ELENCL= 89.50 ELENCR= 100000.00 1.52 5.89 88.99 88.99 1890. 151. 1736. 3. .60 3.38 9.03 1.21 .006886 270. 252. 252. 0 *SECNO -1.313 START TRIB COMP -1.313 1.313 77.978 -1.31 4.98 77.98 .00 2456. 526. 485. 1445. .66 1.72 .89 2.48 .000810 428. 424. 414. 0 - 07:43:29 .00 85.05 1.08 3.19 .01 81.60 117. 114. 0. 152. 55. 84.40 .030 .030 .040 .000 78.40 350.00 4 0 0 .00 92.32 442.32 635.3 TYPE= 1 TARGET= -258.600 .00 90.17 1.18 1.92 .03 87.50 45. 192. 2. 153. 56. 88.50 .030 .030 .040 .000 83.10 278.89 20 10 0 .00 127.70 406.59 .00 78.05 .07 .00 .00 74.30 305. 544. 582. 161. 58. 73.50 .050 .130 .040 .000 73.00 148.98 0 0 0 .00 430.29 579.27 PAGE 40 SECNO DEPTH CWSEL CRIWS WSELK EG HV ML OLOSS BANK ELEV 0 GLOB 0CM OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XML XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST CCHV= .100 CEHV= .300 *SECNO .000 .00 4.77 78.27 .00 .00 78.37 .10 .31 .01 76.10 832. 50. 744. 38. 29. 286. 45. 168. 60. 75.40 .70 1.74 2.60 .84 .040 .060 .100 .000 73:50 446.84 .001978 200. 300. 400. 2 0 0 .00 136.68 583.51 0 *SECNO .006 3265 DIVIDED FLOW 3301 MV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3495 OVERBANK AREA ASSUMED NON-EFFECTIVE,ELLEA= 81.00 ELREA= 81.00 .01 3.19 78.19 78.19 .00 79.50 1.31 .22 .36 81.00 832. 0. 832. 0. 0. 91. 0. 168. 60. 81.00 .70 .00 9.18 .00 .040 .060 .100 .000 75.00 320.07 .052736 40. 40. 40. 20 14 0 .00 35.02 360.03 0 SPECIAL BRIDGE Sb XK XKOR COFO RDLEN BWC BWP BAREA SS ELCHU ELCHD 1.05 1.60 2.90 400.00 45.00 5.00 160.00 .00 75.00 75.00 *SECNO .021 3301 MV CHANGED MORE THAN HVINS 20 CLASS A LOW FLOW 3420 BRIDGE W.S.= 77.90 BRIDGE VELOCITY=, 12-20-89 07:43:29 7.18 CALCULATED CHANNEL AREA=, 116. PAGE 41 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST EGPRS EGLWC H3 QWEIR GLOW BAREA TRAPEZOID ELIC ELTRD AREA 79.07 80.13 1.42 - 0. 832. 140. 160. 79.00 81.00 .02 4.61 79.61 .00 .00 80.13 .52 .63 .00 81.00 832. 0. 832. 0. 0. 143. 0. 168. 60. 81.00 .70 .00 5.80 .00 .000 .060 .000 .000 75.00 320.04 .014772 110. 110. 110. 0 0 0 .00 40.03 360.06 0 *SECNO .023 3470 ENCROACHMENT STATIONS= 150.0 220.0 TYPE= 1. TARGET 70.000 ELENCL= 81.00 ELENCR= 81.00 .02 5.15 80.15 .00 .00 80.24 .10 .07 .04 81.00 832. 0. 832. 0. 0. 336. 0. 168. 61. 81.00 .71 .00 2.48 .00 .040 .060 .100 .000 75.00 150.00 .001429 20. 20. 20. 2 0 0 .00 70.00 220.00 0 *SECNO .110 .11 4.66 80.46 .00 .00 80.48 .01 .22 .01 77.30 832. 296. 443. 93. 343. 489. 254. 176. 63. 77.30 .86 .86 .91 .37 .040 .060 .100 .000 75.80 59.33 .000236 485. 471. 425. 4 0 0 .00 473.04 532.37 0 07:43:29 PAGE 42 HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01,02,03,04,05,06 MODIFICATION - 50,51,52,53,54,55,56 IBM-PC-XT VERSION AUGUST 1985 SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 .017 295.00 .00 .00 .017 295.00 .00 .00 .017 295.00 .00 .00 .053 365.00 .00 .00 ELMIN Q CWSEL CRIWS EG 10K*S VCH AREA .01K 4.30 4725.00 8.50 .00 8.80 56.11 4.44 1077.33 630.77 4.30 3450.00 8.50 .00 8.66 29.92 3.24 1077.33 630.77 4.30 2926.00 8.50 .00 8.62 21.52 2.75 1077.33 630.77 7.20 4725.00 10.00 .00 10.95 345.40 7.98 604.99 254.24 7.20 3450.00 10.00 .00 10.51 184.15 5.83 604.99 254.24 7.20 2926.00 10.00 .00 10.36 132.46 .4.94 604.99 254.24 9.50 4725.00 19.04 17.44 21.64 232.52 13.06 391.50 309.87 * .053 365.00 .00 .00 9.50 3450.00 16.90 .00 19.34 277.98 12.54 275.12 206.93 .053 365.00 .00 .00 9.50 2926.00 15.84 .00 18.23 315.57 12.40 235.99 164.71 .054 10.00 16.00 17.50 9.50 4725.00 18.40 17.50 22.58 109.53 16.41 288.00 451.48 .054 10.00 16.00 17.50 9.50 3450.00 16.91 .00 19.50 44.26 12.91 267.15 518.58 .054 10.00 16.00 17.50 9.50 2926.00 15.88 .00 18.39 47.12 12.72 230.02 426.26 .063 120.00 16.00 17.80 9.80 4725.00 23.12 .00 24.08 23.87 8.60 741.48 967.09 .063 120.00 16.00 17.80 9.80 3450.00 17.99 .00 20.22 58.40 11.98 288.00 451.46 .063 120.00 16.00 17.80 9.80 2926.00 17.15 .00 19.04 32.47 11.04 265.15 513.53 .064 10.00 .00 .00 9.80 4725.00 23.57 .00 24.21 28.71 7.04 836.67 881.88 .064 10.00 .00 .00 9.80 3450.00 18.85 16.22 20.48 106.48 10.24 340.38 334.34 .064 10.00 .00 .00 9.80 2926.00 17.63 .00 19.20 117.52 10.05 291.15 269.91 .098 140.00 .00 .00 12.70 4725.00 24.31 .00 24.33 1.76 .81 4114.47 3560.94 .098 140.00 .00 .00 12.70 3450.00 20.82 .00 20.86 6.29 1.18 2230.57 1375.55 .098 140.00 .00 .00 12.70 2926.00 19.65 .00 19.70 11.16 1.41 1661.16 876.03 .129 150.00 .00 .00 15.80 4725.00 24.31 .00 24.40 8.21 1.16 2212.56 1648.60 .129 150.00 .00 .00 15.80 3450.00 20.89 .00 21.11 43.57 1.77 1035.97 522.69 .129 150.00 .00 .00 15.80 2926.00 19.82 .00 20.16 94.83 2.13 722.55 300.47 07:43:29 PAGE 43 SECWO XLCH ELTRD ELLC ELMIN 0 CWSEL CRIWS EG 10K*S VCH AREA .01K .156 140.00 .00 .00 16.60 4725.00 24.44 .00 24.66 42.01 2.47 1369.04 728.97 .156 140.00 .00 .00 16.60 3450.00 21.90 .00 22.58 350.67 5.23 556.73 184.23 .156 140.00 .00 .00 16.60 2926.00 21.82 .00 22.35 283.96 4.65 534.94 173.64 .182 140.70 .00 .00 21.10 4725.00 25.56 25.56 26.68 514.87 5.51 612.18 208.23 .182 140.70 .00 .00 21.10 3450.00 25.79 .00 26.27 201.57 3.60 677.82 243.00 .182 140.70 .00 .00 21.10 2926.00 25.46 .00 25.93 228.04 3.59 583.42 193.76 .202 112.00 .00 .00 24.30 4725.00 29.24 .00 29.77 164.35 3.21 886.23 368.56 .202 112.00 .00 .00 24.30 3450.00 28.34 .00 28.98 276.95 3.53 602.54 207.31 .202 112.00 .00 .00 24.30 2926.00 28.16 .00 28.72 261.92 3.29 549.26 180.80 .240 205.00 .00 .00 27.70 4725.00 32.60 .00 33.03 150.58 3.18 973.18 385.05 .240 205.00 .00 .00 27.70 3450.00 32.29 .00 32.58 118.10 2.67 868.92 317.46 .240 205.00 .00 .00 27.70 2926.00 32.04 .00 32.29 121.22 2.59 782.88 265.76 .277 197.40 .00 .00 31.90 4725.00 36.03 .00 36.70 236.72 3.44 780.74 307.10 .277 197.40 .00 .00 31.90 3450.00 35.46 .00 36.06 286.71 3.35 604.23 203.75 .277 197.40 .00 .00 31.90 2926.00 35.27 .00 35.80 282.99 3.18 548.52 173.94 .310 190.00 .00 .00 34.40 4725.00 38.94 .00 39.32 88.25 2.45 1049.41 502.97 .310 190.00 .00 .00 34.40 3450.00 38.43 .00 38.72 81.33 2.16 871.90 382.56 .310 190.00 .00 .00 34.40 2926.00 38.15 .00 38.42 80.29 2.04 784.28 326.54 .356 250.00 .00 .00 35.90 4725.00 41.27 .00 41.67 102.63 2.88 1039.82 466.41 .356 250.00 .00 .00 35.90 3450.00 40.66 .00 40.98 102.52 2.64 857.28 340.73 .356 250.00 .00 .00 35.90 2926.00 40.38 .00 40.66 102.38 2.51 775.84 289.18 .401 238.80 .00 .00 38.90 4725.00 43.56 .00 43.92 85.87 2.48 1101.98 509.90 .401 238.80 .00 .00 38.90 3450.00 42.95 .00 43.23 86.29 2.25 908.66 371.39 .401 238.80 .00 .00 38.90 2926.00 42.66 .00 42.91 86.87 2.14 821.19 313.93 .451 245.00 .00 .00 40.20 4725.00 45.78 .00 46.19 92.47 2.97 1013.21 491.37 .451 245.00 .00 .00 40.20 3450.00 45.15 .00 45.47 90.00 2.65 840.44 363.66 .451 245.00 .00 .00 40.20 2926.00 44.86 .00 45.14 88.74 2.50 762.75 310.61 .522 392.30 .00 .00 43.10 4725.00 48.55 .00 48.76 48.24 2.10 1415.74 680.32 .522 392.30 .00 .00 43.10 3450.00 47.91 .00 48.11 51.90 1.98 1092.19 478.87 .522 392.30 .00 .00 43.10 2926.00 47.62 .00 47.81 53.36 1.91 948.10 400.54 22 * * * .615 511.30 .00 .00 47.10 4725.00 52.13 .00 52.64 129.46 3.27 895.49 415.28 .615 511.30 .00 .00 47.10 3450.00 51.62 .00 52.00 118.17 2.88 758.99 317.37 .615 511.30 .00 .00 47.10 2926.00 51.36 .00 51.69 114.18 2.70 693.39 273.83 .678 341.00 .00 .00 50.20 4725.00 55.59 .00 56.03 78.51 2.58 1015.76 533.26 .678 341.00 .00 .00 50.20 3450.00 54.88 .00 55.24 78.32 2.30 824.17 389.84 .678 341.00 .00 .00 50.20 2926.00 54.55 .00 54.87 77.78 2.16 743.64 331.78 .780 561.70 .00 .00 55.40 4725.00 60.40 .00 60.76 89.64 2.85 1051.54 499.05 .780 561.70 .00 .00 55.40 3450.00 59.77 .00 60.07 94.04 2.63 842.66 355.76 .780 561.70 .00 .00 55.40 2926.00 59.47 .00 59.75 96.94 2.52, 748.78 297.19 .834 253.60 .00 .00 57.10 4725.00 62.62 .00 62.97 83.54 3.01 1103.28 516.96 .834 253.60 .00 .00 57.10 3450.00 62.01 .00 62.28 79.07 2.67 919.22 387.99 .834 253.60 .00 .00 57.10 2926.00 61.72 .00 61.95 76.47 2.51 835.89 334.60 .918 465.00 .00 .00 60.50 4725.00 65.65 .00 65.88 47.76 2.03 1398.62 683.69 .918 465.00 .00 .00 60.50 3450.00 64.97 .00 65.16 49.28 1.86 1133.09 491.46 .918 465.00 .00 .00 60.50 2926.00 64.65 .00 64.82 50.29 1.77 1014.36 412.59 .998 440.00 .00 .00 62.00 4207.00 66.98 .00 67.11 17.63 1.21 1633.16 1001.83 .998 440.00 .00 .00 62.00 3013.00 66.30 .00 66.40 17.24 1.08 1340.02 725.61 .998 440.00 .00 .00 62.00 2456.00 65.97 .00 66.05 16.41 .99 1201.40 606.20 1.096 525.00 .00 .00 62.00 4207.00 68.21 .00 68.43 36.41 2.00 1428.29 697.19 1.096 525.00 .00 .00 62.00 3013.00 67.48 .00 67.63 32.27 1.73 1219.15 530.42 1.096 525.00 .00 - .00 62.00 2456.00 67.08 .00 67.20 29.82 1.58 1108.65 449.77 1.164 363.40 .00 .00 65.10 4207.00 70.26 .00 70.55 105.38 2.95 1157.68 409.82 1.164 363.40 .00 .00 65.10 3013.00 69.46 .00 69.67 117.40 2.77 930.90 278.08 1.164 363.40 .00 .00 65.10 2456.00 69.02, .00 69.19 127.60 2.68 810.14 217.43 1.236 359.20 .00 .00 73.00 4207.00 77.05 76.50 78.08 543.31 5.41 607.78 180.49 1.236 359.20 .00 .00 73.00 3013.00 76.64 75.90 77.32 472.57 4.66 523.28 138.60 1.236 359.20 .00 .00 73.00 2456.00 76.43 75.61 76.95 425.91 4.23 480.21 119.01 1.313 423.60 .00 .00 73.00 4207.00 79.20 .00 79.30 8.49 1.07 1984.56 1443.42 1.313 423.60 .00 .00 73.00 3013.00 78.40 .00 78.48 8.32 .96 1616.81 1044.46 1.313 423.60 .00 .00 73.00 2456.00 77.98 .00 78.05 8.03 .89 1436.09 866.94 1.403 524.00 .00 .00 76.70 1890.00 80.70 80.70 81.86 94.76 10.11 293.23 194.16 1.403 524.00 .00 .00 76.70 1890.00 80.70 80.70 81.86 95.03 10.12 292.89 193.88 1.403 524.00 .00 .00 76.70 1890.00 80.70 80.70 81.86 94.89 10.11 293.06 194.02 1.420 362.00 .00 .00 78.40 1890.00 83.97 .00 85.05 81.33 9.12 230.97 209.57 1.420 362.00 .00 .00 78.40 1890.00 83.97 .00 85.05 81.10 9.11 231.19 209.87 1.420 362.00 .00 .00 78.40 1890.00 83.97 .00 85.05 81.22 9.11 231.08 209.72 1.520 252.00 .00 .00 83.10 1890.00 88.99 88.99 90.17 68.81 9.02 239.53 227.84 1.520 252.00 .00 .00 83.10 1890.00 88.99 88.99 90.17 68.89 9.03 239.41 227.71 1.520 252.00 .00 .00 83.10 1890.00 88.99 88.99 90.17 68.86 9.03 239.46 227.77 -1.313 423.60 .00 .00 73.00 4207.00 79.20 .00 79.30 8.49 1.07 1985.14 1444.09 -1.313 423.60 .00 .00 73.00 3013.00 78.40 .00 78.48 8.32 .96 1617.02 1044.67 -1.313 423.60 .00 .00 73.00 2456.00 77.98 .00 78.05 8.10 .89 1431.82 862.87 .000 300.00 .00 .00 73.50 2597.00 79.46 .00 79.85 59.63 5.45 644.10 336.30 .000 300.00 .00 .00 73.50 1465.00 78.69 .00 78.91 40.31 3.99 419.98 230.73 .000 300.00 .00 .00 73.50 832.00 78.27 .00 78.37 19.78 2.60 359.99 187.09 .006 40.00 .00 .00 75.00 2597.00 81.74 81.74 82.36 132.82 7.27 483.20 225.34 .006 40.00 .00 .00 75.00 1465.00 79.47 79.47 81.23 518.81 10.63 137.81 64.32 .006 40.00 .00 .00 75.00 832.00 78.19 78.19 79.50 527.36 9.18 90.63 36.23 .021 110.00 81.00 79.00 75.00 2597.00 85.01 .00 85.03 2.04 1.22 2946.33 1816.56 .021 110.00 81.00 79.00 75.00 1465.00 82.03 .00 82.15 26.06 3.33 618.46 286.99 .021 110.00 81.00 79.00 75.00 832.00 79.61 .00 80.13 147.72 5.80 143.36 68.45 .023 20.00 .00 .00 75.00 2597.00 85.02 .00 85.03 2.15 1.26 3269.11 1771.74 .023 20.00 .00 .00 75.00 1465.00 82.14 .00 82.19 11.94 2.02 1062.24 423.98 23 * .023 20.00 .00 .00 75.00 832.00 80.15 .00 80.24 14.29 2.48 335.56 220.09 .110 471.00 .00 .00 75.80 2597.00 85.07 .00 85.08 .55 .75 4267.85 3497.04 .110 471.00 .00 .00 75.80 1465.00 82.31 .00 82.32 1.13 .82 2037.03 1377.63 .110 471.00 .00 .00 75.80 832.00 80.46 .00 80.48 2.36 .91 1085.80 541.38 SUMMARY PRINTOUT TABLE 150 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH .000 4725.00 8.50 .00 .00 .00 292.90 .00 .000 3450.00 8.50 .00 .00 .00 292.90 .00 .000 2926.00 8.50 .00 .00 .00 292.90 .00 .017 4725.00 10.00 .00 1.50 .00 270.00 295.00 .017 3450.00 10.00 .00 1.50 .00 270.00 295.00 .017 2926.00 10.00 .00 1.50 .00 270.00 295.00 .053 4725.00 19.04 .00 9.04 .00 105.00 365.00 .053 3450.00 16.90 -2.14 6.90 .00 37.20 365.00 .053 2926.00 15.84 -1.05 5.84 .00 37.20 365.00 .054 4725.00 18.40 .00 -.64 .00 3.20 10.00 .054 3450.00 16.91 -1.49 .02 .00 37.20 10.00 .054 2926.00 15.88 -1.04 .04 .00 37.20 10.00 .063 4725.00 23.12 .00 4.72 .00 105.00 120.00 .063 3450.00 17.99 -5.13 1.08 .00 37.20 120.00 .063 2926.00 17.15 -.84 1.27 .00 37.20 120.00 .064 4725.00 23.57 .00 .46 .00 105.00 10.00 .064 3450.00 18.85 -4.73 .86 .00 105.00 10.00 .064 2926.00 17.63 -1.22 .48 .00 37.20 10.00 .098 4725.00 24.31 .00 .73 .00 572.46 140.00 .098 3450.0b 20.82 -349 1.97 .00 500.61 140.00 .098 2926.00 19.65 -1.17 2.02 .00 471.85 140.00 .129 4725.00 24.31 .00 .01 .00 391.01 150.00 .129 3450.00 20.89 -3.42 .07 .00 301.90 150.00 .129 2926.00 19.82 -1.07 .17 .00 281.15 150.00 .156 4725.00 24.44 .00 .13 .00 384.02 140.00 .156 3450.00 21.90 -2.54 1.01 .00 270.17 140.00 .156 2926.00 21.82 -.08 2.00 .00 265.93 140.00 .182 4725.00 25.56 .00 1.12 .00 278.64 140.70 .182 3450.00 25.79 .23 3.89 .00 286.47 140.70 .182 2926.00 25.46 -.34 3.64 .00 274.74 140.70 .202 4725.00 29.24 .00 3.67 .00 341.03 112.00 .202 3450.00 28.34 -.90 2.55 .00 294.96 112.00 .202 2926.00 28.16 -.18 2.70 .00 282.70 112.00 .240 4725.00 32.60 .00 3.36 .00 336.04 205.00 .240 3450.00 32.29 -.30 3.95 .00 332.93 205.00 .240 2926.00 32.04 -.26 3.88 .00 329.88 205.00 .277 4725.00 36.03 .00 3.43 .00 324.52 197.40 .277 3450.00 35.46 -.57 3.17 .00 297.54 197.40 .277 2926.00 35.27 -.19 3.24 .00 292.14 197.40 .310 4725.00 38.94 .00 2.91 .00 356.00 190.00 .310 3450.00 38.43 -.51 2.96 .00 329.65 190.00 .310 2926.00 38.15 -.27 2.88 .00 315.34 190.00 .356 4725.00 41.27 .00 2.33 .00 302.51 250.00 .356 3450.00 40.66 -.61 2.24 .00 290.09 250.00 24 .356 2926.00 40.38 -.28 2.22 .00 283.30 250.00 .401 4725.00 43.56 .00 2.29 .00 349.21 238.80 .401 3450.00 42.95 -.61 2.29 .00 309.50 238.80 .401 2926.00 42.66 -.28 2.29 .00 307.71 238.80 .451 4725.00 45.78 .00 2.21 .00 302.80 245.00 .451 3450.00 45.15 -.63 2.20 .00 270.06 245.00 .451 2926.00 44.86 -.29 2.20 .00 266.55 245.00 .522 4725.00 48.55 .00 2.77 .00 527.54 392.30 .522 3450.00 47.91 .63 2.76 .00 495.83 392.30 .522 2926.00 47.62 .30 2.75 .00 466.09 392.30 .615 4725.00 52.13 .00 3.58 .00 268.38 511.30 .615 3450.00 51.62 -.51 3.70 .00 261.36 511.30 .615 2926.00 51.36 -.25 3.74 .00 257.78 511.30 .678 4725.00 55.59 .00 3.46 .00 274.52 341.00 .678 3450.00 54.88 -.71 3.26 .00 254.86 341.00 .678 2926.00 54.55 -.33 3.19 .00 239.95 341.00 .780 4725.00 60.40 .00 4.80 .00 341.07 561.70 .780 3450.00 59.77 -.63 4.89 .00 - 323.87 561.70 .780 2926.00 59.47 -.29 4.93 .00 313.12 561.70 .834 4725.00 62.62 .00 2.23 .00 303.48 253.60 .834 3450.00 62.01 -.62 2.24 .00 292.32 253.60 .834 2926.00 61.72 -.29 2.24 .00 285.53 253.60 .918 4725.00 65.65 .00 3.02 .00 398.25 465.00 .918 3450.00 64.97 -.68 2.96 .00 376.71 465.00 918 292600 64.65 -.32 2.93 .00 368.46 465.00 .998 4207.00 66.98 .00 1.33 .00 440.90 440.00 .998 3013.00 66.30 -.68 1.33 .00 423.56 440.00 .998 2456.00 65.97 -.33 1.32 00 417.32 440.00 1.096 4207.00 68.21 .00 1.23 .00 286.54 525.00 1.096 3013.00 67.48 -.74 1.18 .00 279.97 525.00 1.096 2456.00 67.08 -.39 1.12 .00 276.44 525.00 07:43:29 PAGE 48 SECNO 0 CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 1.164 4207.00 70.26 .00 2.05 .00 286.06 363.40 1.164 3013.00 69.46 -.81 1.98 .00 278.98 363.40 1.164 2456.00 69.02 -.44 1.94 .00 275.68 363.40 1.236 4207.00 77.05 .00 6.78 .00 210.99 359.20 1.236 3013.00 76.64 -.41 7.18 .00 206.60 359.20 1.236 2456.00 76.43 -.21 7.41 .00 204.33 359.20 1.313 4207.00 79.20 .00 2.15 .00 465.73 423.60 1.313 3013.00 78.40 -.80 1.76 .00 452.03 423.60 1.313 2456.00 77.98 -.42 1.55 .00 430.65 423.60 1.403 1890.00 80.70 .00 1.50 .00 133.28 524.00 1.403 1890.00 80.70 .00 2.30 .00 133.21 524.00 1.403 1890.00 80.70 .00 2.72 .00 133.24 524.00 1.420 1890.00 83.97 .00 3.27 .00 92.31 362.00 1.420 1890.00 83.97 .00 3.28 .00 92.33 362.00 1.420 1890.00 83.97 .00 3.27 .00 92.32 362.00 1.520 1890.00 88.99 .00 5.02 .00 127.73 252.00 1.520 1890.00 88.99 .00 5.02 .00 127.67 252.00 25 * 1.520 1890.00 88.99 .00 5.02 .00 127.70 252.00 -1.313 420700 79.20 .00 -9.79 .00 465.76 423.60 -1.313 3013.00 78.40 -.80 -10.60 .00 452.06 423.60 -1.313 2456.00 77.98 -.42 -11.02 .00 430.29 423.60 .000 2597.00 79.46 .00 .26 .00 424.87 300.00 .000 1465.00 78.69 -.77 .29 .00 170.48 300.00 .000 832.00 78.27 -.42 - .29 .00 136.68 300.00 * .006 2597.00 81.74 .00 2.28 .00 425.85 40.00 * .006 1465.00 79.47 -2.27 .78 .00 40.02 40.00 * .006 832.00 78.19 -1.28 -.08 .00 35.02 40.00 .021 2597.00 85.01 .00 3.27 .00 910.97 110.00 .021 1465.00 82.03 -2.98 2.56 .00 523.35 110.00 .021 832.00 79.61 -2.42 1.42 .00 40.03 110.00 .023 2597.00 85.02 .00 .01 .00 881.03 20.00 .023 1465.00 82.14 -2.88 .11 .00 638.01 20.00 .023 832.00 80.15 -1.99 .54 .00 70.00 20.00 .110 2597.00 85.07 .00 .05 .00 906.42 471.00 .110 1465.00 82.31 -2.76 .17 .00 626.36 471.00 .110 832.00 80.46 -1.85 .32 .00 473.04 471.00 07:43:29 SUMMARY OF ERRORS AND SPECIAL NOTES NOTE SECNO= .017 PROFILE= 1 WSEL BASED ON X2 CARD NOTE SECNO= .017 PROFILE= 2 WSEL BASED ON X2 CARD NOTE SECNO= .017 PROFILE= 3 WSEL BASED ON X2 CARD CAUTION SECNO= .182 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= .182 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= .182 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1.403 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.403 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.603 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1.403 PROFILE= 2 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.403 PROFILE= 2 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.403 PROFILE= 2 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1.403 PROFILE= 3 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.403 PROFILE= 3 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.403 PROFILE= 3 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1.520 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.520 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.520 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1.520 PROFILE= 2 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.520 PROFILE= 2 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.520 PROFILE= 2 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1.520 PROFILE= 3 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.520 PROFILE= 3 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.520 PROFILE= 3 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= .006 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= .006 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= .006 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= .006 PROFILE= 2 CRITICAL DEPTH ASSUMED CAUTION SECNO= .006 PROFILE= 2 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= .006 PROFILE= 2 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= .006 PROFILE= 3 CRITICAL DEPTH ASSUMED 26 PAGE 49 CAUTION SECNO= .006 PROFILE= 3 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= .006 PROFILE= 3 20 TRIALS ATTEMPTED TO BALANCE WSEL 07:46:17 HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR 01,02,03,04,05,06 MODIFICATION - 50,51,52,53,54,55,56 IBM-PC-XT VERSION AUGUST 1985 * * **** * ******** ****** *** ****** ** *** ** * 1 27 APPENDIX F I. Howard H. Chang, Ph.D., P.E. I Consultant in Hydraulic and Hydrologic Engineering P.O. Box 9492 Rancho Santa Fe, CA 92067 (619)756-9050, (619)594-6380 I .. February 25, 1992 Mr. Mark Campbell I Project Design Consultants Imperial Bank Building 701 "B' Street I San Diego, CA 92101 Dear Mark: I Subject: Interim Condition Detention Study for Basin "D" on Encinitas Creek I Pursuant to your request, I have made a study to provide an interim configuration for the spillway of floodwater detention basin "D" on Encinitas Creek. The purpose of this measure is to lower the peak stage in the basin to avoid flooding of major existing buildings I at this time. This interim spillway may still maintain the effectiveness of the basin for flood discharge attenuation since the present basin has a greater storage volume. The interim spillway still attenuates the 100-yr discharge so that it will not overtop the roadway of El I Camino Real located downstream. Enclosed please find three copies of the technical report. Hydrologic design of the interim b asin and spillway is based on HEC-1 computations to route the 100-yr flood through the basin. The interim elevation of spillway crest is 2 feet lower than the eventual crest elevation. This change is shown to result in a peak basin stage of 108.15 feet, which is about two feet lower than that for the eventual condition. This new peak stage will avoid flooding of major existing buildings. I If you have any questions regarding this matter, please feel free to call me. I i Sincerely yours, I Howard H. Chang Ph.D., P.E. I cc. Ruth Besecker I [1 --------------- Interim Condition Detention Study for Basin "D" on Encinitas Creek Prepared for Fieldstone/La Costa Associates P.O. Box 9000-266 Carlsbad, CA 92009 H. L~~V7-0: ~ V 0 F C N% V" ~5/ Prepared by Howard H. Chang Ph.D., P.E. February, 1992 I El EXECUTIVE SUMMARY A study has been made to provide an interim configuration for the spillway of floodwater detention basin "D" on Encinitas Creek. The purpose of this measure is to lower the peak stage in the basin to avoid flooding of major existing buildings at this time. This interim spillway may still maintain the effectiveness of the basin for flood discharge attenuation since the present basin has a greater storage volume. Among the major concerns, the interim spillway must attenuate the 100-yr discharge so that it will not overtop the roadway of El Camino Real located downstream. Hydrologic design of the interim basin and spillway is based on HEC-1 computations to route the 100-yr flood through the basin. The interim elevation of spillway crest is 2 feet lower than the eventual crest elevation. This change is shown to result in a peak basin stage of 108.15 feet, which is about two feet lower than that for the eventual condition. This new peak stage will avoid flooding of major existing buildings. Under the interim condition, the outflow discharge from detention basin D is slightly higher than the original value. Effects of the small downstream discharge increases are evaluated to determine if the low bridge at El Camino Real can still pass the higher discharge. This evaluation is based on the HEC-2 model. The computed water-surface elevation is still lower than the roadway elevation; the 100-yr flood does not overtop the road surface and the entire discharge passes through the bridge opening. The interim condition does not affect other discharges downstream of El Camino Real bridge. The drainage condition at La Costa Avenue is unchanged during the interim. I El I I I I 1 I I I I I I I I I I I I I INTERIM CONDITION DETENTION STUDY FOR BASIN "D" ON ENCINITAS CREEK I I. INTRODUCTION a I This study has been made to provide an interim configuration for the spillway of floodwater detention basin D, presented originally in the report Drainage Study for Encinitas Creek, by H. Chang for Fieldstone/La Costa Associates, May, 1991. The location of detention basin D as shown in Fig. 1 is south of Olivenhain Road, west of Rancho Santa Fe Road, and east of the new subdivision Bridgewater. This basin is between the concentration points 7 and 8A on the map. In the original study, the boundary of the floodwater detention basin coincides with the floodway boundary since those areas outside the floodway will eventually be developed and therefore above the 100-yr flood level. The eventual detention basin has a peak stage of 110.08 feet, which will inundate several existing buildings. It is desired to avoid such flooding for the interim. For this reason, an interim spillway design is needed to lower the peak stage. This interim spillway may still maintain the effectiveness of the basin for flood discharge attenuation since the basin has a greater storage volume at this time before areas outside the floodway boundary are filled above the flood level. Among the major concerns, the interim spillway must attenuate the 100-yr discharge so that it will not overtop the roadway of El Camino Real located downstream. H. ORIGINAL HYDROLOGIC DESIGN FOR DETENTION BASIN D The original basin has an average length of 1,320 feet, an average eventual width of 375 feet, and an eventual surface area of about 11 acres. It provides adequate floodwater storage for flood discharge attenuation such that the reduced discharge may pass through the bridge at El Camino Real. The design configuration for the eventual spillway has the following features: I 2 I I I I I I I I I I I I Spillway crest elevation: 106 feet Length of spillway (dimension perpendicular to flow): 28 feet Width of spillway (dimension in flow direction): 10 feet Spillway side slope: vertical Maximum outflow discharge: 753 cfs Water surface elevation at spillway crest at maximum discharge: 108.8 feet Maximum stage in basin: 110.08 feet Maximum storage in basin: 83.6 acre-feet Size of pipe spillway: 36" RCP ifi. INTERIM HYDROLOGICAL CONDITION For the interim, the floodway is not encroached and the detention basin has a larger volume. The elevation-surface area relation for the basin is established based on the 40- scale topographic map. The tabulation of elevation-surface area for the interim basin is given below. I . Elevation Storage volume feet acres I . 100 0 102 2.13 I . . 104 7.95 106 13.06 I 108 17.29 110 19.70 Hydrologic design of the basin and spillway is based on HEC-1 computations. In this I process, a lower spillway crest for the basin is first assumed. This spillway is a broad-crested weir with sloped upstream and downstream faces and rounded corners. Hydraulic I computation for its stage-discharge relationship is given in Appendix A. The 100-year flood is routed through this basin using the HEC-1 computation. The results of the routing are I evaluated to see if they meet the requirements for a lower peak stage in the basin. The I .3 crest elevation is then adjusted until the results are satisfactory. The crest elevation is finalized at 104 feet based on the computed results of peak stage of 108.15 feet and the fact the outflow discharge may still pass through the bridge at El Camino Real. Results of the hydrology study are summarized and compared with other cases in the following. Other detailed output information can be found from the computer listings of HEC-1 in Appendix B. Point Area Case 1 Case 2 Case 3 Conc. sq. mi. No basin Interim condition Eventual condition 6C 0.65 561 561 561 6B 1.02 900 900 900 6A . 1.22 1,025 1,025 1,025 6 1.47 1,215 734 734 5A 0.64 539 539 539 5 1.32 1,051 1,051 1,051 7 2.79 2,241 19163 1,163 8A 783 753 8 3.41 2,597 880 .827 1 0.88 842 842 842 2 0.58 511 511 511 3 1.46 1,353 1,353 1,353 4 2.20 1,891 1,890 1,890 9 5.61 4,047 2,238 2,238 10 6.03 4,207 29456 2,456 11 0.65 602 170 170 12 6.68 4,450 29622 2,622 13 7.34 49725 2,926 2,926 By comparing the values for case 1 with the corresponding ones for cases 2 and 3, one may assess the effectiveness of these detention basins for attenuating the flood 4 I . . I discharge. The values obtained for the interim condition are tabulated under case 2; they I should be compared with those for case 3 for the eventual condition evaluated previously. Under the interim condition, it can be seen only those discharges at concentration points 8A (basin outlet) and 8 (El Camino Real) are slightly increased. It may also be seen from the output listings that the interim spillway and basin will generate a outflow hydrograph with a more uniform distribution of the discharge with a I longer duration than the inflow hydrograph to the basin. Characteristics of the interim storage and outflow hydrograph for basin D are summarized below: Peak storage: 64 acre-feet Peak stage: 108.15 feet I Maximum storage duration: 6 hrs. (from 2 hrs. and 40 minutes to 8 hrs. and 40 ñiinutes after the start of rain) I Maximum storage depth: about 8 feet (108 feet - 100 feet) I Average storage depth of basin at peak stage: about 4.5 feet Duration of maximum storage depth: somewhat less than 1 hr. Duration of storage after rainfall: 2.7 hrs. I The maximum storage in the basin of 64 acre-feet corresponds to the. maximum water level of 108.15 feet. This stage is about 2 feet below that for the eventual condition. IV. FLOW PASSAGE AT EL CAMINO REAL BRIDGE Under the interim condition, the outflow discharge from detention basin D is slightly I higher than the original figure. A comparison of the affected values are tabulated below. I Interim Eventual Discharge at basin D outlet 783 cfs 753 cfs I Discharge at El Camino Real 860 cfs 827 cfs I Effects of the small increases in discharge are evaluated to determine if the low bridge at I El Camino Real can still pass the higher discharge. This evaluation is based on the HEC-2 model, also used in the original report. Input/output listings for the affected channel reach (see Fig. 2) are shown in Appendix C. At sec. 0.021 located on the upstream side of the bridge, the computed water-surface elevation is 79.69 feet. Since this elevation is still lower than the roadway surface elevation of 81 feet, the 100-yr flood does not overtop the road surface and the entire discharge passes through the bridge opening. The interim condition does not affect other discharges downstream of El Camino Real bridge. The drainage condition at La Costa Avenue is unchanged during the interim. I 4F,\ - / W31 'I ON I I , 1 - -' U ' icC :35 - I - - :' •L7 13 WIT 7JE - l - 4 / i •S-i\ - 9 - - - - - ----- - 4 1 S _/•P 1 . . Fig. 1. Drainage basin Of Encinitas Creek I point of concentration Ij 0 drainageSubbaSfl S II cfl = B floodwater detention basin WW JI kj Wz I 6/. F I I X p2/cJi)(' A £q2L4±Th? GVIJA At -I- I I 1 . 1.. I.. 1 i / ~Nou)." - 1 t4A . . • I (. •.. . nLa-- I 11111 tII 2.21 .1Qc.7 ,LL& .......... sd APPENDIX B. ** ** * ** *** *** * **** * * **** *** ********* ** * * * * U.S. ARMY CORPS OF ENGINEERS * * THE HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 551-1748 * * . a * *** ******* ***** ** *** * * * *** ***** *** *** * I FLOOD HYDROGRAPH PACKAGE (HEC-1) * FEBRUARY 1981 * REVISED 02 AUG 88 * * * * RUN DATE 02/20/1992 TIME 10:13:47 * * I x x xxxxxxx xxxxx x I x x x x xx x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS NEC (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, I DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM I NEC-i INPUT PAGE LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 ID DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD I i 2 ID FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT 3 ID WITH FLOODWATER DETENTION BASINS A, 8, C AND D 4 ID INTERIM SPILLWAY FOR BASIN D I 5 6 ID ID 6-HOUR STORM, 100-YEAR EVENT ZONES ii, 12, ETC 7 IT 2 12DEC89 300 8 10 5 9 KK SUB 6C I 10 KM RUNOFF FROM ENCINITAS CREEK SUBSASIN 6C 11 BA 0.65 .12 IN 15 13 14 P11 P1 2.90 0 .0175 .0175 .0225 .0225 .0275 .0275 .0475 .0475 0.185 1 15 P1 .185 .05 .05 .04 .04 .0275 .0275 .0225 .0225 .02 16 P1 .02 .02 .02 .02 .02 17 LS 88 I 18 19 UD KK 0.216 6C-68 CHANNEL ROUTING 20 RK 3500 0.030 0.030 0 TRAP 25 2 I 21 KK SUB 6B 22 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 68 23 BA 0.37 24 LS 90 I 25 UD 0.137 26 KK P1.68 27 KM COMBINE FLOWS OF 6C AND 6B I 28 29 NC KK 2 68-6A CHANNEL ROUTING 30 RK 2300 0.011 0.040 0 TRAP 40 2 I ,- 1 31 KK SUB 6A 32 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6A 33 BA 0.20 34 PB 2.8 35 LS 89 36 LID 0.078 37 KK PT.6A CONCENTRATION POINT 6A 38 HC 2 39 KK PT.6A FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA 40 KO 2 41 RS 1 STOR -1 42 SV 0 0.04 0.70 2.25 4.83 8.81 14.56 22.20 43 SQ 0 60 180 305 450 535 620 700 44 SE 123 124 126 128 130 132 134 136 HEC-1 INPUT LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 45 KK 6A-6 CHANNEL ROUTING 46 RK 2120 0.011 0.040 0 TRAP 40 2 47 KK SUB 48 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6 49 BA 0.25 50 PB 2.80 51 IS 89 52 LID 0.101 53 KK P1.6 54 HC 2 55 KK PT. 6 FLOODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD. 56 KO 2 57 RS 1 STOR -1 58 sv 0 0.92 3.96 10.16 20.09 33.22 49.95 59 SQ 0 17 48 62 72 303 767 60 SE 108 110 112 114 116 118 . 120 61 KK SUB 5A 62 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5A 63 BA 0.64 64 PB 2.90 65 IS 89 66 UD 0.274 67 , KK 5A-5 CHANNEL ROUTING 68 RK 4000 0.006 0.035 0 TRAP 20 2 69 KK SUB 70 'KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5 71 BA 0.68 72 PB 2.80 73 LS 89 74 LID 0.212 75 KK PT.5 76 HC 2 77 KK PT. 7 78 HC 2 79 KK 7-8A CHANNEL ROUTING 80 RK 1500 0.002 0.040 0 TRAP 320 2 81 KK SUB 8A 82 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8A 83 BA 0.09 84 PB 2.80 85 LS 85 PAGE 2 2 UD 0.105 HEC-1 INPUT ID.......1 .......2.......3........4.......5.......6.......7.......8.......9......10 KK PT.8A HC 2 KK PT.8A FLOODWATER DETENTION BASIN D KO 0 2 RS 1 STOR -1 SV 0 2.2 12.2 33.3 63.6 100.6 SQ 0 22 29 282 738 1347 SE 100 102 104 106 108 110 KK 8A-8 CHANNEL ROUTING RK 4380 0.004 0.040 0 TRAP 50 3 KK SUB SB KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 88 BA 0.53 PB 2.80 IS 85 UD 0.248 KK P1.8 HC 2 KK SUB KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 1 BA 0.88 PB 2.80 IS 89 UD 0.117 KM SUB KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 2 BA 0.58 PB 2.80 LS 87 UD 0.107 KK P1.3 HC 2 KK 3-3A CHANNEL ROUTING RK 2000 0.015 0.020 0 TRAP 10 2 KK 3A-4 CHANNEL ROUTING RK 3920 0.013 0.040 0 TRAP 50 rA KM SUB KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 4 BA 0.74 PB 2.70 IS 87 LID 0.148 HEC-1 INPUT ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 86 LINE 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 LINE PAGE 3 PAGE 4 129 130 131 132 133 134 135 KK PT.4 HC 2 KK P1.9 HC 2 KK 9-10 CHANNEL ROUTING RK 2920 0.007 0.040 KK SUB 10 0 TRAP 60 3 3 136 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 10 137 BA 0.62 138 PB 2.70 139 Is 82 140 UD 0.189 141 KK P1.10 142 NC 2 143 KK SUB 11 144 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 11 145 KO 3 2 146 PB 2.80 147 BA 0.65 148 IS 88 149 UD 0.102 150 KK P1.11 151 KM STORAGE ROUTING IN FLOODWATER DETENTION BASIN C 152 KO 3 2 153 RS 1 ELEV 66.1 154 SV 0 0.4 1.5 2.6 3.7 . 4.9 6.1 7.6 9.9 13 155 SV 22 27.7 34.4 42.3 156 SE 66 67 68 69 70 71 72 73 74 75 157 SE 77 78 79 80 158 SQ 0 7 17.5 37.5 70 101 118 132 143 155 159 SQ 177 186 196 209 160 KK PT.12 161 HC 2 162 KK 12-13 CHANNEL ROUTING 163 RK 4040 0.011 0.045 0 TRAP 60 3 164 KK SUB 13 165 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 13 166 BA 0.66 167. PB 2.70 168 LS 82 169 UD 0.262 HEC-1 INPUT LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 - 170 KK P1.13 171 .HC 2 PAGE 5 F 172 ZZ * * FLOOD HYDROGRAPH PACKAGE (NEC-1) * FEBRUARY 1981 * REVISED 02 AUG 88 * * RUN DATE 02/20/1992 TIME 10:13:47 * * * **************************************** I DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT WITH FLOODWATER DETENTION BASINS A, B, C AND D I INTERIM SPILLWAY FOR BASIN 0 6-HOUR STORM, 100-YEAR EVENT ZONES 11, 12, ETC I 8 tO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL OSCAL 0. HYDROGRAPH PLOT SCALE I * * * ***** **** **** * ** ****** *** ** *** *** ** * * * * U.S. ARMY CORPS OF ENGINEERS * * THE HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 551-1748 * * * * * ** ** * * ******** ** ** *** ** ** ******** ** ** I I IT HYDROGRAPH TIME DATA NMIN 2 MINUTES IN COMPUTATION INTERVAL IDATE 12DEC89 STARTING DATE ITIME 0000 STARTING TIME NO 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 12DEC89 ENDING DATE NDTIME 0958 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .03 HOURS TOTAL TIME BASE 9.97 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT I *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** I * * 39 KK * PT.6A * FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA * *** **** * ** ** * 40 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE STATION PT.6A I * * 55 KK PT. 6 * FLOODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD. * * * * ** ** ** ** * * * * 56 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE * *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 89 KK * PT.8A FLOODWATER DETENTION BASIN D * * * * *** * * * * ** * * * 90 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE STATION PT.8A (I) INFLOW, (0) OUTFLOW 0. 200. 400. 600. 800. 1000. 1200. 0. 0. 0. 0. 0. 0. (S) STORAGE I 0. 0. 0. 0. 0. 0 0. 20. 40. 60. 80. 0. 0. HRMN PER 120000 11 ----------------------------------------------------------- S------------------------------------------------------------ 5 li p0002 21 . . . . . S 120200 611 S 621 S . I0202 0204 631 S . 0206 641 S . 120208 651 • • S . .120210 661 S . 0212 671 ' S . 0214 681 S . 0216 691 S . 120218 701 S . 7101 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S .............................. 10220 0222 7201 . S • S • 0224 7301 S . 120226 740 I S . 750! S . 0230760 I S . j 0228 0232 770 I $ . 0234 78.0 I .5 . 120236 79.0 .1 .S . 80.0 . I .S . 10238 0240 81.0..........I ...................S ............................. 0242 82.0 I . S . 120244 83.0 .1 . S . 0246 84.0 024885.0 I .1 . S . S . . 0250 86. 0 I S . '. 025287.0 I S . .120254 88 0 I S . 0 I S . I025689 0258 90. 0 . I . .S . 030091.....0 .......................I ................................ 120302 92 .0 . I S . 93 . 0 I S . 0306 94 . 0 1 $ . 1 0304 030895 . 0 I S. •. 0310 96 . 0 I S . 120312 97 0 I S .. 031498 .0 .1 .S . 031699 10318100 .0 .1 .s . S . 0 .1 S . 120320 101............0 .................................................. 0322102 . 0 I S . 0324103 0 I S . 0326104 0 S 4 . I 0328105 0 1 S . 120330 106 0 I S . 107. . . 0 . 1. . . . S . 10332 0334108. . . 0 . I. . . . S. . 0336109. . . .0 . . I. . . . S. . 120338 110 . 0 I S . 0340 111 .................0 .......I ..................................... 0342 112 . 0 I S . 0344113 .0 I S 0 . 0346114 . 0 I S . 120348 115 . 0 I S . 116. . . . 0 . I . . . . .S . 10350 0352117. . . . 0 . I . . . . .S . 0354118. . . . 0 . I . . . . .S . 120356 119 0 I . S . 0358120 0 I .S . 0400 121................................................s .............. 0402122 0 I .S 0 . 0404123 0 I .S . 120406 124 0 I . S • • $ . 125. . . . 0. 1 . . . . . $ 10408 0410126. . . . 0. I . . . . . S 0412127. . . . 0.1 . . . . . S . 120414 128 0.1 S . 0416 129 0.1 130 #0422 S0418 0! S0420 131 ............................................................... 132 I S . 1 6 I I 120424 133 . 10 . S 120426 134 . I 0 . S 135 . 1 0 . S I20428 20430 136 . 1 0 . S 20432 137 . I 0 . S 120434 138 . I 0 . S 120436 139 20438 140 120440 . I 0 . I 0 S 141 ................I . . 0 ...........................S ............... 120442142 .1 0 .s 120444143 .1 0 .S 144. . . 1 0 . . . . . . S I20446 20448145. . . 1 0 . . . . . .S 20450 146. . . I. 0 . . . . . .S 120452 147 I 0 .S 120454148 20456149 I 0 I 0 .S .S 20458150 I 0 .S 120500 151...............................................S ............... 120502 152 I 0 S 153 I 0 S I20504 20506154 I 0 S 20508 155. . . I . 0 . . . . . S. 120510 156. . . I . 0 . . . . . S. 20512 157. 20514 158 920516 . . I . 0 . . . i . o . . S. S. 159 I . 0 S . 120518 160. . . I . 0 . . . . . S . 120520 161............I .................................S ................ 162. . . I .0 . . . . . $ . 120522 20524163. . . I .0 . . . . . S. 20526164. . . I 0 . . . . . S . 120528165. . . I 0 . . . . . S . 120530166. . .1 0 . . . . .1 0 . . . . . S . . . S . 120532167. 20534 168. . . I 0. . . . . . S . 120536 169. . . 1 0. . . . . . S . 120538 170. . . I 0. . . . . . S . 171...........I . . 0 .............................S ................. 120540 20542172. . .1 0. . . . . . S . 20544173. . .1 0. . . . . . $ . 120546 174. . .1 0 . . . . . . S . 19 20568175. 20550176. . .1 0 . . . . . .1 0 . . . . . . S . . . S . 20552 177. . .1 0 . . . . . . S . 120554 178. . .1 0 . . . . . . S . 120556179. . .1 0 . . . . . . S . 180 .1 0 S . 120558 20600 181..............0 ............................S ................... 20602 182. . 1. 0 . . . . . . S . 120604183. . 1 0 . . . . . . S 20606184. . I 0 . . . . . . S 608185. 120 . 1 0 . . . . . . S . 20610186. . I 0 . . . . . . S . . 120612 187. . I 0 . . . . . . S . . 120614188. . 1 0 . . . . . . $ . . 189 I 0 . S . 120616 20618190 1 0 . S . 20620 191 ..........I . 0 ..............................S................... 120622 192. . I 0 . . . . . . S . . 20624 193. 20626 194. 920628 . I. 0 . . . . 1. 0 . . . . . . S . . . . . S . . 195. . I. 0 . . . . . . S . . 120630 196. . I. 0 . . . . . . S . . 120632 197. . I. 0 . . . . . . S . . 198. . I . 0 . . . . . . S . . 120634 20636199. .. 1. 0 . . . . . .S . . 20638200. . I .0 . . . . . . S . . 120640 201............0 . . . . . . . . . . . . . . . . ... . . . . . . . . . . . S ................... 120642 202. 120644 203. . 1 .0 . . . . i .0 . . . . . . S . . . .s . . 20646204. . 1 .0 . . . . . .S . . 120648 205. . 1 .0 . . . . . .S . . 1 7 I 120650 206. I .0 .S . 0652 207. I .0 .S . 0654208. . I 0 .S . 0656209. 02 . 1 0 .S . 0658210. .1 0 S . 120700 211......I ..................................s .................... I0702 212. 0704 213. .1 0 .1 0 0 S . S . 0706214. I 0 S . 120708 215. I 0 S . 216. 1. 0 S . 0712 217. I. 0 S . '4 0710 0714 218. 1. 0 S . 0716 219. 1. 0 S . 120718 220. I . 0 S . 221. . . . I . . . 0 ..............................S ..................... 10720 0722222 I 0 S . 0724223 1 0 S . 120726 224 I 0 S . 225I . 0 S . 0730226 1 0 S . 40728 0732227 I 0 S . 0734228 1 0 S . 120736229 1 0 S . 230. I . 0 S . 10738 0740 231........................................S ...................... 0742232. I . 0 - S . 120744233. I .0 S . 0746234. 1 .0 S . 0748235 I .0 S . 0750236 I .0 S . 0752237 I .0 S . 120754238 I .0 S . '0756239 I .0 S . W0758 240 I .0 S . 0800 241 . I . . 0 . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . S ....................... 120802 242 1 0 S • S . 0804243 I 0 1 S 0806244 0 10810 I S 0808245 0 S 246 I 0 - S . 120812 247 1 0 .• S . 248. I 0. . . . . . . S . . 10814 0816249. I 0. . . . . . . S . . 0818 250. I 0. . . . . . . S . . 120820 251. . I ..................................$ ........................ 0956 299. 10 . . S . . 0958300.--I0 ---------------------------------------------------------------- S ........... * *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 43 KK 145 1(0 I ************** * * * SUB 11 * * * ************** OUTPUT CONTROL IPRNT 'PLOT OSCAL VARIABLES 3 PRINT CONTROL 2 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE SUBBASIN RUNOFF DATA 47 BA SUBBASIN CHARACTERISTICS TAREA .65 SUBBASIN AREA PRECIPITATION DATA I STORM 2.80 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 SCS LOSS RATE STRTL .27 INITIAL ABSTRACTION CRVNBR 88.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .10 LAG .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 457. 128. HI I TOTAL RAINFALL = PEAK FLOW TIME + (CFS) (HR) UNIT HYDROGRAPH 17 END-OF-PERIOD ORDINATES 1554. 2529. 2582. 2052. 1256. 786. 81. 51. 33. 22. 13. 6. *** HYDROGRAPH AT STATION SUB 11 2.80, TOTAL LOSS = 1.16, TOTAL EXCESS = 1.64 MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 9.97-HR 510. 321. 201. (CFS) 602. I 2.77 115. 69. 69. 69. (INCHES) 1.642 1.642 1.642 1.642 (AC-FT) 57. 57. 57. 57. I CUMULATIVE AREA = .65 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** I * * 150 KK * PT.11 * I * * * * * * * * * * ** * * * * 152 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 2 PLOT CONTROL I QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH ROUTING DATA I 153 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP ELEV TYPE OF INITIAL CONDITION I I I 54 SV '11 RSVRIC STORAGE 156 SE ELEVATION R58 SQ DISCHARGE 66.10 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .0 .4 1.5 2.6 3.7 4.9 22.0 27.7 34.4 42.3 66.00 67.00' 68.00 69.00 70.00 71.00 77.00 78.00 79.00 80.00 0. 7. 18. 38. 70. 101. 177. 186. 196. 209. 6.1 7.6 9.9 13.0 72.00 73.00 74.00 75.00 118. 132. 143. 155. I REAK FLOW TIME I (CFS) (HR) 170. 3.37 AK STORAGE TIME + (AC-Fl) (HR) I 19. 3.37 EAK STAGE TIME + (FEET) (HR) 76.38 337 I OPERATION I' HYDROGRAPH Al ROUTED TO I HYDROGRAPH Al I 2 COMBINED Al I ROUTED TO HYDROGRAPH Al 2 COMBINED Al ROUTED TO I HYDROGRAPH AT STATION P1.11 MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 9.97-HR (CFS) 113. 69. 69. 69. (INCHES) 1.614 1.641 1.641 1.641 (AC-Fl) 56. 57. 57. 57. MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 9.97-HR 10. 6. 6. 6. MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 9.97-HR 72.74 70.22 70.22 70.22 CUMULATIVE AREA = .65 SQ MI RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR '72 -HOUR SUB 6C 561. 2.83 121. 73. 73. .65 6C-6B 559. 2.90 121. 73. 73. .65 SUB 68 381. 2.77 75. 45. 45. .37 PT.68 900. 2.83 196. 118. 118. 1.02 6B-6A 899. 2.87 196. 118. 118. 1.02 SUB 6A 197. 2.73 37. 22. 22. .20 PT.6A 1025. 2.83 233. 140. 140. 1.22 PT.6A 642. 3.10 233. 140. 140. 1.22 134.55 3.10 10 ROUTED TO 6A-6 642. 3.17 233. 140. 140. 1.22 HYDROGRAPH AT SUB 6 242. 2.77 46. 28. 28. .25 2 COMBINED AT PT. 6 734. 2.80 279. 168. 168. 1.47 ROUTED TO PT. 6 558. 3.83 247. 159. 159. 1.47 HYDROGRAPH AT SUB 5A 540. 2.87 125. 75. 75. .64 ROUTED TO 5A-5 539. 3.00 124. 75. 75. .64 HYDROGRAPH AT SUB 5 588. 2.83 126. 76. 76. .68 2 COMBINED AT PT. 5 1051. 2.90 250. 151. 151. 1.32 2 COMBINED AT PT. 7 1163. 2.93 492. 310. 310. 2.79 ROUTED TO 7-8A 1160. 3.07 492. 306. 306. 2.79 HYDROGRAPH AT SUB 8A 72. 2.77 14. 8. 8. .09 2 COMBINED AT PT.8A 1185. 3.03 505. 314. 314. 2.88 ROUTED TO PT.8A 783. 4.33 468. 294. 294. 2.88 ROUTED TO 8A-8 783. 4.53 467. 288. . 288. - 2.88 HYDROGRAPH AT SUB 88 353. 2.87 81. 49. 49. .53 2 COMBINED AT PT. 8 860. 4.43 525. 337. 337. 3.41 HYDROGRAPH AT SUB 1 842. 2.77 163. 98. 98. .88 HYDROGRAPH AT SUB 2 511. 2.77 98. 59. 59. .58 2 COMBINED AT PT. 3 1353. 2.77 260. 157. 157. 1.46 ROUTED TO 3-3A 1342. 2.77 260. 157. 157. 1.46 ROUTED TO 3A-4 1340. 2.87 260. 157. 157. 1.46 HYDROGRAPH AT SUB 4 589. 2.80 118. 71. 71. .74 2 COMBINED AT PT. 4 1890. 2.83 378. 228. 228. 2.20 2 COMBINED AT PT. 9 2238. 2.83 894. - 565. 565. 5.61 11 119.10 3.83 108.15 4.33 I ROUTED TO + 9-10 2236. 2.90 894. 561. 561. 5.61 I HYDROGRAPH AT SUB 10 238. 2.83 52. 31. 31. .42 2 COMBINED AT I P1.10 2456. 2.90 945. 593. 593. 6.03 HYDROGRAPH AT + SUB 11 602. 2.77 115. 69. 69. .65 I ROUTED TO P1.11 170. 3.37 113. 69. 69. .65 + 2 COMBINED AT l P1.12 2622. 2.90 1057. 662. 662. 6.68 ROUTED TO 12-13 2610. 2.97 1056. 657. 657. 6.68 I HYDROGRAPH AT + SUB 13 335. 2.90 81. 49. 49. .66 2 COMBINED AT I P1.13 2926. 2.97 1133. 706. 706. 7.34 NORMAL END OF NEC-i I I I I I I. I I I I 12 76.38 3.37 I APPENDIX C. INPUT/OUTPUT LISITNGS OF HEC-2 FOR ENCINITAS CREEK OLIVENHAIN I NEAR * NEC-2 WATER SURFACE PROFILES * * U.S. ARMY CORPS OF ENGINEERS * * * * HYDROLOGIC ENGINEERING CENTER * Version 4.6.0; February 1991 * * 609 SECOND STREET, SUITE D * * * DAVIS, CALIFORNIA 95616-4687 * RUN DATE 20FEB92 TIME 11:18:25 * * (916) 756-1104 * ******************************************** *************************************** I X X XXXXXXX XXXXX XXXXX X X X X X X X x x I x XXXXXXX XXXX X XXXXX XXXXX X X X . X X X x. x x X x xxxxxxx xxxxx xxxxxxx FULL MICRO-COMPUTER IMPLEMENTATION 1 H A E S T A D METHODS 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS RUN EXECUTED 20FEB92 11:18:25 I*********************************** EC-2 WATER SURFACE PROFILES Version 4.6.0; February 1991 ***** * **** ** ***** *** ** * * * ********** * * I Ti THIS IS A SUBCRITICAL RUN FOR ENCINITAS CREEK EXISTING CONDITIONS T2 FOR EVALUATION OF INTERIM SPILLWAY FOR DETENTION BASIN D I T3 FOR DISCHARGES WITH DETENTION BASINS A, B, C AND D Ji ICHECK INO NINV IDIR STRT METRIC HVINS 0 WSEL FQ J2 4 IIPROF IPLOT PRFVS XSECV XSECH FM ALLDC IBW 67.08 CHNIM ITRACE - -1 -1 01 3 4207 3013 2456 NC 0.05 0.05 0.15 0.1 0.3 Xl GR 1.096 83.0 180.0 330.0 525.0 530.0 525.0 79.3 .0 79.5 10.0 79.5 20.0 79.5 25.8 79.4 30.0 I I QT 3 1890 1890 1890 Xl 1.403 11 394.9 448.9 535 490 524 X3 394.9 84.0 I GR 81.4 0 81.9 44.8 81.5 68.7 80.3 86.1 82.5 106 GR 83.5 280 83.5 394.9 76.7 423.9 77.1 448.9 81.4 557.9 GR 87.2 662.4 I NC Xl 0.030 1.420 0.040 11 0.03 404.3 444.7 370 360 362 X3 350 84 GR 83.8 0 84.2 33.1 83.6 66.4 82.2 156.8 83.2 236 GR 82.3 318.3 81.6 404.3 78.4 411.4 84.4 444.7 86.5 526.7 GR 89.9 608 Xl 1.520 12 338.8 396.9 270 252 252 X3 258.6 89.5 GR 89.3 0 88.8 30.9 88.1 67.9 88.3 165.7 89.5 258.6 l GR 87.5 338.8 85.4 363 83.1 377.5 88.5 396.9 92.6 477.3 GR 97.6 558.5 102.4 635.3 QT 3 4207 3013 2456 I NC .050 .040 .130 Xl -1.313 87.0 270.0 390.0 427.7 414.2 423.6 GR 121.6 .0 114.8 10.0 111.1 20.0 108.0 23.2 96.9 30.0 GR 87.9 40.0 83.9 46.5 83.9 50.0 83.8 51.7 83.4 53.5 GR 83.8 60.0 83.9 70.0 84.1 80.0 84.2 90.0 84.2 93.6 I GR 84.1 100.0 83.8 110.0 83.5 120.0 83.6 130.0 83.6 130.7 GR 83.1 135.0 81.3 140.0 77.6 150.0 77.0 152.2 76.9 160.0 GR 76.9 170.0 76.7 180.0 76.1 190.0 75.3 200.0 75.0 210.0 GR 74.8 220.0 74.5 230.0 74.5 240.0 74.5 250.0 74.3 260.0 I GR 74.3 270.0 74.0 280.0 73.8 290.0 73.6 300.0 73.4 310.0 GR 73.3 320.0 73.2 330.0 73.0 340.0 73.1 350.0 73.1 360.0 GR 73.4 370.0 73.5 380.0 73.5 390.0 73.7 400.0 73.8 410.0 GR 73.8 420.0 73.8 430.0 73.8 440.0 74.0 450.0 74.0 460.0 GR 74.2 470.0 74.3 480.0 74.5 490.0 74.7 500.0 74.9 510.0 I GR 75.0 520.0 75.2 530.0 76.0 540.0 76.8 550.0 77.4 560.0 GR 77.5 562.1 77.7 570.0 78.0 580.0 78.2 590.0 78.4 600.0 GR 79.1 610.0 79.8 620.0 80.6 630.0 80.7 631.6 80.7 640.0 GR 81.2 650.0 81.7 652.2 81.8 656.1 81.8 660.0 82.1 670.0 I GR 82.5 680.0 82.9 690.0 83.3 700.0 83.9 710.0 84.5 720.0 GR 85.3 730.0 85.7 735.6 QT 3 2597 1465 860 NC 0.04 0.10 0.06 0.1 0.3 - I Xl 0 13 473.4 552.2 200 400 300 X3 10 73.5 GR 79.7 0 79.6 90.1 79.1 203.3 80.8 295.9 82.3 397.5 GR 76.1 473.4 73.5 515.6 75.4 552.2 82.1 625.3 82.7 747.3 I GR 79.1 840.5 78.6 962.8 82.1 1084.2 Xl 0.006 30 320 360.1 40 40 40 X3 10 GR 83.4 0 81.4 82.3 81.1 174.9 80.3 257.1 80.3 290 I GR 81 314 81 320 77.1 320.1 76.8 323 75 327.5 GR 75 337.5 79 337.6 79 342.5 75 342.6 75 352.5 GR 77.1 357 77.1 360 81 360.1 81 382 81 384 GR 81.3 387 81.9 532.9 82.2 642.6 83.2 776.6 84.2 880.4 I GR 86.7 975 87.6 1060 89.3 1171.8 92.4 1308 99.1 1455.8 SB 1.05 1.6 2.9 400 45 5 140 75 75 Xl 0.021 110 110 110 x2 1 79 81 1.050 I BT -8 314 81 81 314.1 82 81 320 82 81 BT 320.1 82.3 79 360 82.3 79 360.1 82 81 BT 382 82 81 384 81 81 I Xi 0.023 19 139.5 284.7 20 20 20 X3 150 81 220 81 GR 96.6 0 91.7 35.8 79.6 75.4 79.6 100.3 78.2 139.5 GR 76 157.5 75.0 172.2 75.1 206.8 78.1 284.7 79.4 381.5 GR 79.8 491 79.9 604.3 82.2 714.4 83.5 836.1 85.3 961.3 I GR 85.3 1082.6 88.1 1191.7 92.4 1277.2 99.8 1353.3 1 Xl 0.110 19 253.7 386.5 485 425 471 GR 88 0 84.9 15.8 82 24.9 83.6 45.8 80.5 GR 78.3 97.6 78.7 131.2 78.9 207.8 77.3 253.7 75.8 GR 76.6 294.7 77.3 386.5 79.1 484 82.6 608.1 82 GR 83.5 831.3 85.3 934.6 86.7 1042.9 88.3 1118.2 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 1 CCHV= .100 CEHV= .300 *SECNO 1.096 1.096 5.08 67.08 .00 67.08 67.20 .12 .00 .00 63.00 2456.0 592.4 1181.4 682.2 171.8 749.5 189.2 .0 .0 62.70 .00 3.45 1.58 3.61 .050 .150 .050 .000 62.00 117.04 .002965 525. 525. 530. 0 0 0 .00 276.50 393.55 *SECNO 1.164 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .48 1.164 3.91 69.01 .00 .00 69.19 .17 1.97 .02 66.30 2456.0 90.8 1792.3 573.0 21.4 666.7 120.3 8.0 2.3 66.50 .03 4.24 2.69 4.76 .055 .150 .050 .000 65.10 84.39 .012857 362. 363. 368. 2 0 0 .00 275.63 360.02 *SECNO 1.236 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .55 1.236 3.44 76.44 75.61 .00 76.96 .52 7.67 .10 74.30 2456.0 755.6 1508.6 191.8 97.9 358.0 25.7 13.3 - 4.3 74.40 .05 7.72 4.21 7.46 .055 .150 .050 .000 73.00 58.41 .042153 359. 359. 360. 12 19 0 .00 204.41 262.81 *SECNO 1.313 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 7.23 1.313 4.98 77.98 .00 .00 78.05 .07 1.05 .05 74.30 2456.0 526.0 485.0 1445.0 306.0 545.1 583.3 22.6 7.4 73.50 .11 1.72 .89 2.48 .050 .130 . .040 .000 73.00 148.96 .000806 428. 424. 414. 5 0 0 .00 430.50 579.46 *SECNO 1.403 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS 1-BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 3301 HV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS= 394.9 662.4 TYPE= 1 TARGET= -394.900 ELENCL= 84.00 ELENCR= 100000.00 1.403 4.00 80.70 80.70 .00 81.86 1.16 .86 .33 83.50 58.7 278.9 704.6 4 1890.0 .0 1304.9 585.1 .0 129.0 164.1 32.7 10.7 77.10 .13 .00 10.11 3.57 .000 .030 .060 .000 76.70 406.85 .009488 535. 524. 490. 20 16 0 .00 133.25 540.10 *SECNO 1.420 3470 ENCROACHMENT STATIONS 350.0 608.0 TYPE= 1 TARGET= -350.000 ELENCL= 84.00 ELENCR= 100000.00 1.420 5.57 83.97 .00 .00 85.05 1.08 3.19 .01 81.60 1890.0 848.3 1041.7 .0 116.8 114.3 .0 34.9 11.6 84.40 .14 7.27 9.11 .00 .030 .030 .000 .000 78.40 350.00 .008123 370. 362. 360. 4 0 0 .00 92.32 442.32 *SECNO 1.520 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS= 258.6 ELENCL= 89.50 ELENCR= 100000.00 1.520 5.89 88.99 88.99 1890.0 151.4 1735.7 2.9 .15 3.38 9.03 1.21 .006886 270. 252. 252. 635.3 TYPE= 1 TARGET= .00 90.17 1.18 44.8 192.3 2.4 .030 .030 .040 20 10 0 -258.600 1.92 .03 87.50 36.3 12.3 88.50 .000 83.10 278.89 .00 127.70 406.59 *SECNO -1.313 START TRIB COMP -1.313 1.313 77.984 -1.313 4.98 77.98 .00 .00 78.05 .07 .00 .00 74.30 2456.0 526.0 485.0 1445.0 306.0 545.1 583.3 44.4 15.0 73.50 .20 1.72 .89 2.48 .050 .130 .040 .000 73.00 148.96 .000805 428. 424. 414. 0 0 0 .00 430.51 579.47 SECNO DEPTH CWSEL CRIWS WSELK EG MV HL OLOSS L-BANK ELEV 0 GLOB 0CM QROB ALOB ACM AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST CCHV= .100 CEHV= .300 *SECNO .000 - 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .22 .000 4.77 78.27 .00 .00 78.38 .10 .32 .01 76.10 860.0 52.0 768.9 39.0 29.0 286.6 45.1 50.9 17.0 75.40 .24 1.80 2.68 .87 .040 .060 .100 .000 73.50 446.77 .002102 200. 300. 400. 2 0 0 .00 136.79 583.57 *SECNO .006 3265 DIVIDED FLOW 3301 MV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3495 OVERBANK AREA ASSUMED NON-EFFECTIVE, ELLEA= 81.00 ELREA .006 3.26 78.26 78.26 .00 79.59 1.33 860.0 .0 860.0 .0 .0 93.0 .0 .24 .00 9.25 .00 .000 .060 .000 .052161 40. 40. 40. 20 15 0 81.00 .23 .37 81.00 51.1 17.1 81.00 .000 75.00 320.07 .00 35.02 360.03 5 SPECIAL BRIDGE SB XK XKOR COFQ RDLEN BWC BWP BAREA SS ELCHU ELCHD 1.05 1.60 2.90 400.00 45.00 5.00 140.00 .00 75.00 75.00 *SECNO .021 3301 HV CHANGED MORE THAN HVINS - 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.88 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q GLOB QCH OROB ALOB ACH ARCS VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST CLASS A LOW FLOW 3420 BRIDGE W.S.= 77.95 BRIDGE VELOCITY 7.28 CALCULATED CHANNEL AREA= 118. EGPRS EGLWC H3 QWEIR GLOW BAREA TRAPEZOID ELLC ELTRD WEIRLN AREA 79.20 80.23 1.43 0. 860. 140. 160. 79.00 81.00 0. .021 4.69 79.69 .00 .00 80.23 .53 .64 .00 81.00 860.0 .0 860.0 .0 .0 146.6 .0 51.4 17.2 81.00 .25 .00 5.87 .00 .000 .060 .000 .000 75.00 320.03 .014707 110. 110. 110. 0 0 0 .00 40.03 360.07 *SECNO .023 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO 3.20 3470 ENCROACHMENT STATIONS= 150.0 220.6 TYPE= 1 TARGET= 70.000 ELENCL= 81.00 ELENCR= 81.00 .023 5.24 80.24 .00 .00 80.34 .10 .07 .04 81.00 860.0 .0 860.0 .0 .0 341.9 .0 51.6 17.2 81.00 .25 .00 2.52 .00 .000 .060 .000 .000 75.00 150.00 .001439 20. 20. 20. 2 0 0 .00 70.00 220.00 *SECNO .110 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.53 .110 4.75 80.55 .00 .00 80.56 .01 .22 .01 77.30 860.0 3124 450.4 97.2 360.4 500.2 266.6 59.4 20.1 77.30 .41 .87 .90 .36 .040 .060 .100 .000 75.80 58.49 .000226 485. 471. 425. 4 0 0 .00 476.98 535.46 THIS RUN EXECUTED 20FEB92 11:18:30 ** ** * ** **** ** ** * ** * *** * HEC-2 WATER SURFACE PROFILES Version 4.6.0; February 1991 NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST OR DISCHARGES WITH DETEN SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELIC ELMIN a .CWSEL CRIWS EG 10*KS VCH AREA .01K 6 1.096 .00 .00 .00 62.00 2456.00 67.08 .00 67.20 29.65 1.58 1110.49 451.06 * 1.164 363.40 .00 .00 65.10 2456.00 69.01 .00 69.19 128.57 2.69 808.38 216.60 * 1.236 359.20 .00 .00 73.00 2456.00 76.44 75.61 76.96 421.53 4.21 481.61 119.62 1.313 423.60 .00 .00 73.00 2456.00 77.98 .00 78.05 8.06 .89 1434.33 865.26 I * * 1.403 524.00 .00 .00 76.70 1890.00 80.70 80.70 81.86 94.88 10.11 293.07 194.03 .00 78.40 1890.00 83.97 .00 85.05 81.23 9.11 231.07 209.71 * 1.420 362.00 .00 1.520 252.00 .00 .00 83.10 1890.00 88.99 88.99 90.17 68.86 9.03 239.46 227.77 -1.313 423.60 .00 .00 73.00 2456.00 77.98 .00 78.05 8.05 .89 1434.47 865.39 * .000 300.00 .00 .00 73.50 860.00 78.27 .00 78.38 21.02 2.68 360.68 187.59 * .006 40.00 .00 .00 75.00 860.00 78.26 78.26 79.59 521.61 9.25 92.98 37.66 I* .021 110.00 81.00 79.00 75.00 860.00 79.69 .00 80.23 147.07 5.87 146.61 70.92 * .023 20.00 .00 .00 75.00 860.00 80.24 .00 80.34 14.39 2.52 341.92 226.73 I * .110 471.00 .00 .00 7580 86000 80.55 .00 80.56 2.26 .90 1127.20 572.51 SUMMARY PRINTOUT TABLE 150 CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH SECNO 0 1.096 2456.00 67.08 .00 .00 .00 276.50 .00 * 1.164 2456.00 69.01 .00 1.93 .00 275.63 363.40 * 1.236 2456.00 76.44 .00 7.42 .00 204.41 359.20 * 1.313 2456.00 77.98 .00 1.55 .00 430.50 423.60 * 1.403 1890.00 80.70 .00 2.71 .00 133.25 524.00 1.420 1890.00 83.97 .00 3.27 .00 92.32 362.00 * 1.520 1890.00 88.99 .00 5.02 .00 127.70 252.00 77.98 .00 -11.01 .00 430.51 423.60 . -1.3132456.00 * .29 .00 136.79 300.00 .000 860.00 78.27 .00 * .006 860.00 78.26 .00 -.02 .00 35.02 40.00 * .021 860.00 79.69 .00 . 1.43 .00 40.03 110.00 * .023 860.00 80.24 .00 .55 .00 70.00 20.00 * .110 860.00 80.55 .00 .31 .00 476.98 471.00 SUMMARY OF ERRORS AND SPECIAL NOTES WARNING SECNO= 1.164 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 1.236 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 1.313 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 1.403 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.403 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.403 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE USEL CAUTION SECNO= 1.520 PROFILE= 1 CRITICAL DEPTH ASSUMED 7 I CAUTION SECNO= 1.520 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.520 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL I WARNING SECNO= .000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= .006 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= .006 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY I CAUTION SECNO= .006 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL WARNING SECNO= .021 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= .023 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE I SECNO= .110 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING Normal, program termination I I I 8 APPENDIX G — — — — — — — — — — — — — — — — — — — PROk7DE CCNCREIE SZ4AIPED SURFACE RANDOM COBBLE STONE PA 77ERN OR PLACE COBBLE STONE RANDOAIL Y 1_1/2# ABOfrE fiN/S/lED SURFACE R PRO1/EC11ON PROJEC17ON OF 113.0 OF BENCH F TOP OF BENCH I =4 PIPE OU77-Er I20 ii 0 8" N16W, 580-0-3250. CONCRETE I db '.1rM'1 4 jU iil. 4SECI ON B-8 - zi- -'.-' -I 1' '.7 Project Design consultants OUTLET PIPE ANALYSIS I \ __ S f V'EORDEDOCTOØL. I) HI TB R/ERFEN LO AN 5 -1 CUT-OFF WAtL 80 PUBLI & ROAD ____liES S ES PER DO ECORDE -t&9=-3 CFER 01JT =OE'S IL 3, 9 AS • DR TUDY FOR E11O/tVLTAS 9 -1 545, 0. R. EEK" BY DR C'H,4/VC (MA Y 91) EX/S. fl: I 'I -SI ai ?IPR TO 1_SI AIF - W -- ) •7 •II,• S S/L17RR/ER FENCE/ j2S' I4DL -41 • \J \ VYYOt' 1HK.. S ._: 5. • 5' WIDE CONS UC776w*... S S • S SEUENT Ac JJ$L MPN J 22 ¼ f \)T\•II I ILET& 59 SYSTEM HErDWO2IS ••. 5 • S So SYSTEM OVTLT Xs CLos ecrtcvV T TR.4NSJrio,*J 0011ffX PIPE F- gj 14LY M 1S ® EL€M E1J1 IJUMF3E . S -. 2I= = 25' WIDE. EASEA'IENJ I I HEADING LINE NO 1 IS - I 1ADING LINE NO 2 Is - ir ING LINE NO 3 IS - 1 I I 1 I I . I I I I . I I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING OLIVENHEIN ROAD PIPE 11/22/95 ITE: 11/22/1995 TIME: 10: 2 I F05 15P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 RD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(1O) rODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP 1 1 0 0.00 6.00 70.00 0.50 0.50 0.00 2 1 0 0.00 6.00 45.00 0.50 0.50 0.00 3 4 3.00 co 4 5 0 0.00 5 1 0 0.00 4.00 8.00 0.50 0.50 0.00 IF, I I I I I I I I I I I I ITE: 11/22/1995 TIME: 10: 2 I F0515P WATER SURFACE PROFILE - CROSS SECTION POINT LISTING PAGE 2 I CARD SECT NO OF X(l) • Y(1) X(2) Y(2) X(3) Y(3) X(4) • Y(4) X(5) • Y(5) X(6) , Y(6) X(7) , Y(7) CODE NO POINTS X(8) Y(8) X(9) Y(9) X(10) ,Y(iO) X(11) •Y(11) X(N) , Y(N) X(N+1),Y(N+i) X(99) •Y(99) PTS 4 13 0.00 112.00 45.00 110.00 65.00 108.00 95.00 106.00 145.00 104.00 175.00 102.00 195.00 100.28 PTS 225.00 102.00 260.00 104.00 325.00 106.00 380.00 108.00 400.00 110.00 425.00 112.00 I I , 1 I I I I I I I [LEMENT NO 2 15 A REACH * * * I U/S DATA STATION INVERT SECT N 90.00 100.37 4 0.025 NO 3 IS A TRANSITION * * * ILEMENT U/S DATA STATION INVERT SECT N 100.00 100.42 1 0.025 ILEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N 105.00 100.45 1 0.040 ILEMENT * * * NO 5 IS A TRANSITION U/S DATA STATION INVERT SECT N 115.00 100.50 2 0.040 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N I 127.00 100.55 2 0.015 ELEMENT NO 7 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N I 137.00 100.60 3 0.013 LEMENT NO 8 IS A REACH * * * I U/S DATA STATION INVERT SECT N .168.00 100.80 3 0.013 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS * * LEMENT NO 9 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT U S ELEV • 170.00 101.00 5 103.90 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT NAN H 0.00 0.00 0.00 0 F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * I U/S DATA STATION INVERT SECT - U S ELEV 7200 10028 6 0.00 PAGE NO 2 ID EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING I I I I IENSEE: PAGE 1 Project Design Consultants F0515P WATER SURFACE PROFILE LISTING I OLIVENHEIN ROAD PIPE 11/22/95 IT ATION INVERT DEPTH U.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZI NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER LELE14 SO SF AVE HF NORM DEPTH ZR 72.00 100.28 1.088 101.368 72.0 4.18 0.272 101.640 1.088 4 0 0.00 0.25 0.00500 .010529 0.00 1.266 72.25 100.28 1.114 101.395 72.0 3.99 0.247 101.642 1.088 4 0 0.00 1.06 0.00500 .009272 0.01 1.266 I 73.31 3.80 0.225 101.653 1.088 4 0 0.00 100.29 1.141 101.428 72.0 2.08 0.00500 .008164 0.02 1.266 75.39 100.30 1.168 101.465 72.0 3.63 0.204 101.669 1.088 4 0 0.00 4.31 0.00500 .007187 0.03 1.266 79.70 100.32 1.196 101.514 72.0 3.46 0.186 101.700 1.088 4 0 0.00 I 9.11 0.00500 .006329 0.06 1.266 ' 88.81 100.36 1.225 101.589 72.0 3.30 0.169 101.758 1.088 4 0 0.00 1.19 0.00500 .005906 0.01 1.266 90.00 100.37 1.228 101.598 72.0 3.29 0.168 101.766 1.088 4 0 0.00 TRANS STR 0.00500 .002994 0.03 1100.00 100.42 1.383 101.803 72.0 0.74 0.008 101.811 0.00 0.320 6.00 70.00 0.50 0 0.00 I 5.00 0.00600 .000276 0.00 0.541 0.50 105.00 100.45 1.354 101.804 72.0 0.75 0.009 101.813 0.00 0.320 6.00 70.00 0.50 0 0.00 ANS SIR 1A 0.00500 .000545 0.01 0.50 115.00 100.50 1.299 101.799 72.0 1.21 0.023 101.822 0.00 0.429 6.00 45.00 0.50 0 0.00 11.62 0.00417 .000121 0.00 0.437 0.50 126.62 100.55 1.250 101.798 72.0 1.26 0.025 101.823 0.00 0.429 6.00 45.00 0.50 0 0.00 1D RAULIC 0.50 JUMP I 1 ICENSEE: Project Design Consultants F0515P PAGE 2 WATER SURFACE PROFILE LISTING OLIVENHEIN ROAD PIPE TATION I 11/22/95 INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL MGI! BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER I /ELEM SO SF AVE HF NORM DEPTH ZR 126.62 100.55 0.094 100.642 72.0 17.04 4.509 105.151 0.00 0.429 6.00 45.00 0.50 0 0.00 0.38 0.00417 .734577 0.28 0.437 0.50 127.00 100.55 0.091 100.641 72.0 17.57 4.791 105.432 0.00 0.429 6.00 45.00 0.50 0 0.00 TRANS SIR 0.00500 .316277 3.16 0.50 2.684 3.00 0.00 0.00 0 0.00 137.00 100.60 1.445 102.045 72.0 21.37 7.092 109.137 0.00 5.70 0.00645 .054447 0.31 3.000 0.00 142.70 100.64 1.422 102.059 72.0 21.80 7.383 109.442 0.00 2.684 3.00 0.00 0.00 0 0.00 12.89 0.00645 .059756 0.77 3.000 0.00 155.59 100.72 1.371 102.091 72.0 22.87 8.123 110.214 0.00 2.684 3.00 0.00 0.00 0 0.00 I12.41 0.00645 .067970 0.84 3.000 0.00 I 168.00 100.80 1.322 102.122 72.0 23.98 8.932 111.054 0.00 2.684 3.00 0.00 0.00 0 0.00 170.00 101.00 1.322 102.322 72.0 6.29 0.614 102.936 0.00 1.322 4.00 8.00 0.50 0 0.00 I I I I. I OLIVENHEIH ROAD I PIPE 11/22/95 72.00 .i XE H. R - 74.00 .1 X H. R • 76.00 .1 X H. R • 78.00 .1 CUE H. R 80.00 .1 CUE H. R 82.00 84.00 86.00 88.00 90.00 .1 CWE H. R 92.00 .1 C WE H . TX 94.00 I 96.00 98.00 . * 100.00 .IC X H . R 102.00 104.00 106.00 .1 C X H . TX - 108.00 110.00 112.00 114.00 .1 C WE H . R I 116.00 118.00 120.00 . 122.00 . 124.00 126.00 128.00 .IC WE H . R I 130.00 . 1W E H . R 132.00 . 1W E H . TX 134.00 I 136.00 138.00 .1 W CH E . R 140.00 I 142.00 144.00 . . I U C H E . R 146.00 . 148.00 . * I 150.00 . 152.00 154.00 . I U C H E • R I 156.00 158.00 . 160.00 . . I 162.00 164.00 . . 166.00 168.00 I : 1 U C H E 170.00 X E H : I 100.28 101.46 102.64 103.82 105.00 106.18 107.37 108.55 109.73 110.91 112.09 I I T E S GLOSSARY I = INVERT ELEVATION I C = CRITICAL DEPTH WWATER SURFACE ELEVATION H = HEIGHT OF CHANNEL I E o ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY I I I I SPILLWAY ANALYSIS I I I I I I I I I I I I I I I- I', I I s: • I ' SCALE 40' 11 I, ; TJA ACE 2 TON' .-s ---4- _ 4•fl1.rft. r ----- - I- WARE - -- Ar low VIA WWI . &F ill OWN Nil ON I I S I II ' 1 1 l__1MA4j 110 I I . HEADING LINE NO 1 Is - rING LINE NO 2 IS 1ADING LINE NO 3 IS - ii I I I. I I I I I. .1 I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING OLIVENHEIN ROAD SPILLWAY 11/15/95 I DATE: 11/22/1995 INE: 8:29 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE RD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) '((3) '((4) Y(5) Y(6) '((7) '((8) '((9) '((10) E NO TYPE PIERS WIDTH DIAMETER WIDTH DROP I i 1 0 0.00 6.00 70.00 0.50 0.50 0.00 2 1 0 0.00 6.00 45.00 0.50 0.50 0.00 co 3 1 0 0.00 6.00 20.00 0.50 0.50 0.00 j o 4 5 0 0.00 I I I I I I I I . I I I * \0 0 42.381 TS — 13.782 EET FI UAR -,- E National 96mnd 42482 199 SHEETS EYE-EASE'5 SCUARS 42-389 299 SHEETS EYE.E8SE 5 SOUSRE 42.392 199 RECYCLED WHITE S SQUARE 42-399 299 RECYCLED WHITE S SQUARE M$dOmU.S A. ots 4- - ?aorEwr W! -'A SD 2.OD 2)51) g lJ #00 I DATE: 11/22/1995 NE: 8:29 F0515P WATER SURFACE PROFILE - CROSS SECTION POINT LISTING PAGE 2 I CARD SECT NO OF X(1) • Y(1) X(2) , Y(2) X(3) '((3) X(4) • '((4) X(5) • '((5) X(6) • '((6) X(7) • '((7) CODE NO POINTS X(8) • '((8) X(9) • Y(9) X(10) ,Y(1O) X(ii) •Y(11) X(N) , '((N) X(N+1),Y(N+1) X(99) ,Y(99) PTS 4 13 0.00 112.00 45.00 110.00 65.00 108.00 95.00 106.00 145.00 104.00 175.00 102.00 195.00 100.28 PTS 225.00 102.00 260.00 104.00 325.00 106.00 380.00 108.00 400.00 110.00 425.00 112.00 1 I I I I I I I 1 I I I I I I I F 0 5 1 5 P PAGE NO 2 I WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT - W S ELEV I 72.00 100.28 4 0.00 NO 2 IS A REACH * * * I LEI4ENT U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 90.00 100.37 4 0.025 0.00 0.00 0.00 0 I LEHENT NO 3 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N 100.00 100.42 1 0.025 ILEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 105.00 100.45 1 0.040 0.00 0.00 0.00 0 ILEMENT * * * NO 5 IS A TRANSITION U/S DATA STATION INVERT SECT N 115.00 100.50 2 0.040 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H I 127.00 100.55 2 0.015 0.00 0.00 0.00 0 ELEMENT NO 7 IS A TRANSITION * * * I U/S DATA STATION INVERT SECT N 137.00 100.60 3 0.015 LEMENT NO 8 IS A REACH * * * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 143.00 104.00 3 0.015 0.00 0.00 0.00 0 ILEMENT NO 9 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 154.00 104.00 3è 0.00 I EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS. LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC I . .. I I I - I I I LICENSEE: Project Design ConsuLtants F0515P PAGE 1 I WATER SURFACE PROFILE LISTING OLIVENHEIN ROAD SPILLWAY 11/15/95 ITATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/E * LEN ****** So SF AVE HF NORM DEPTH ZR 72.00 100.28 2.779 103.059 753.0 6.60 0.675 103.734 2.779 4 0 0.00 1.34 0.00500 .007767 0.01 3.048 73.34 100.29 2.844 103.131 753.0 6.29 0.614 103.745 2.779 4 0 0.00 I 5.51 0.00500 .006847 0.04 3.048 78.85 100.31 2.910 103.224 753.0 6.00 0.558 103.782 2.779 4 0 0.00 11.15 0.00500 .006129 0.07 3.048 90.00 100.37 2.962 103.332 753.0 5.79 0.520 103.852 2.779 4 0 0.00 JANS SIR 0.00500 .003230 0.03 100.00 100.42 3.348 103.768 753.0 3.14 0.153 103.921 0.00 1.527 6.00 70.00 0.50 0 0.00 I 5.00 0.00600 .001600 0.01 2.232 0.50 105.00 100.45 3.324 103.774 753.0 3.16 0.155 103.929 0.00 1.527 6.00 70.00 0.50 0 0.00 TRANS SIR 0.00500 0.50 115.00 100.50 0.820 101.320 753.0 20.22 6.348 107.668 0.00 2.041 6.00 45.00 0.50 0 0.00 1.66 0.00417 .057236 0.10 1.807 0.50 1 116.66 100.51 0.814 101.321 753.0 20.37 6.442 107.763 0.00 2.041 6.00 45.00 0.50 0 0.00 I 10.34 0.00417 .062832 0.65 1.807 0.50 127.00 100.55 0.777 101.327 753.0 21.36 7.087 108.414 0.00 2.041 6.00 45.00 0.50 0 0.00 FANS SIR 0.00500 .046118 0.46 0.50 I 137.00 100.60 1.752 102.352 753.0 20.58 6.579 108.931 0.00 3.429 6.00 20.00 0.50 0 0.00 0.87 0.56667 .022954 0.02 0.672 0.50 I 137.87 101.09 1.826 102.917 753.0 19.71 6.035 108.952 0.00 3.429 6.00 20.00 0.50 0 0.00 0.84 0.56667 .019933 0.02 0.672 0.50 I I IENSEE: Project Design Consultants F0515P PAGE 2 WATER SURFACE PROFILE LISTING I OLIVENHEIN ROAD SPILLWAY 11/15/95 IATION INVERT DEPTH U.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER IELEM SO SF AVE HF NORM DEPTH ZR 1138.71 101.57 1.912 103.483 753.0 18.80 5.486 108.969 0.00 3.429 6.00 20.00 0.50 0 0.00 0.75 0.56667 .017188 0.01 0.672 ' 0.50 139.46 101.99 2.001 103.995 753.0 17.92 4.987 108.982 0.00 3.429 6.00 20.00' 0.50 0 0.00 0.65 0.56667 .014827 0.01 0.672 0.50 1140.11 102.36 2.094 104.458 753.0 17.09 4.534 108.992 0.00 3.429 6.00 20.00 0.50 0 0.00 0.57 0.56667 .012796 0.01 0.672 0.50 140.68 102.69 2.191 104.877 753.0 16.29 4.122 108.999 0.00 3.429 6.00 20.00 0.50 0 0.00 0.49 0.56667 .011047 0.01 0.672 0.50 141.17 102.97 2.292 105.257 753.0 15.53 3.747 109.004 0.00 3.429 6.00 20.00 0.50 0 0.00 I 0.42 0.56667 .009541 0.00 0.672 0.50 I 141.59 103.20 2.398 105.602 753.0 14.81 3.406 109.008 0.00 3.429 6.00 20.00 0.50 0 0.00 0.36 0.56667 .008243 0.00 0.672 0.50 1141.95 103.41 2.509 105.915 753.0 14.12 3.097 109.012 0.00 3.429 6.00 20.00 0.50 0 0.00 0.30 0.56667 .007125 0.00 0.672 0.50 1142.25 103.57 2.624 106.198 753.0 13.46 2.815 109.013 0.00 3.429 6.00 20.00 0.50 0 0.00 I 0.24 0.56667 .006162 0.00 0.672 0.50 142.49 103.71 2.744 106.455 753.0 12.84 2.559 109.014 0.00 3.429 6.00 20.00 0.50 0 0.00 0.19 0.56667 .005331 0.00 0.672 0.50 142.68 103.82 2.870 106.689 753.0 12.24 2.327 109.016 0.00 3.429 6.00 20.00 0.50 0 0.00 0.14 0.56667 .004614 0.00 0.672 0.50 I 142.82 103.90 3.001 106.902 753.0 11.67 2.115 109.017 0.00 3.429 6.00 20.00 0.50 0 0.00 0.10 0.56667 .003995 0.00 0.672 0.50 I I ICENSEE: Project Design ConsuLtants F0515P PAGE 3 WATER SURFACE PROFILE LISTING I OLIVENHEIN ROAD SPILLWAY 11/15/95 ITATb0H INVERT DEPTH U.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER I/ELEM SO SF AVE HF NORM DEPTH ZR 142.92 103.96 3.137 107.094 753.0 11.13 1.923 109.017 0.00 3.429 6.00 20.00 0.50 0 0.00 0.06 0.56667 .003462 0.00 0.672 0.50 142.98 103.99 3.280 107.269 753.0 10.61 1.748 109.017 0.00 3.429 6.00 20.00 0.50 0 0.00 0.02 0.56667 .002999 0.00 0.672 0.50 I 143.00 104.00 3.429 107.429 753.0 10.11 1.588 109.017 0.00 3.429 6.00 20.00 0.50 0 0.00 154.00 104.00 3.429 107.429 753.0 10.11 1.588 109.017 0.00 3.429 6.00 20.00 0.50 0 0.00 I I OLIVENHEIW ROAD I SPILLWAY 11/15/95 72.00 : U 75.22 76.82 78.43 80.04 .1 CW E I 81.65 83.25 84,116 86.47 88.08 89.69 I 91.29 .1 CW E 92.90 94.51 96.12 I 97.73 99.33 100.94 .1 C WE 102.55 104.16 105.76 .1 C WE H I 107.37 108.98 110.59 I 112.20 113.80 115.41 .1 W C H E 117.02 .1 W C H E I 118.63 120.24 121.84 I 123.45 125.06 126.67 .1 U C H E ' 128.27 129.88 131.49 133.10 I 134.71 136.31 137.92 .1 U C H E . I U C H. E I 139.53 141.14 . I U C H E 142.75 . I V C H E 144.35 . I V C H E I 145.96 . I U C HE 147.57 . I U C X 149.18 . I U C EH . I U C E H I 150.78 152.39 . I U C E H 154.00 . I U C E H I H. R H. R H. R H. TX R TX R R TX R R R R R R R R R R R I 100.28 101.46 102.64 103.82 105.00 106.18 107.37 108.55 109.73 110.91 112.09 I NOTES I GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION I H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER I B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY I I I I I. I I I I I I I I H • 164p Project Design consultants \\JV \F • STORM DRAIN REPORT OLIVENHAIN ROAD WIDENING AND REALIGNMENT CITY OF CARLSBAD PROJECT NO. 3466 JUNE 1995 90% SUBMITTAL Prepared For: CITY OF CARLSBAD, CALIFORNIA Prepared By: PROJECT DESIGN CONSULTANTS 701 B Street, Suite 800 San Diego, California 92101 (619) 235-6471 PDC Job No. 1056.00 Brad D. Smith, P.E. RCE 46221 Prepared By: DS Registration Expires 12/31/96 Checked By: CCR File: 1056.00 June 1995 TABLE OF CONTENTS Section Page 1.0 INTRODUCTION .............................. 2.0 EXISTING CONDITION ......................... 3.0 INTERMEDIATE CONDITION ..................... 4.0 DEVELOPED CONDITION ....................... 5.0 HYDROLOGY CALCULATIONS .................... 5.1 Determination of Runoff Coefficient .............. 5.2 Determination of Intensity .................... 5.3 Determination of Areas ...................... 5.4 Modified Rational Method ................... 5.5 Hydrology Calculations ...................... 5.6 Existing Condition - Flow Calculations ............. 5.7 Intermediate Condition - Flow Calculations .......... 5.8 Developed Condition - Time of Concentration ......... 6.0 FLOOD ROUTING CALCULATIONS .................. 6.1 Flood Routing Method ....................... 6.2 Pipe Flow .............................. 6.3 Flood Routing Tables ....................... 7.0 INLET DESIGN ............................... 7.1 Sample Calculation for a Continuous Grade Curb Inlet . 7.2 Inlet Calculation .......................... 8.0 HYDRAULIC ANALYSIS ........................ 9.0 RIPRAP DESIGN .............................. 10.0 DETENTION DIKE AND SPILLWAY DESIGN FOR FUTURE DETENTION BASIN D .......................... 11.0 EROSION CONTROL DESIGN (Chapter will be done for 100% submittal) 12.0 CONCLUSION ............................... 12.1 Encinitas Creek Master Plan (Rick Engineering, July 1988) 12.2 Drainage Study for Encinitas Creek (Dr. Change, May 1991) REP/1056-90%.RPT EO1-30-324 (2) File: 1056.00 June 1995 LIST OF APPENDICES Appendix A HYDROLOGY A-i Arroyo La Costs Soil Group Map A-2 Runoff Coefficients (Rational Method) A-3 Intensity-Duration Design Chart A-4 100-Year, 6-Hour Precipitation Isopluvials A-S 100-Year, 24-Hour Precipitation Isopluvials A-6 Urban Areas Overland Time of Flow Curves A-7 Time of Concentration for Natural Watersheds Nomograph A-8 Typical Lot Grading - Time of Concentration A-9 Gutter and Roadway Discharge - Velocity Chart B INLETS C HYDRAULICS D RIPRAP E DRAINAGE STUDY FOR ENCINITAS CREEK BY DR. CHANG (MAY 1991) F INTERIM CONDITION DETENTION STUDY FOR BASIN D ON ENCINITAS CREEK BY DR. CHANG (FEBRUARY 1992) G DRAINAGE STUDY FOR EL CAMINO REAL FOR THE HOME DEPOT, ENCINITAS, CA - HANSEN GROUP (AUGUST 1994) REP/1056-90%.RFT EQ1-30-324 (2) File: 1056.00 June 1995 LIST OF FIGURES Figure Page 1 Location Map .................................. 2 Encinitas Creek Master Drainage Plan ................. 3 Existing Conditions Effective Slope, Basin 1 ............... 4 Existing Conditions Effective Slope, Basin 2 .............. 5 Existing Conditions Effective Slope, Basin 3 .............. 6 Intermediate Condition Effective Slope, Basin CA .......... 7 Intermediate Condition Effective Slope, Basin BA .......... 8 Intermediate Condition Effective Slope, Basin' AD .......... 9 Intermediate Condition Effective Slope, Basin AA .......... 10 Detention Dike and Inundated Areas ................... LIST OF TABLES Table Page 1 Intermediate Condition Summary Hydrology Table .......... 2 Developed Condition Summary Hydrology Table ........... 3 Detailed Drainage Calculations ...................... 4 Inlet Summary Table ............................ LIST OF ATTACHMENTS Exhibit A Olivenhain Road Existing Conditions Drainage Area Map Exhibit B Olivenhain Road Developed Conditions Drainage Area Map Exhibit C Olivenhain Road Intermediate Condition (Upstream Areas Undeveloped) Drainage Area Map REP/1056-90%.RPT EOI-30-324 (2) File: 1056.00 June 1995 SECTION 1 INTRODUCTION This drainage report has been prepared to document the design procedures and calculations used to determine the storm drain facilities for the widening and realignment of Olivenhain Road, and for the construction of the detention dike and spillway located in the City of Carlsbad, California. The proposed improvements extend from the intersection of El Camino Real and Olivenhain Road, east approximately 1,400 feet to the Rancho Ponderosa Subdivision. (See Figure 1 on Page 2.) The pre- and post-development drainage basins, storm drain layout, points of concentration, inlets, outlet points, and other drainage facilities are shown on Exhibits A, B, and C attached at the end of this report. Storm drain improvements have been designed in accordance with the following reference documents: Standard Design Criteria for the Design of Public Works Improvements in the City of Carlsbad, dated June 19, 1987 ("Carlsbad Design Manual"). City of Carlsbad Standard Drawings and Specifications, dated November 1990. San Diego Area Regional Standard Drawings, dated May 1992, by the City of San Diego ("Regional Standard Drawings"). Encinitas Creek Master Drainage Plan. City of Carlsbad Zones 11. 12. and 23, dated July 28, 1988, by Rick Engineering ("Master Drainage Plan"). Hydrology Manual. County of San Diego, dated April 1993 ("County Design Manual"). Handbook of Hydraulics for the Solution of Hydraulic Engineering Problems, Sixth Edition, dated 1976, by Ernest F. Brater and Horace Williams King ("King's Handbook"). Standard Specifications for Public Works Construction, dated 1994. - City of Carlsbad Riprap Design Guidelines, dated March 20, 1991. Erosion and Sediment Control Handbook, by Goldman, Jackson and Burszynsky. REP/1056-90% .RPT EO1-30-324 (2) RANHO SANTA FE ROAD File: 1056.00 June 1995 SECTION 2 EXISTING CONDITION The project site is located in the Olivenhain Road Basin within the Encinitas Creek Master Drainage Plan. The Encinitas Creek watershed area is located within the south portion of the City of Carlsbad and is bounded by Olivenhain Road on the south, El Camino Real on the west, Rancho Santa Fe Road, on the east, and La Costa Avenue and the Batiquitos Lagoon at the north discharge point of the basin; see Figure 2. (Refer to Encinitas Creek Master Drainage Plan by Rick Engineering, July 1988.) The existing section of Olivenhain Road to be improved is a two-lane street with a 60-foot right- of-way. Olivenhain Road lies north of the east branch of Encinitas Creek and acts as a berm for storm water flows from the land to the north. This land is undeveloped and is covered with various natural vegetation throughout, mainly sagebrush, chaparral, and annual grasses, per the Final Environmental Impact Report for the Arroyo La Costa Master Plan, Pages 149 and 150. Elevations range from 64 feet± to 217 feet±, with small steep slopes in isolated areas. The natural drainage area is divided into three drainage basins that are shown on Exhibit A at the end of this report. Basin No. 1 drains to the southwest as overland flow and gutter flow. Runoff collects at an existing 24-inch CMP under Olivenhain Road and discharges into the east branch of Encinitas Creek, east of El Camino Real. Basin No. 2 drains to the south toward Olivenhain Road. The flow is mainly overland flow, shallow concentrated flow, and a few natural channel flows collecting at Olivenhain Road. The combined flow passes under Olivenhain Road through two 24-inch CMPs outletting into the east branch of Encinitas Creek. REP11056-90%.RPT EO1-30-324 (2) File: 1056.00 June 1995 Basin No. 3 consists of a 2:1 slope created with the Rancho Del Ponderosa development that flows southwest to Olivenhain Road, and approximately 23 acres of natural land. The 2:1 slope collects in a concrete brow ditch and combines with the flow from the remainder of the basin that is collected in a large, natural channel. These two flows discharge into Basin No. 2. Refer to the Encinitas Creek Master Drainage Plan. City of Carlsbad Zones 11. 12. and 23, prepared by Rick Engineering Company, July 1988, and the Drainage Study for Encinitas Creek, prepared by Howard H. Chang, PE, May 1991, that describe existing storm water runoff conditions and amounts, and propose recommendations regarding improvements associated with the development. REP/1056-90%.RPT EO1-30-324 (2) .'I----- --- — IUI — — — ddwwo § Av J It /.,..., .,. RD -- ' r1 w H - J j Y' ?: Ix PA to :1f op— doome '.: ••. S . ...:. . V -OH / L .5 .1 1• - .. •.\ . S.. All I \ rn\. 2 1 h-I Z rn ch If - .! H: .. -S. - ç 10 —14r A Ns 4t *SSI . 1 - 1 - _(J 7 , C I - I) -- - / - 1wim 41 N I m ''5 tt..'\ '\.. '• \H T S-i -. wl ) 1 ENCINITAS CREEK . MASTER DRAINAGE PLAN - SCALE: IN THE CITY OF CARLSBAD S S - = 2000' ; DRAINAGE, BASIN INDEX S S DATE: rn S RICK ENGINEERING COMPANY 5620 FRIARS ROAD JULY, 1988 S SAN DIEGO, CA. 92110 (619)291-0707 S File: 1056.00 June 1995 SECTION 5 HYDROLOGY CALCULATIONS The hydrological analysis utilized to determine the runoff at each design point was the Rational Method (Q = c * I * A). The following pages describe the methods used to determine each component of the Rational Method equation, in which Q = Runoff (cfs), C = Runoff coefficient, 'A = Rainfall intensity (inches/hour), and A = Area (acres). 5.1 Determination of Runoff Coefficient. The runoff coefficient (C) is based on the soil group of the drainage basin. This project lies in Soil Group D, as determined by referencing the soil survey maps prepared by the U.S. Department of Agriculture Soil Conservation Service. A photocopy of the appropriate soil survey map is shown in Appendix A-1, along with the procedure used to determine the soil group designation for this project. Runoff coefficients are also dependent on the proposed land use of the basin. Coefficients for this project were obtained from the County of San Diego Hydrology Manual. Based on this table, a runoff coefficient of 0.55 has been used in the calculation of developed areas, and 0.45 has been used in the calculation of rural areas (open space; see Appendix A-2). 5.2 Determination of Intensity Rainfall intensity (I) is a function of the six-hour precipitation measure and the time of concentration for the drainage basin, as defined by the County of San Diego Hydrology Manual (Appendix A-3): REP/1056-90%.RPT EOI-30-324 (2) File: 1056.00 June 1995 I = 7.44 P6(T)°5, where P6 = Six-hour precipitation measure (inches) and T Time of concentration (minutes). The six-hour precipitation measure was determined from the Isopluvial Charts (see Appendices A-4 through A-5). For a 100-year frequency storm, P6 = 2.7 feet; 50-year, P6 = 2.3 feet; and 10-year, P6 = 1.9 feet. Time of concentration is the time required for runoff to flow from the most remote part of the watershed to the outlet point or design point under consideration. The time of concentration (Ta) at any point within the drainage area is given by: T =T1 + T, where T, = Inlet time and = Travel time. Inlet time is broken down into two components: overland time (T0) and gutter time (Tg): Ti = To + TO; therefore, Tc = T. + Tg + T. The following paragraphs further define the individual components of the time of concentration and the methods used to quantify those components. REP/1056-90%.RPT E01-30-324 (2) I File: 1056.00 June 1995 I 5.2.1 Overland Time (T0) I Overland time is the period required for runoff to travel from the farthest edge of a drainage I basin to the street gutter. The method of determining overland time is dependent on the type I of watershed. For natural watersheds, overland time is determined using Appendix A-7 (taken from the San Diego County Design Manual). For urban watersheds, overland time is determined using Appendix A-6 (taken from the San Diego County Design Manual). 5.2.2 Gutter Time (Td I The gutter time is determined by assuming an initial time of concentration, T1 (may use T. for the parkway or a lot) and calculating an initial Q. To determine the velocity in the gutter, I divide Q1 by 2 to obtain an average flow. Use this average flow with the graph in Appendix A-9 to determine an average velocity, V, for this gutter length, L. Gutter Time = L/(V * 60). Add this gutter time to T. to obtain a new time of concentration, T. Use this new T to calculate a new Q/2 and determine a new Vave, in order to calculate a new Tg. Repeat procedure until assumed T = T0 + Tg. 5.2.3 Travel Time (Ti) Travel time is the time required for flow to travel the length of the storm drain to the point in question. Travel time is calculated by using the following formula: Travel Time = L/(V * 60), REP/I05-90%.RJ'T EJfl-30-324 (2) File: 1056.00 June 1995 where L = Pipe length (feet) and V = Velocity of flow in pipe (feet/second). 5.3 Determination of Areas The area (A) of each drainage basin was determined from the Drainage Area Map. The drainage subbasins (both onsite and offsite) have been based on the ultimate anticipated improvements. See Exhibits A, B, and C for the Offsite and Onsite Drainage Basins. 5.4 Modified Rational Method The Modified Rational Method was utilized to calculate peak storm water flows and route the calculated flows through the proposed drainage system. When two flows combine at a junction point, the smaller of the flows has been decreased by using the Modified Rational Method. This procedure accounts for the differing times of concentration for the flows upstream of the junction point. The smaller Q is reduced by either the ratio of the intensities or the ratio of the times of concentration, according to the following procedure: Let Q, T, and I correspond to the tributary with the largest discharge. Let q, t, and i correspond to the tributary with the smallest discharge. I S Let Q and T correspond to the peak discharge and the time of concentration when peak flow occurs. I REP/1056-90%.RPT E11-30-324 (2) File: 1056.00 June 1995 If T > t, the peak discharge is corrected by the ratio of the intensities: Q = Q + q(I/i) and T = T. If T < t, the peak discharge is corrected by the ratio of the times of concentration: Q = Q + q(T/t) and T= T. 5.5 Hydrology Calculations The flow calculation for the existing conditions and intermediate conditions are presented under Sections 5.1 and 5.2, respectively. A summary of hydrology calculations for the interim and developed conditions has been prepared under Tables 1 and 2. Each basin is identified according to the pipe system that collected them, with its corresponding area, C-factor, length of flow path, slope of flow path, time of concentration, intensity, and total flow listed. The basins are classified as urban overland flow, all gutter flow, or natural watershed flow. REPI1056-90%.RPT EO1-30-324 (2) File: 1056.00 June 1995 5.6 Existin2 Condition - Flow Calculations 5.6.1 Intensity Calculation I = 7.44P6Tc0M5, where P6 = 100-yr, 6-hr precipitation = 2.7 in (from isopluvials) and Tc = time of concentration in minutes (see Appendix for detailed calculations) Basin 1: I = -0-645 1100 = 3.9 in/hr Basin 2: I =7.44(2.7)(l3.5) -°5 I ® = 3.7 in/hr Basin 3: I =7.44(2.7)(18.0) -0 I ® = 3.1 in/hr 5.6.2 Flow to Points of Interest 1, 2, and 3 Point of Interest 1: = CIA = (0.7) (3.9 in/hr) (6.0 ac) = 16.4 cfs Point of Interest 2: Q2 = CIA = (0.7)(3.7 in/hr) (10.2 ac) = 26.4 cfs Point of Interest 3: Q 3 = CIA = (0.6) (3.1 in/hr) (23.2 ac) = 43.2 cfs REP/10564%.RPT EO1-30-324 (2) 140 EN WE I — — — — — — — — — - — — — — — — 1F 170 CoNJD(f')) U'; 3050 EPL-7iVE 5LCfE A1i I 100 400 000 'ot) 100 0(30 L! H 1 'Livwvitks . 0o4( hours = 1-45 min ¼7 %Omw (J..0 vhtr\ BUYflOS 9 3JJHM 013W38 €9 38Vfl09 9 L 3JJHM 0313A338 I 929 -_- 39flOS 9 S193H9 38YflOS 9 .3SV33),3 S133HS (3 38YflOS 9 .SV3A3 S133HS OS IOS9P 98Yn09 S 8311U 'S133}49 OSS 99191 100 iov 300 400 50 600 100 Cl00 140 /00 L'Fr )Clfl/'JCr Co-Dfl'- Evrw LEiJC9t VS fl(! N VflOS S ]IIHM 03I3AOU 005 660-OP 35VflOSS OLIHM G13A33U 001 3UVflOS S .3SV-3A3 SI.SOHS 005 5605P 660-5' 38V009 S .3S63A3 SJ3OHS 001 5905P 31151000 .3053-313 0133)40 05 I655P 311511000 631111 SI33HS 006 591-0) 200 5 50 C I - - - - - - - - - - - - - - - -H 12 X(3?Y1P'3(r (ottlTor too 400 1000 ewu locoI1W0 (400 /(c'CX) - ,,boo g7 wo TE(iC1Th V'S fl&!WSfl NflOS 9 JiWA 0313A038 OOZ 66P aYnOs S 304M 013A33 I 56C-SP 30YflOS S .303 3)3 0133110 000 3SVflOS S .5553-3A3 S13HS 001 SOt OP 311011005.303-3)3 &L3IHS OS ISO-OP 301111005 0311130133110000 08101 File: 1056.00 June 1995 5.7 Intermediate Condition - Flow Calculations Exhibit C shows the drainage basins which exist in the interim condition when the land north of Olivenhain Road remains undeveloped. Storm water from Basin AC is collected in a roadside swale on the eastern side of El Camino Real and is directed to System A. The Summary Hydrology Table for the intermediate condition lists the results of the calculations to follow. Sizing of the inlets and pipe systems will be determined by using the worst case or largest flow rate from either the Developed Condition or the Intermediate Condition. Note: For calculations for those areas shown in the Summary Table and not included below, see the calculations for the Developed Condition. Basin AA: A =1.4ac C =0.45 Tc = 11.8 min I100 = 7.44(2.7)(11.8)-°5 = 4.1 in/hr Q =2.6cfs Basin AB: A =l.65ac C - 0.65(0.55) + 0.95(1.1) - 0.85 1.65 Tc Slope + Gutter Flow where there is a 2:1 slope, I-I = 30 ft, and L = 70 ft TC [11.91)]0385 10.3 mm REPII056-90%.RPT EO1-30-324 (2) File: 1056.00 June 1995 GUTTER FLOW Assume T = 12.5 mm I = 3.9 in/hr Q =5.5cfs Q/2 = 2.73 cfs Vave = 2.4 fps TG = 220 ft = 1.5 nun 2.4(60) Assume T = 11.8 mm I = 4.1 in/hr Q =5.8cfs Q/2 = 2.9 cfs Vave = 2.4 fps 220 ft To = 2.4(60) = 1.5 nun Tc = 11.8 Ifl1fl Iloo = 4.1 in/hr Q =5.9cfs Basin AD: A =2.9ac C =0.45 Tc = 31.5 nun - see Appendix A Iloo = 2.2 in/hr Q = CIA =2.9cfs Basin BA: A =4.7ac C =0.45 REP/1056-90%.RPT EOI-30-324 (2) File: 1056.00 June 1995 Tc = 12.7 nun - see Appendix A Iloo = 3.9 in/hr Q =8.2cfs Basin CA: A =2.6ac C =0.45 Tc = 12.2 mm - see Appendix A Iloo = 4.0 in/hr Q =4.7cfs Basin DA: A =21.5 C =0.45 Tc = 18 min see Appendix A Iloo = 3.1 Q = 30.0 cfs REPI1056-90%.RPT EO1-30-324 (2) I File: 1056.00 June 1995 I 0 Table 1. Intermediate Condition Summary Hydrology Table BASIN AREA (ac) c Tc (mm) 110) (in/hr) Q100 (cfs) COVERAGE AA 1.4 0.45 11.8 4.1 2.6 AB 1.7 0.85 11.8 4.1 5.9 AC 2.9 0.45 31.5 2.2 2.9 BA 4.7 0.45 12.7 3.9 8.2 BB 1.8 0.84 4.5 7.6 11.5 BC 1.3 0.95 4.0 8.2 10.1 CA 2.6 0.45 12.2 4.0 4.7 DA 21.5 0.45 18.0 3.1 30.0 DC 0.6 0.95 2.4 11.4 6.5 DD 1.4 0.70 2.6 10.8 10.6 EA 0.4 0.91 2.1 12.0 4.6 C Coefficients: Impervious = 0.95, Slope = 0.65, Developed = 0.55, and Rural (Natural Slope) = 0.45. REP/1056-90%.RPT EO1-30-324 (2) l90 pezxi V , i.o p — t3 A ) iU CA I ?0 - I26 - 100 bc3 4o Z. vS •n!4 fl 3IiVflOS S 31114M 013A33J S 3flOS S 3IIRM 013A38 001 3100105 S .35V33A3 0133H5 000 Onos S .3$v3-3A3 SLOSHO 001 060-OP 60000 600P , 3lNfl0S S .3S033A3 5133HS OS 31Nfl0S S 93T1L1 SI33P15 005 190-OP 00001 V° 1 2W 100 — — — — — — — — — — — — — — — — — i/ cx ST-1 it'.-icy- CoPTc'S EFcflvE — p6(%J L 00 201) boo 4O oo 0O CtOO 4 o 00 LFt'JC9t1-% V bVflOS auMM amlkoau 001 86CP Ynos 9 311 O313A3U 001 090OP 3VnOS S .SY0-0l3 SL33)IS 000 690SP 39nos S .B0V3A S13340 001 OSCOP PUWa1lVUCIPdJIØI 3dVflOS 0 .3SV3A3 SI33HS OS 18CP Opynos S 33111d SIO3HS OSS 08151 — — — 'N — — JT •• / t\i 1 (___ — — EFftY i VE €wP E 7ç• 31 t\L A D 10 1. ,... AW-ft GNALZ Mo Fk/ UoO t\ AQçS 0 IEIZ(}ct'i b & OF FLOW ac CL 5'; Lb 'itjt 140 t1O-,OOO N ISO 0tv 'N 17,0 'ri-v N I to 0 I, S ,')w V ' "• ' oi too too f Sb 350 A-o vS•nw_. 3LfVflOS S 311MM 0313A335 00Z 66SP 3SVflDS S 31JMM 0313AD311001 5655P PuW8QIrx V# S\j 3SVflOS S .55V33A3 5133HS OS I9COP 35Vfl03 S H371U SJ33MS OSS OS151 — — . ECT1\)E •-PE PEAS/ kA \\ IIoO - 0 - ' \ \ \ Ato Ib117 \\ \\ - \ N - I2- 102 Sb — ( (.iLIQY - Ito ; 03hrs /9VtLV1. ffli 4" V 3IflOS 11)4M OIOAO38 OO 6&P 38Vfl0S S JJHM OIOA3dI S6CP 35Vfl05 S .SV3A3 5133)4S ow O MVflOS S .SV33A3 S133H5 ci Sc.Sp vflOS S SV -3A3 SI33S OS IOS-SP 3flOSS U311IdSI33HSOSS 08L€I bu File: 1056.00 June 1995 5.8 Developed Condition - Time of Concentration Basin AA - Urban Overland Flow: L1 = 170 ft, L2 = 500 ft, and L3 = 350 ft S1 = 4.7%, S2 = 2.7%, and S3 = 3.0% C =0.55 Tc - 1.8(1.1 - c)L VS• T1 = 2.4 min, T = 15.9 nun, and TO = 12.8 mm Tc = 31.1 T(1fl Basin AB: To = Tc down 2:1 slope H =25 L =60ft Tc [ll.9(o.oll)3]°385 = 0.004 hr = 0.24 min 25 A =2.6ac C =0.80 L = 700 ft S =2.0% To = 10.2 mm Assume T = 11 mm I = 7•44(2•7)(11).0M5 = 4.28 in/hr Q = (0.8) (4.28) (2.6) = 8.9 cfs Q/2 = 4.4 cfs Vave = 3.5 fps (see Appendix) REP/1056-90% .RPT EO1-30-324 (2) File: 1056.00 June 1995 700 ft TG = L (3.5)(6.0) = mm Tc = To + TG = 10.2 + 3.3 = 13.5 Assume T= 13.5 mm I =744(2•7)(13•5)0M5= 3.75 in/hr Q =7.8cfs Q/2 = 3.9 Vave = 3.4 fps 700 ft Tr, = 3 .4 nun (3.4)(60) = Tc 10.2 + 3.4 = 13.6 Thin 01< Basin BA - Natural Watershed: A =2.7ac C =0.45 L = 600 ft= 0.114 mi H = 80 ft rll.9 (o.114 )31°385 T =0.04 hr = 2.3 mm [ 80 j Basin BB - All Gutter Flow: A =1.8ac C =0.84 L =870ft S =1.5% To =0 Assume TG = 5 mm I = 7.44(2.7)(5 °5 = 7.11 in/hr Q = (0.84)(7.11)(1.8) = 10.8 cfs REP/1056-90%.RI'T EOI-30-324 (2) File: 1056.00 June 1995 Q/2 = 5.4 cfs Vave = 3.2 fps Tc 870 ft = mm (32)(60) Assume TG = 4.5 mm I = 7.44(2.7)(4.5)° = 7.61 in/hr Q =11.5cfs Q/2 = 5.8 cfs Vave = 3.25 fps T 870 ft 4.5 (3.25) (60) '" OK Basin BC - All Gutter Flow: A =1.3ac C =0.95 L = 800 ft S =1.5% TO = 0 Assume T. = 3 mm I = 7.44(2.7)(3)°5 =9.9 in/hr Q = (0.95)(9.9)(1.3) = 12.2 cfs Q/2 = 6.1 cfs Vave =3.2 fps T = 800 ft (3.2)(60) = 4.1 nun Assume T = 4 mm I = 7.44(2.7)(4)° = 8.2 in/hr Q = (0.95) (8.2) (1.3) = 10.1 cfs Q/2 = 5.1 cfs REPI1056-90%.RPT EDI-30-324 (2) File: 1056.00 June 1995 Vave = 3.2 fps 800 ft Tc = (3.2)(60) = 4 mm OK Basin CA - Gutter and Overland Flow (Lot): To = 10 min for flow over lot (see Appendix) A =3.7ac C =0.48 L =600ft S =4.3% Assume T = 12 mm I = 7.44(2.7)(12) -05 = 4.0 in/hr Q =7.2cfs Q/2 = 3.6 cfs Vave = 4.8 fps 600 ft TG = (4.8)(60) = 2.1 mm Tc To +T10+2.112.1 min OK Basin EA - All Gutter Flow: A =0.4 C =0.95 L = 350 ft S =1.5% To = 0 Assume TG = 3 mm I = 7.44(2.7)(3)° = 9.9 in/hr Q = 3.75 cfs Q/2 = 1.9 cfs REP/1056-90%.R.PT ELH-30-324 (2) File: 1056.00 June 1995 Vave = 2.7 fps TG = 350 ft = 2.2 nun (2.7)(6.0) Assume T= 2.2 Thin I = 7.44(2.7)(2.2)-° = 12 in/hr Q =4.6cfs Q/2 = 2.3 cfs Vave = 2.8 fps To = 350 ft 2.1 in/hr 0 (2.8) (60) = 1< Basin DA - Flow Over Lot: A =15.7ac C =0.55 L = 1,400 ft S =8.5% To =10min Assume T = 13 mm I = 7.44(2.7)(13)-°5 = 3.8 in/hr Q = (0.55)(3.8)(15.7) = 32.8 cfs Q/2 = 16.4 cfs Vave =8fps 1,400 ft T = (8) (60) = 2.9 nun Tc T0 +TG 1O+2.9=12.9 min 0K Basin DB: A =2.3ac C =0.45 REP/1056-90%.RPT EOI-30-324 (2) File: 1056.00 June 1995 L = 1,500 ft S =9% To = 0 Assume T = 5 win I = 7.44(2.7)(5)° 64'= 7.11 in/hr Q = (0.45) (7.11) (2.3) = 7.36 cfs Q/2 = 3.7 cfs Vave = 6.2 fps 1,500 ft Tc = (6.2)(60) = 5.0 min Assume Tc = 4 win I = 7.44(2.7)(4)° = 8.2 in/hr Q =8.5cfs Q/2 = 4.2 cfs Vave = 6.3 fps 1,500 ft TL; = (6.3)(60) = 4.0 min OK Basin DC - All Gutter Flow: A. = 0.6 ac C =0.95 L =550 ft S =3% To = 0 Assume T = 3 mm I = 7.44(2.7)(3)° = 9.9 in/hr Q =5.6cfs Q/2 = 2.8 cfs REP/1056-90%.RPT EO1-30-324 (2) File: 1056.00 June 1995 Vave = 3.8 fps 550 ft Tc = (3.8)(60) = 2.4 min Assume Tc = 2.4 mm I = 7.44(2.7)(2.4)-° = 11.4 in/hr Q =6.5cfs Q/2 = 3.3 cfs Vave = 3.9 fps 550 ft Tc = (3.9)(60) = 2.4 min OK Basin DD - All Gutter Flow: A =0.7 C =0.95 L = 630 ft S =3% To = 0 Assume TG = 3 mm I = 7.44(2.7)(3)° = 9.9 in/hr Q =6.6cfs Q/2 = 3.3 cfs Vave =4fps 630 ft TG = (4) (60) = 2.6 nun REP/1056-90% .RPT E0I-30-324 (2) File: 1056.00 June 1995 Assume Tc = 2.6 Tflifl I = 10.8 in/hr Q =7.2cfs Q/2 = 3.6 = 4 fps 630 ft TG (4) (60) = 2.6 nun OK Table 2. Developed Condition Summary Hydrology Table BASIN AREA (ac) c Tc (mm) 1100 (in/hr) Q100 (cfs) COVERAGE AA 5.5 0.50 31.1 2.2 6.1 1/2 Developed, 1/2 Rural AB 2.6 0.80 13.6 3.8 7.9 1/2 Slope, 1/2 Impervious BA 2.7 0.48 12.3 4.0 5.2 1/3 Developed, 2/3 Rural BB 1.8 0.84 4.5 7.6 11.5 1/3 Slope, 2/3 Impervious BC 1.3 0.95 4.0 8.2 10.1 Impervious CA 3.7 0.55 12.1 4.0 8.1 Developed DA 15.7 0.55 12.9 3.8 32.8 Developed DB 2.3 0.45 4.0 8.2 8.5 Rural DC 0.6 0.95 2.4 '11.4 6.5 Impervious DD 0.7 0.95 2.6 10.8 7.2 Impervious EA 0.4 0.91 2.1 12.0 4.6 Impervious C Coefficients: Impervious = 0.95, Slope = 0.65, Developed = 0.55, and Rural (Natural Slope) = 0.45. REP/I056-90%.RJ'T EO1-30-324 (2) File: 1056.00 June 1995 SECTION 6 FLOOD ROUTING CALCULATIONS The storm drain pipes for the proposed systems were designed based on Manning's equation: Q = (1.486/n) * A * r2"3 * s1/2, where n = Roughness coefficient, A = Cross-sectional area of flow, r = Hydraulic radius, and s = Slope of culvert. Flood Routing Method The Modified Rational Method was utilized to calculate peak storm water flows and route the calculated flows through the drainage system. When two major basins combine at a junction point, the smaller of the flows has been decreased by using the Modified Rational Method. This procedure accounts for the differing times of concentration for the flows upstream of the junction point. The smaller Q is reduced by either the ratio of the intensities or the ratio of the times of concentration, according to the following procedure: REP/1056-90%.R.PT EO1-30-324 (2) File: 1056.00 June 1995 Let Q, T, and I correspond to the tributary with the largest discharge. Let q, t, and i correspond to the tributary with the smallest discharge. Let Q and T correspond to the peak discharge and the time of concentration when peak flow occurs. If T > t, the peak discharge is corrected by the ratio of the intensities: Q = Q + q(I/i) and T = T. If T < t, the peak discharge is corrected by the ratio of the times of concentration: Q = Q + q(T/t) and T = T. Pipe Flow Travel time has been considered between the nodes of the flood-routed system. Travel time is calculated by using the following formula: Travel Time = L/(V * 60), where L = Pipe length (ft) and V = Velocity of flow in pipe (ft/see). REP/1056-90%.RPT E01-30-324 (2) File: 1056.00 June 1995 Flood Routing Tables A flood routing table for each pipe system has been prepared using a hydrology program which consists of a system of macros developed within the QuattroPro software. A print out for each pipe system has been included in Table 3. REP/1056-90%.RPT EO1-30-324 (2) - - - - - - -_- - - - - - - - - - - - 24-May-95 DETAILED DRAINAGE CALCULATIONS Proj.Name: OLIVENHAIN ROAD 'rA15LE ! Proj. Num: 1056 Frequency 50 yrs. DSND by: AU File Name: 1056PLPE.WQI P6= 2.3 CHKD by: CCR From Node To Node Type of Travel L (ft) H (ft) Pipe Dia(in) Slope (ft/ft) Velocity (ft/s) Tc (mm) Revised Tc Intensity (in/hr) C A (ac) CA Sum Ca I Total Q (cfs) Node to Node Al A3 _______ ____ _____ _____ _______ Input Flow Tc= 1 31.1 1.86 __ _____ 5.2 Al A2 Pipe Flow 40 3 18 0.075 12.4 0.1 31.2 1.86 0.7 2.6 1.8 1.8 8.5 D/d Calculated = 0.29 A2 A3 Pipe Flow 74.2 1.9 24 0.025 9.3 0.1 31.3 1.86 0 1.8 8.5 Did Calculated= 0.33 Node to Node B1 B4 Input Flow Tc= 12.7 3.32 7.07 BI B2 Pipe Flow 50 15 18 0.300 22.0 0 12.7 3.32 0.78 1.8 1.4 1.4 11.6 Did Calculated= 0.24 B2 B3 Pipe Flow 110 0.6 18 0.005 6.6 0.3 13 3.27 0.95 1.3 1.2 2.6 15.5 D/d Calculated = Full B3 B4 Pipe Flow 18 0.1 18 0.005 8.8 0 13 3.27 0 2.61 15.5 D/d Calculated = Full Node to Node Cl C3 Input Flow Tc= 12.1 3.43 6.2 Cl C2 Pipe Flow 14 2.2 18 1 0.160 17.0 0 12.1 3.43 0 0 6.2 D/d Calculated= 0.26 - ____ C2 C3 Pipe Flow 139 0.7 18 0.005 4.7 0.5 12.6 3.34 - 0 0 6.2 Did Calculated= 0.7 Node to Node DI-D6 )) Ir4TEc(M CON DITIONJ C-OVEN U. - 24-May-95 - - DETAILED DRAINAGE CALCULATIONS Proj.Name: OLIVENHAIN ROAD TALE Proj. Num: 1056 Frequency 50 yrs. DSND by: AU File Name: I056PIPE.wQ1 P6 2.3 CHKD by: CCR From Node To Node Type of Travel L (ft) H (ft) Pipe Dia(in) Slope (ft/ft) Velocity (ftls) Tc (mm) Revised Tc Intensity (in/hr) C A (ac) CA I Sum Ca Total Q (cfs) Node to Node DI D6 Input Flow Tc= 14.3 3.08 41.5 Dl D2 Pipe Flow 320 28.8 30 0.090 22.6 0.2 14.5 3.05 0.45 2.3 1 1 44.6 D/d Calculated= 0.4 D2 D3 Pipe Flow 82 0.7 30 0.009 9.1 0.2 14.7 3.02 0.7 1.4 1 2 47.5 D/d Calculated= Full D3 D4 Pipe Flow 105 1.7 36 0.016 12.3 0.1 14.8 3.01 0.55 15.7 8.6 10.6 73.4 D/d Calculated= 0.54 D4 D5 Pipe Flow 68 1 1.4 36 0.020 14.7 0.1 14.9 3 0.95 0.6 0.6 11.2 75.1 D/d Calculated= 0.66 D5 D6 Pipe Flow 38 0.6 36 0.017 13.8 0 14.9 3 0 11.2 75.1 D/d Calculated= 0.72 Node to Node El E2 Input Flow Tc 2.1 10.6 3.9 El E2 Pipe Flow 23 0.2 18 0.010 5.5 0.1 2.2 10.29 0 0 3.9 D/d Calculated= 0.42 Node to Node F1 F2 Input Flow Tc= 16 2.86 12.5 Pipe Flow 45 0.7 18 0.015 1 8.3 0.1 16.1 2.85 0 0 12.5 D/d Calculated= 0.8 (1 )(NTE.0IM Qj1rriQr4 File: 1056.00 June 1995 I SECTION 7 I INLET DESIGN I - Curb inlets have been designed for two. specific conditions, in accordance with the Carlsbad Design Manual: I Sump condition inlets are sized to collect a maximum of 2 cfs per linear foot of inlet opening with a maximum headwater depth at top of curb. All inlets have a local depression of 10 inches. I Continuous-grade inlets are sized based on the following formula, as defined in the Carlsbad Design Manual: L = Q/[0.7(a + y)312], I where I L = Length of clear opening (ft), I Q- = Flow (cfs), a = Depth of depression of inlet flow line (ft), and I y = Depth of flow in approach gutter (ft) [obtained from Appendix A-9]. I One foot is added to the clear opening length to obtain the inlet length shown on the I improvement plans. I The City of Carlsbad requires that the SO-year storm be contained within the curb. The inlets proposed for Olivenhain Road collect the 50-year storm flows. The maximum inlet length is I 21 feet with a clear opening of 20 feet. If the clear opening length required to collect all of the I I REP/I056-90%.RVr EO1-30-324 (2) I File: 1056.00 June 1995 tributary flow is greater than 20 feet, the excess storm water bypasses the inlet and continues downstream to the next inlet. 7.1 Sample Calculation for a Continuous Grade Curb Inlet Inlet B2 at STA 5+44.93 Q100 = 9.8 cfs street grade = 1% y = 0.46 ft (see Appendix A-9) L = 07(A+ T) "2 where A = 0.33 ft L = 19.9 ft, usej2Q.2Oft_I See Inlet Summary Table for remaining inlets. Type F catch basins have been designed for a sump condition only, assuming a maximum headwater depth at the inlet of 1.5 ft. The capacity of the Type F catch basin is based on the following formula: QC*A*(2*g*h)½, where Q = flow (cfs), C = Discharge coefficient, g = Acceleration of gravity (ft/sec2), and h = Headwater depth (ft). Based on this equation, the capacity of a sump condition, Type F catch basin is 14.1 cfs per opening. REP/1056-90%.RPT ED1-30-324 (2) File: 1056.00 June 1995 7.2 Inlet Calculation Calculate Capacity of Type F Inlet: Q = C * A * (2gh)4 C = 0.74 (from Appendix B) A = (3*0.54) + ½'30.75-0.54 = 1.94 ft' g = 32.2 ft/sec2 h = 1.5 ft (assumed) Q = (0.74)(1.94)[2(32.2)(1.5)]h= 14.1 cfs for one opening Note: Due to potential blockage by debris, the design capacity shall be half of the calculated capacity, that is 7 cfs per opening. Table 4. Inlet Summary Table Inlet Node Station on Olivenhain Road Q50 (cfs) Slope (%) Y (ft) L0pen +1 (ft) A2 1+95.00 6.7 1.0 Sump 5 El 2+50.00 3.3 1.0 0.33 10 B3 5 +44.95 South 8.6 1.0 0.45 19 B2 5+44.93 North 9.8 1.0 0.46 21 D5 l3+071, 5.5 1.0 0.39 15 D3 13+98.02 9•0) 1.0 0.45 20 Fl 80+02.47 ECR 12.5 1.0 Sump 7 (')Intermediate condition governs. REP/1056-90% .RPT E81-30-324 (2) - File: 1056.00 June 1995 SECTION 8 HYDRAULIC ANALYSIS The hydraulic grade lines were calculated by using a computer program. The computer program used was Water Surface and Pressure Gradient Hydraulic Analysis System (WSPG). WSPG was developed by the Design Systems and Standards Group of the Design Division and the Data Processing Section of the Business and Fiscal Division of the Los Angeles County Flood Control District. The program computes and plots uniform and nonuniform steady flow water surface profiles and pressure gradients in open channels or closed conduits. The flow in a system may alternate between supercritical, subcritical, or pressure flow in any sequence. The computational procedure is based on solving Bernoulli's equation for the total energy at each section and Manning's formula for friction loss between sections in a reach. The open channel flow procedure utilizes the standard step method. Confluences are analyzed using pressure and momentum theories. The ultimate conditions were analyze,itdependently by this computer program. The output for each pipe system is listed in Appen4ix -. Th\e hydraulic grade lines for the ultimate condition are plotted on the improvement plas. £torm"drains will be constructed with watertight joints where the pipe lengths are under pressure flow. The water surface elevations used. at the storm drain outlets were based on Dr. Chang's Drainage Study. For the storm drain systems outletting under the bridge, the WSELEV = 79.61 feet, and for the remaining storm drain pipes, the following values were used: REP/1056-90%.RPT E0I-30-324 (2) File: 1056.00 June 1995 Station 4 Dr. Chang's Outlet WSEL Section No. 5+44 80.46 0.110 10+30 21.82 0.156 13+23 28.16 0.202 REP/1056-90% .RPT EO1-30-324 (2) File: 1056.00 June 1995 SECTION 9 RIPRAP DESIGN Riprap protection has been provided where storm drain systems discharge into unprotected natural areas. Riprap requirements have been calculated using the following criteria: Rock Class and Filter Blanket sizes have been determined in accordance with the Standard Specifications for Public Works Construction (see Appendix D-1). Riprap Thickness has been determined in accordance with the City of Carlsbad Riprap Design Guidelines. Riprap apron size has been determined based on Erosion and Sediment Control Handbook Figure 7.45 (See Appendix D-2). REPI1056-90% .RI'T E01-30-324 (2) File: 1056.00 June 1995 SAMPLE CALCULATION RIPRAP DESIGN DATA Storm Drain System C Outlet Structure: Headwall at Olivenhain Road Station 10+30.0 Velocity at Outlet V = 4.8 fps RIPRAP ROCK CLASS Enter V = 4.8 fps in Appendix D-1 Rock Class = No. 3 backing FILTER BLANKET Enter Rock Class = No. 3 backing in Appendix' D-1 Filter Blanket = 3/16 inch crushed stone Filter Blanket Thickness = 1 foot or T, whichever is less; use' 0.77 foot thick 4. RIPRAP THICKNESS Nominal weight of 5 lb for No. 3 backing, the Nominal Size S = 0.26 foot, per the city of Carlsbad Erosion Design Manual Thickness = 3S = 3(0.26) = 0.78 foot APRON SIZE For a total Q of 4.8 cfs and a pipe size of 18 inches, enter Chart Appendix D-2 to determine Minimum Length of Apron (La) = 10 feet The Maximum Width of Apron W = Pipe Diameter + La = 1.5 + 10 = 11.5 feet; use 12 feet The width used at the pipe end is equal to the total width of the headwall REP/1056-90%.RPT EOI-30-324 (2) File: 1056.00 June 1995 SECTION 10 DETENTION DIKE AND SPILLWAY DESIGN FOR FUTURE DETENTION BASIN D Based on the Final Environmental Impact Report for Olivenhain Road Widening/Realignment and Flood Control Project (SCH #91011035), City of Encinitas, dated January 1992, the proposed floodwater detention dike and spillway is located south of Olivenhain Road and approximately 1,200 feet west of Rancho Santa Fe Road. The proposed dike and spillway would be constructed at the downstream outlet of this reach of Encinitas Creek, along the eastern Thompson property/Bridgewater subdivision boundaries. The hydrologic design for these flood control improvements are described in the Drainage Study for Encinitas Creek prepared by Dr. Howard Chang and dated May 1991 (see Appendix E). According to this report, the spillway configuration would Consist of a broad-crested weir with sloped upstream and downstream faces and rounded corners. The spillway crest elevation would be a 106 feet AMSL. The 100-year flood would be routed through this spillway at a maximum outflow discharge rate of 753 cubic feet per second (cfs). A 36-inch diameter RCP drain pipe would be installed below the spillway opening to allow normal flows past the dike. The dimensions of the proposed floodwater detention dike would be 60 feet wide by 550 feet long. The width of this dike may be designed to allow future vehicle access from Olivenhain Road into the Wiegand property to the south. The maximum top elevation of the dike would be 113 feet AMSL, transitioning down to 110 feet AMSL above the spillway. The side slopes for this earthen dike would be constructed at a 2:1 ratio of inclination. A 50-foot-wide construction easement/work area will be required from the toe of slopes of the proposed dike, on all sides, for equipment/personnel movement. Future construction of floodwater Detention Basin D would occur within the 1982 County floodway limits mapped between the Thompson property/Bridgewater subdivision boundaries and Rancho Santa Fe Road (see Figure 2). Until then, however, proposed construction of the REP/1056-90%.RPT EOI-30-324 (2) Eli File: 1056.00 June 1995 I detention basin dike is expected to contain 100-year storm flows within the natural topography along both sides of the creek channel at this location. Given this condition, a study was prepared for the interim dike and spillway construction to avoid flooding of major existing buildings, as described in the "Interim Condition Detention Study for Basin D on Encinitas Creek" prepared by Dr. Howard Chang and dated February 25, 1992 (see Appendix F). The spillway crest elevation is lowered by 2 feet (104 feet AMSL), resulting in a peak basin stage of 108.15 feet. This new peak stage, compared to the County of San Diego 100-year flood (March 1982), identifies an area of inundation of 0.3 acre approximately in the Olivenhain Municipal Water District property and of 0.9 acre approximately in the Wiegand property (see Figure 3). Siltation of the natural topography due to the dike is expected to be very slow, due to the existence of two detention basins upstream along the east side of Rancho Santa Fe Road. These basins detain most of the sediment in flow and construction of the dike_i}ttin should not present a maintenance problem REPI1056-90%.RPT EOI-30-324 (2) File: 1056.00 June 1995 SECTION 3 INTERMEDIATE CONDITION Exhibit C shows the drainage basins which exist in the interim condition when the land north of Olivenhain Road remains undeveloped. Storm water from an additional Basin AC is collected along an existing AC berm on the eastern side of El Camino Real and is directed to System A. The Intermediate Conditions Summary Hydraulic Table lists the results of the calculations to follow. Sizing of the inlets and pipe systems will be determined by using the worst case or largest flow rate from either the Developed Condition or the Intermediate Condition. REPI1056-90% .RPT EOI-30-324 (2) I File: 1056.00 June 1995 I SECTION 4 I DEVELOPED CONDITION [1 LI The proposed improvements for Olivenhain Road consist of realigning and widening the roadway and installing the necessary drainage systems to convey the 50-year flow. Four pipe systems are proposed to transmit storm water flows to the east branch of Encinitas Creek from the lands north of Olivenhain Road in their fully developed condition. Systems A through F consist of overland flows collecting in concrete brow ditches or a curb and gutter system (see Exhibit B). All pipes shall be reinforced concrete pipe (RCP) with a minimum diameter of 18 inches, unless otherwise noted on plans. The systems are sized to carry at least the 10-year storm in an underground system, the 50-year storm to the top of curb, and the 100-year storm in the right- of-way without causing damage to the adjacent property. Riprap will be placed, reducing velocities and eliminating erosion potential at all outlets discharging to unprotected or natural channels. All concrete brow ditches will be placed at a minimum slope of 2%. Concrete ditches will be placed at the top of 2:1 slopes, diverting flow that may pass over the slope. All concrete brow ditches will discharge into natural channels with riprap energy dissipation or into a storm drain system. REP/1056-90%.RPT EOI-30-324 (2) CAM/NO ALVARO SANTA F RID G CARLSBAD -TRACT NO.. 83-46 5- ,llNt1PAL .c MPThtD s?EN cliy -- 1 <' S z 5 I I I i. I. I 191ANGHO DL PONDROSA UNIT NO, 5 I MAP NO, 8363 I 4a9!Y?Y0s --: / / / k ( V z: A - CLtI1 2w 1W YEAR FLCOD PER WLJ N1N or - SAJ OO O.JCIL1ITAS CQEEK FLOOD PLAIN DATA DATED -4-6 (FLCX)O EbTIMATD TO CCcUR otJ N AVE2E Of OI4C IN 100 YEA) - FLQDOWA'' UMITb TQcAR'I' TUE - - lw NEAR ?LOOZ7 PER COUN' OF SA}J 010 tNClMlTAcj C12EEK FLOOD ,- PLAIN OZTA DATED -4-Z /MO / LIM17 FOR FL1TLE O04 SA'b1NO' DETEN liON 'll(E AND I t'SP/1stWAY- - a 1b - - -- tc- ism 4 - * - - NU4PATE.D. AREAS .13 0 I - I .OUT I . 1PEAK. '5EAC. OF 1O&J Ft AFT PlLLVJA'? oncE. CON15rRUCTON PER OR. C1Ak 1tUTM CO4O%T1OM DTEMTIO 5[UD'( MR eJ eJ'.1CNITA' CREEK", t21W 2/2S/SZ I I• cn ' LU LU - "-. L1Mf[ PE C-2 W - - r -' - l 0 I- CT 'JO' / 0 O w - < .WZ Z - - / ( w Z- -° I File: 1056.00 June 1995 I SECTION 11 I EROSION CONTROL DESIGN I (Chapter will be done for 100% submittal) I I I, I I I. I 0 I I.. I I . I I REP/1056-90%.RPT EO1-30-324 (2) I File: 1056.00 June 1995 SECTION 12 CONCLUSION This drainage report has compiled the available information related to the Encinitas Creek Drainage Basin. In our review of this information, our findings are as follows: 12.1 Encinitas Creek Master Plan (Rick Engineering. July 1988) Per the Encinitas Creek Master Drainage Plan, the results of the HEC-2 analysis of the existing conditions shows that the backwater caused by the silt downstream of the El Camino Real culvert near Olivenhain Road results in flooding of the roadway. In addition, the existing bridge crossing Encinitas Creek at El Camino Real is silted and will not pass the 100-year design flow without overtopping the roadway. I The recommended facility improvements for the Encinitas Creek watershed, based on the 100-year-frequency storm, is to lower the invert of the existing bridge under El Camino Real south of Olivenhain Road. The invert is proposed to be lowered to elevation 72 at the downstream side of the bridge. In addition, the existing Encinitas Creek channel immediately I downstream of the El Camino Real existing bridge needs to be improved. The land upstream of the bridge crossing south of Olivenhain Road is within the City of Encinitas and was I addressed by Dr. Chang in his Drainage Study for Encinitas Creek dated May 1991. The Rick Engineering report proposes that existing desilt basins and channel dredging be monitored I periodically to ensure that the design parameters are maintained. 12.2 Draina2e Study for Encinitas Creek (Dr. Chang. May 1991) Per Dr. Chang's Drainage Study, Case 3 (four detention basins in place, two existing and two proposed), the computed discharge upstream of the bridge is Q100 = 832 cfs with CWSEL = 79.6 feet. The existing condition at the bridge under Dr. Chang's study shows the streambed REPI1056-90%.RPT EOI-30-324 (2) File: 1056.00 June 1995 at the bridge crossing silted to an elevation of 75 feet, the road elevation at the bridge at 81 feet, and the bridge low chord at 79 feet. At this time, proposed Detention Basin C has not been constructed. The topography of the site shows contour elevations at the streambed of 78 feet, and roadway elevation on the bridge ranging from 79.7 feet on the west to 80.3 feet on the center to 79.8 feet on the east. The low chord of the bridge is at 78.3 feet per County of San Diego as-built drawings for El Camino Real, RS 1800-1. Under the present conditions and for a 100-year storm event, the existing bridge will be overtopped, even with Detention Basin D in place. Therefore, the alternative of dredging the streambed channel in the vicinity of the bridge to an elevation of 72 feet, as required in the Rick Engineering report, is recommended to guarantee that a 100-year flood passes under the bridge. REP/1056-90%.RPT EO1-30-324 (2) APPENDIX A ARROYO LA COSTA soiL GROUP MAP, Excerpt from map #33 and #34. - a 7. 3 A-I. RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Land Use Residential: Single Family Multi-Units Mobile Homes Rural (lots greater than 1/2 acre) Commercial (2) 80% Impervious Industrial (2) 90% Impervious Coefficient, C Soil Group A B C D .40 .45 .50 .55 .45 .50 .60 .70 .45 .50 .55 .65 .30 .35 .40 .45 .70 .75 .80 .85 .80 .85 .90 .95 NOTES: Soil Group maps are available at the offices of the Department of Public Works. Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil group. Actual imperviousness 50% Tabulated imperviousness = 80% Revised C = 50 x 0.85 = 0.53 80 IV-A-9 APPENDIX IX Updated 4/93 P. ii & 'I 5, i$ 1-44- z = C 14 — — — — — — — — — — — — — — INTENSITY-DUMTIVII DESIG1'! CHART r1TnTnrnI3 1 •. • -. . *s"ll.rM L n;rIir Equation: I 744 p6 D`645 I Intensity (In./Hr.) P6 6 Hr. Precipitation (In.) .'D a Duration Min.) Directions for Application: From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10, 50 ind 100 yr. maps included in the Design and Procedure Manual). Adjust 6 hr. precipitation (if necessary) so WBHIIIIIIIIUJIIIJH+1ffih+I4 U tj that it is within the range of 45% to 65% of I_ AA L ___,t_i..L2__ III.L ___1_L.1 tli •j .i; tnc q nr. prec1p1td1uns uw' ip[J1cduPe .1j1J1 i;f to Desert) Plot 6 hr. precipitation on the rig)t side of the chart. ill III II j ' 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for 6.0 Oj the locatiOn being analyzed. lrflL'T';4.0 • Application Form: 0) Selected Frequency yr. 3.0 1) P6 in., p24ii47, *pp cJ:%* 24 [.ti!TuIfij2.o 2) Adjusted ItI1lflfliji,1.5 3) t.a _min. I a in/hr. 1.0 *Not Applicable to Desert Region 15 20 Minutes APPENDIX XI — — — — — — — — — — — — — — — — — — COUUTY OF SAN DIEGO DEPARTNEUT OF SANITATION & FLOOD CONTROL 100-YE AT 6-Ht1 PR ECIPITATINN 20 ISOPLUV1LS 1OF 100-YEAR 6410Ufl PfECIP1TSTtTtQ ti o Ar:1 i;cn il n 30' z C 33 33.. '35' p.,,. U.S. DEPARTME NAflONAL. OCLAHC AND AT PtC*AI. STUDIES ORANCII. orriCt Of H 30'. 118' 15' 30' 15' 117' 1151 30' 15' 1160 — — - — - M om — — COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION FLOOD CONTROL & 50-YEE1 64OU PECIPITATIO ISOPLUVIALS OF 50-YEAR 641OUR P C! F I mi; i IEcThS OF I 33' 45' Pr.puj.d b U.S. DEPARTMEIT 0 NATIONAt. OCA4IC AND AT 109P IP!CIAI. STUDIES DRANCK. OFFICE 01' IjDR( 30 '4..... 118' 451 30' 15' 117' 451 30' 15' 116' - - - - - - - - - -. - -- - - - - - - - - COUNTY OF SAII DIEGO DEPARTMENT OF SANITATION .. 100-VEIfl 24-1,10.1 R PRECIPITATION FLOOD CONTROL '2L'1SOPLU1J1ILS f -YEAR 24-II13tJ11 PRECIPITATION UI EflTI1S OF AN IJJCII • • 120) loo rp 10 50 ILAG 0. 50 SAN CIL MINI( 70 in lo 1 100 206' A 11 151 4111 I ' 10 it nit. 33 ,,.' ' CD 4b\ • NATIONAL OCEANIC AA1, n:II:N)TRATIon I 0454 . SPECIAL STUOICS *JACIS• OI$C& or ii UI:OLCGY. NATIoNAL WEATZIR SRYICt SAl . .0 ' V.. &so — JO 1U 30' - J I I Ill I51 jfl' J' in, in 1160 ----- - - - --- -.-.--- - --.- COUNTY OF SAN DIEGO . DEPARTMENT OF SANITATION FLOOD CONTROL & 50-YEAR 24-HOUR PRECIPITATION ''20..' ISOPLUVIALS OF 50-YEAR 24410UR O PRECIPITATION III TENTHS OF AN INCH ~i45 SA 301 IN Nc 1 / S - - SAN CL MEN f(J$J Ji' 45 \\ ) 151 . __ _ _ 35.ct(usit:. - - / (.- Ju u LL 40 33* _____ EL _ 45' - • 1 ' 10 --. •--- •- - - .•-. • • - -• •••..• -•. I • • I •• d IV U.S. DEPARTMErOFCOMMERCE ¼ NATIO?A1. OCAKIC AND AT. PIIERIC ADMINISTRATION • w• u 5 46 .SPZCIAt. STUDIES DRA4CII. OFFICE 0,1: T000Y NATIONAl. WEATHER SERVICE. S* ' 45¼ - 118° I51 30' • 151 fl7 1$5'30' 15' 116 703 0 303 200 lOC URBAN AREAS OVERLAND TIME OF' FLOW CURVES Sasfocs Flow Tim. Curv.s CtVEV LEJ4GTt-1 OF FLOW = 400 E1. 5LOP CO 'IC IEN1 o R-o C-, .70 ' OVE-LA4O FLOV.1TflE. t5, MsTE ra A N re ell, re EQUgT/a4' (//L 3) .385 D VflOPS - Saw / a ,rne ci I Ie"9/h o/.wa/epjhed g$ in g'i'eva //'7 a/n9 el/cc/ire Slooc line (See 4'pendi 1-B)7 - M,/€s Ae/ #oii,s 4 3 H - 10040 - 9c'ô - - 7a . \ 5- -Soa 4- 3- \\ 2: \- Ir .40 NNOTE: ZD ADD TEN MINUTES TO A MPUTED TIME OF CONj i NTRATION 2. / _'•4'?1 3LL1 \ - 2L'aD - -/2OL - 1404040 - 5,00 -20 18 -I; * • BAS IN S -/2 —1D N,ASIN hI2-'5MIi SAN DIEGO COUNTY NOMOGRAPH FOR DETERMINATION DEPARTMENT OF SPECIAL DISTRICT SERVICES OF TIME OF CONCENTRATION (7c) FOR NATURAL WATERSHEDS DESIGN MANUAL APPROVED . ;77-, DATE - * A-I APPENDIX TYPICAL LOT GRADING 1-••• 60' up-i v 2: L '_V_ V H. P. __- f< / DRAINAGE SWALE 1 MIN. SLOPE 7..l< BLDG 1% K I A.. •. :. SIDEWALk. . " • •/1.. ' . v .1.\v - . . . V• - . .v : CURBLINE TIME OF CONCENTRATION OFF A TYPICAL LOT: L = 100 ft. . So = 1% 0=0.55 FROM APPENDIX A— THE TIME OF CONCENTRATION Tc = 10 mm. - . A-8 : r . 'r Wa - IIlIAIIi FAI APPENDIX B APPENDIX C APPENDIX D '200-1.6.1 Selection of Riprap and Filter blankeT MaTerial Filter Blanket (3) — — Upper Layer(s) )pt. 1 )pt. 2 Y.l. Rock Sec. Sec. Lower Ft/Sec Class 200 400 Opt. 3 Layer (1) (2) (4) (4) (5) (6) No. Back.- 6-7- ing 3/16" CZ D.G. — No. Back- 7-8 ing 1/4" 83 D.G. — Fac- 8-9.5 ing 3/8" — D.G. — '/4" 11/in .3-11 — Lighl — 1/2" — 3/4., 1/4 1 1/2" 1.1-13 Ton 3/4" — P.B. Sand 3/4., 1/2 1 1/2" 13-15 Ton 1" — P.S. Sand 13-17 I 1/2" — Type B Sand 17-20 1 Ton E 2 Ton am~a 2" — Type B Sand ROCK CLASS & FILTER BLANKET TABLE SOURCE STANDARD SPECIFICATIONS for PUBLIC WORKS CONSTRUCTION 1988 EDITION (2) It desired riprep and filter blanket class is not available, use next larger class. I Filter blanket thickness • 1 Foot or T", which- ever is less. (4) Standard Specifications for Public Works Con- struction. D.G. • Disintegrated Ganite, 1 MM to 10 MM P.S. • Procossed Miscellaneous Bose Type B - Type B bedding material, (minimum 73% crushed particles. 100% passing 2 1/2" sieve, 10% passing 1" sieve) Sand 75% retained an 1200 sieve. Cl ON 201 — CONCRETE • MORTAR AND ILATED MATERIALS 201-1 PORTLAND CEMENT CONCRETE 201-1.1.2 Concrete Specified By Class (Pg. 86 In '!Concrete Class Use Table" modify as follows: Revise: Concrete Pavement (not integral with curb) 320-A-250 To Read: Concrete Pavement (not integral with curb), Cross Gutter and Alley Aprons 560-C-323 Revise: Curb. Integral Curb and Pavement. Gutter. Walk, Alley Aprons 320-C-250 To Read: Practical use of this table Is limited to situations Curb end. Gutter (separate or whet. "T" Is less than 0. combined) and Walks Yom 900-C-2500" to "320-C-2500". (1) Average .v.ioclty in pipe or bottom velocity In (3) Change concrete class for •$ldehlll•Surfaca energy dissipator, whichever Is greater. Drainage Facilities" F l sJ D-1 (A) a 0 Old 0 — I I -4 030C 0 0 0 CA) '— \ a I a_1----_— —\ \ \_- r I Ln d15 I - —u - 18 — \ \ - 0 — \ % 0 V ••\ (° gD Pt - j .i'iPtI U V \0 + P.. .—Pt-'--d=24tW--- I I\ -, 3 C) - S ol d = 27\ d=3O\ !:.! 0 cn 1 36 - . 48 S • '1I * S 601 I • S S 66 INN 0 0 I • - I s • S • I • • 967 - ö •5 .- - p..-, • APPENDIX E DRAINAGE STUDY FOR ENCINITAS CREEK Prepared for Fieldstone/La Costa Associates P.O. Box 9000-266 Carlsbad, CA 92009 Prepared by Howard H. Chang Ph.D., P.E. May, 1991 TABLE OF CONTENTS EXECUTIVE SUMMARY INTRODUCTION INPUT DATA FOR HEC-1 STUDY Ill. SITE SELECTION AND HYDROLOGIC DESIGN FOR DETENTION BASIN D RESULTS OF HYDROLOGY STUDY COMPARISON OF THIS HYDROLOGY STUDY WITH PREVIOUS STUDIES EVALUATION OF DRAINAGE FACILITIES Method of Evaluation Results of Evaluation RECOMMENDATIONS FOR DRAINAGE IMPROVEMENTS REFERENCES LIST OF FIGURES FIGURES APPENDIX A. COMPUTATION OF LAG TIME AND BASIN D OUTFLOW APPENDIX B. INPUT/OUTPUT LISTINGS FOR HEC-1 STUDY APPENDIX C. IN[UT/OUTPUT LISTINGS FOR HEC-2 STUDY ATTACHMENTS Pocket #1 - Encinitas Creek Drainage Exhibit Prepared by Project Design Consultants, November 16, 1990 Pocket #2 A. Conceptual Plan of Detention Basin 'D' - my 1991 DRAINAGE STUDY FOR ENCINITAS CREEK EXECUTIVE SUMMARY A drainage study for the drainage basin of Encinitas Creek has been made. The purpose of the study is to obtain the 100-year flood discharges of the creek and its major tributaries. Existing drainage facilities along the main streams have been evaluated. Recommendations have also been made in order to solve the drainage inadequacies within the stream system. The drainage study considers the ultimate development under the established development constraints, so that the results are also valid in the long term. Under the existing conditions of Encinitas Creek prior to the construction of new floodwater detention basins, two existing facilities have been found to be inadequate in passing the design flow, these are The box culverts at La Costa Avenue, and the El Camino Real bridge near Olivenhain. Because of the insufficient sizes of such facilities, the 100-yr flood will overtop the roads and flood adjacent areas. The design flows of the creek, however, may be reduced by floodwater detention basins. Such basins also enhance ground-water recharge and wildlife habitats. Two such basins are already in place and a additional one will be constructed in the near future. There also exists another suitable site for a fourth detention basin. A total of four floodwater detention basins are in the picture, these are: Basin A - This existing basin as shown in Fig. 1 is located in subbasin 6A just above the Calle Barcelona Road crossing. The basin is created by the road embankment of Calle Barcelona; the double 60-inch RCP under the road controls the outflow of the basin. Basin B - This existing basin as shown in Fig. 1 is located in subbasin 6 near the corner of 1 Olivenhain Road and Rancho Santa Fe Road. It was constructed as a part of the nearby subdivision development. Basin C - This basin which should soon be constructed is located in La Costa Southwest II; its location is within subbasin 11 in Fig. 1. The 100-yr inflow discharge of 602 cfs to the basin is attenuated to 170 cfs by the basin. Basin D - The selected site of this potential basin is in subbasin 7 as shown in Fig. 1. It is south of Olivenhain Road, just west of Rancho Santa Fe Road and east of the subdivision Bridgewater. The dam and spillway of the basin is located at the downstream outlet. The extent of the basin coincides with the existing floodway boundary. This open space area is selected in consideration of the following factors: (1) It may provide adequate flood attenuation such that the reduced discharge may pass through the bridge at El Camino Real, the basin does not take additional usable land since it is in the existing floodway, and other sites are less effective for floodwater storage. The flood discharges of the drainage system have been computed for different basin status. For each case, the drainage conditions are assessed. The specific problem areas and their solutions are described in the following. Box culverts at La Costa Avenue - Drainage under La Costa Avenue is provided by the triple 12 by 8 concrete box culverts. These culverts are basically free of siltation. The study results pertaining to these culverts indicate the following: The box culverts have inadequate capacity under the natural conditions of Encinitas Creek without detention basins. The box culverts will be adequate with detention basins A, B and C in place, subject to recommended minor improvements described later. Floodwater detention basin D will enhance the drainage condition at the box culverts. The road surface of La Costa Avenue is not even in elevation in the vicinity of the 2 culverts. The surface area directly above the culverts is higher and the elevation drops in both east and west directions. Under this situation, even though floodwater may not overtop the roadway directly above the culverts, it may still overtop the roadway on both sides. Overtopping of the roadway should be prevented; it may be accomplished by one of the following measures: construction of a earth berm on the upstream side of La Costa Avenue to contain the 100-year flood with a freeboard of at least one foot. a raise of the adjacent roadway elevation. Channel reach west of El Camino Real and south of Olivenhain - This short channel reach is along the south branch of Encinitas Creek upstream of the east branch, with a length of about 1,000 feet. Since the publication of the floodplain map in 1982, the floodway area near the confluence has been filled, to an average elevation slightly above the roadway elevation of El Camino Real. This landfill has some definite effects on the drainage through this channel reach and the 1982 floodway. Cross sections used in the 1982 County study have been revised to reflect recent siltation of the stream bed and the landfill. Computed results along this reach show that the roadway is not subject to inundation under the 100-year flood of Encinitas Creek. However, the landfill has invalidated the 1982 floodplain study; it pushes the floodplain boundary toward the agricultural field on the west side of the channel. A new floodplain study is recommended. The new study will delineate the floodplain and floodway boundaries under the actual channel configuration. El Camino Real Bridge near Olivenhain - This bridge which drains the east branch of Encinitas Creek is located near the intersection of El Camino Real and Olivenhain. The stream bed at the bridge crossing is now silted to the elevation of 75 feet. Siltation has significantly reduced the drainage capacity through the bridge opening. The existing floodplain map also shows that this part of El Camino Real is within the floodway. Drainage through the El Camino Real bridge has been evaluated for different 3 HI conditions. For each case, the computed water-surface elevation at the upstream face of the bridge is compared with the roadway elevation. It may be concluded from this comparison that the bridge does not have adequate capacity under the existing conditions with floodwater detention basins A and B in place, but it will have sufficient capacity after detention basin D is constructed. The drainage capacity of the bridge may also be improved to the 100-year flood standard without the construction of detention basin D. The alternative is dredging of the stream channel in the vicinity of the bridge. The floodplain map of this area should be I updated after the improvements are made. I Accelerated siltation of the stream channel for Encinitas Creek can be attributed to cultivation and construction grading. Sediment control measures during the grading period I are recommended to mitigate the siltation problem. Dredging of the stream channel, perhaps outside the coastal zone (west of El Camino Real), will also alleviate the siltation I problem. 1 Detention Basin D will require little or no maintenance. A detention basin requires maintenance dredging if siltation reduces its storage capacity. In the case of detention basin I D, there exist two upstream detention basins (A and B) which will detain most of the sediment inflow supplied by the drainage basin. For this reason, siltation of detention basin D is expected to be very slow and it should not present a maintenance problem. ~ I I I 1 4 I I DRAINAGE STUDY FOR ENCI41TAS CREEK I. INTRODUCTION This hydrology study has been made for the drainage basin of Encinitas Creek in the City of Carlsbad and City of Encinitas, as shown in Fig. 1. The purpose of the study is to obtain the 100-year flood discharges of the creek and its major tributaries. Existing drainage facilities along these streams will be evaluated. Recommendations will be made in order to solve inadequate drainage situations of the stream system. The hydrology study considers the ultimate development under the established development constraints, so that the results obtained at this time are also valid in the long term. The drainage of Encinitas Creek has already been modified by the use of floodwater detention basins which attenuate the flood discharge. Such basins also enhance ground- water recharge and wildlife habitats. A total of four floodwater detention basins are described in this report, these are: I Basin A - This existing basin as shown in Fig. 1 is located in the east branch of Encinitas Creek (subbasin 6A) just above the Calle Barcelona Road crossing. The I basin is created by the road embankment of Calle Barcelona; the double 60-inch RCP under the road controls the outflow of the basin. Basin B - This existing basin as shown in Fig. 1 is located in subbasin 6 near the corner of Olivenhain Road and Rancho Santa Fe Road. It was constructed as a part of the nearby subdivision development. Fig. 2 shows the dam and spillway at the I basin outlet. I Basin C - This basin which should soon be constructed is located in La Costa Southwest H; its location is also marked in subbasin 11 of Fig. 1. The hydrologic 1 5 1 design of the basin is described in the report Hydrology Design of Floodwater Detention Basin for La Costa Southwest, 1989, by Chang. Design drawings of the basin have been prepared by Hunsaker and Associates of San Diego. The inflow peak discharge to the basin is 602 cfs for the 100-year event; it is attenuated by the basin to 170 cfs. Basin D - The site of this basin as selected is in subbasin 7, south of Olivenhain Road and just east of Rancho Santa Fe Road as shown in Fig. 3. The dam and spillway of the basin is to be located at the downstream outlet. Site selection and hydrologic design of this floodwater detention basin are described in a later section. Because of the existing and future floodwater detention basins, this drainage study covers the following cases: Case 1 - This case is for the baseline conditions of Encinitas Creek prior to the construction of any floodwater detention basin. The ultimate development condition of the drainage basin is assumed for hydrological computation. Case 2 - This case is for the stream system with floodwater detention basins A, B, and C in place but without Basin D. This case reflects the existing condition with the additional approved Basin C. Case 3 - This case is for the stream system with all floodwater detention basins in place. This study is guided by the Hydrology Manual of the County of San Diego, updated in 1985. As specified in the manual, the SCS method for hydrology shall be applied to drainage basins that are larger than 0.5 square mile. The HEC-1 computer model developed by the U. S. Army Corps of Engineers, which employs the SCS method, is the principle tool for this study. The drainage subbasins as selected in this study are shown in Fig. 1, together with points of concentration at the respective subbasin outlets. The I Hydrology Manual also specifies the use of the rational method for drainage basins that are less than 0.5 square mile in area. The rational method is a simpler method which provides the design discharge of specific drain facilities. This study does not cover the rational method since such facilities are selected with future development. An important objective of the present study is to identify drainage problems and then I develop adequate countermeasures for the problem areas. The alluvial channel of Encinitas Creek has been undergoing siltation in recent years. Siltation has significantly reduced the j drainage capacity for the bridge on El Camino Real near the intersection of Olivenhain I Road. Suitable solutions for this problem, together with those for other problems, shall be determined. H. INPUT DATA FOR HEC-1 STUDY I For the purpose of hydrologic computation, certain basin characteristics are required. Such characteristics include basin area, precipitation zone number (PZN), antecedent moisture condition, precipitation, SCS curve number (CN), lag time, etc. Methods for obtaining such characteristics are described below separately. Basin Area - The area of a drainage basin is measured directly from the drainage basin map. I Precipitation Zone Number (PZN) - This value for a subbasin is obtained from Fig. I I-A-3 of the County Hydrology Manual. The coastal line has the PZN value of 1 and the PZN of 1.5 line is east of the study area. Subbasins in the study area have PZN values i ranging from 1.1 to 1.3. Antecedent Moisture Condition (AMC) - The AMC for the 100-year flood is computed based on the PZN value of the basin according to the following relation form the Hydrology Manual I II 7 I PZN - 1.0 AMC = 2.0 + (3.0 - 2.0) 2.0-1.0 Runoff Curve Number (CN) - In the SCS method for runoff estimation, the CN value is used. Table I-A-1 of the Hydrology Manual lists the CN values related to land use, land treatment or practice, hydrologic condition, and soil type. The CN values for the AMC of 2 are listed in the manual. Adjustment to other AMCs is based on the information shown in Table I-A-5 of the manual. Precipitation - The 100-year 6-hour storm and 24-hour storm are used in this study. The precipitation in inches for each case is obtained from the precipitation map in the Hydrology Manual. The values so obtained are listed in Table 1. Precipitation is distributed in accordance with the Type B distribution curve. When both storms are applied in the study, the 6-hour storm normally produces higher runoff discharges in small basins, while the 24-hour storm generates higher discharges for large basins. The larger of the two discharges so obtained is adopted. In this study, the 6-hour storm produces higher runoff discharges. Lag Time - The lag time relationship is based on criteria developed by the U. S. Army Crops of Engineers adopted in the Hydrology Manual. Lag is defined as the time in hours from the center of mass of the excess rainfall to the peak discharge, it is an empirical expression of the physical characteristics of a drainage area in terms of time. The lag time computation for this study is given in Appendix A, and the results are listed in Table 1 below. Table 1. Summary of Drainage Basin Characteristics for Encinitas Creek Subbasin Area PZN AMC Rainfall. in. CN Lag Time sq. mi. 6-hr. 24-hr. hrs. 1 0.88 1.2 2.2 2.8 4.5 89 0.117 2 0.58 1.2 2.2 2.8 4.7 87 0.107 I I 4 0.74 1.1 2.1 2.7 4.5 87 0.148 5A 0.64 1.3 2.3 2.9 5.0 89 0.274 I 0.68 1.2 2.2 2.8 4.8 89 0.212 I 6A 0.20 1.2 2.2 2.8 4.9 89 0.078 6B 0.37 1.3 2.3 2.9 5.0 90 0.137 I 6C 0.65 1.3 2.3 2.9 5.1 88 0.216 6 0.25 1.2 2.2 2.8 4.8 89 0.101 8A 0.09 1.2 2.2 2.8 4.8 82 0.105 8B 0.53 1.2 2.2 2.8 4.8 82 0.248 8(8A+8B) 0.62 1.2 2.2 2.8 4.7 82 0.347 10 0.42 1.1 2.2 2.7 4.5 82 0.189 I ll 0.65 1.2 2.2 2.8 4.7 88 0.102 13 0.66 1.1 2.1 2.7 4.5 82 0.262 I 1 Total area = 7.34 square miles III. SITE SELECTION AND HYDROLOGIC DESIGN FOR DETENTION BASIN D 1 Site selection and hydrologic design of the new floodwater detention basin (Basin D) are described herein. The selected site of this floodwater detention basin as shown in Fig. 1 3 is south of Olivenhain Road, west of Rancho Santa Fe Road, and east of the new subdivision Bridgewater. The extent of the basin coincides with the existing floodway I boundary. It has an average length of 1,320 feet, an average width of 375 feet, and a surface area of about 11 acres. This open space area has been selected in consideration of the I following factors: It provides adequate floodwater storage for flood discharge attenuation such that the I reduced discharge may pass through the bridge at El Camino Real. With the floodway as its boundary, the basin does not take additional usable land. Other sites are less effective for flood discharge attenuation. i . 9 I The elevation-surface area relation for the basin is employed in storage routing. The tabulation of elevation-surface area for the basin is given below. Elevation Storage volume 7 feet acre-feet 100 0 a 102 3.8 104 15.2 7 7 106 38.4 S 108 61.0 110 83.6 : Hydrologic design of this basin is based on HEC-1 computations. In this process, an initial dam and spillway configuration for the basin is first assumed. This spillway is a broad-crested weir with sloped upstream and downstream faces and rounded corners. Hydraulic computation for its stage-discharge relationship is given in Appendix A. The 100- year flood is routed through this basin using the HEC-1 computation. The results of the routing are evaluated to see if they meet the requirements for flood control. The spillway configuration is then adjusted until the results are satisfactory. The design configuration as finalized in the study has the following features: Spillway crest elevation: 106 feet Length of spillway (dimension perpendicular to flow): 28 feet Width of spillway (dimension in flow direction): 10 feet Spillway side slope: vertical Maxima outflow discharge: 753 cfs Water surface elevation at spillway crest at maximum discharge: 108.8 feet Maximum stage in basin: 110.08 feet Maximum storage in basin: 83.6 acre-feet Size of pipe spillway: 36" RCP IV. RESULTS OF HYDROLOGY STUDY 10 Results of the hydrology study for different cases are summarized in Table 2. Other detailed output information can be found from the computer listings of HEC-1 in Appendix B. The effectiveness of the floodwater detention basins may be observed from a comparison of the tabulated peak discharges for the cases listed. Table 2. Summary of Peak Discharges for the 100-Year Flood Point Area Case 1 Conc. sq. mi. No basin Case Case Basins A+B+C Basins A+B+C+D 6C 0.65 561 561 561 6B 1.02 900 900 900 6A 1.22 1,025 1,025 1,025 6 1.47 1,215 734 734 5A 0.64 539 539 539 5 1.32 1,051 1,051 1,051 7 2.79 2,241 1,163 1,163 8 3.41 2,597 1,465 827 1 0.88 842 842 842 2 0.58 511 511 511 3 1.46 1,353 1,353 1,353 4 2.20 1,891 1,890 1,890 9 5.61 4,047 2,832 2,238 10 6.03 4,207 3,013 2,456 11 0.65 602 170 170 12 6.68 4,450 3,181 2,622 13 7.34 4,725 3,450 2,926 The difference in discharge among these cases is a direct result of floodwater detention basins, which will provide substantial attenuation of the peak discharge. The simulated inflow and outflow hydrographs for basins A, B, C, and D are shown in Figs. 4 to 7, respectively. For basin D, the inflow hydrograph has a peak discharge of 1,185 cfs, 11 whereas the outflow has 753 cfs. in addition to the reduction of the peak discharge, this detention basin also delays the time of peak for the flood, in this case, the peak time for the inflow is 3.03 hours and that for the outflow is 4.40 hours. The delay of the peak time is beneficial for the main channel of Encinitas Creek downstream of the confluence of the east and south branches. Since the south branch has an earlier peak time, the delay of the peak time for the east branch by detention basin D is an important factor for the extent of flood attenuation achieved for the main channel below the confluence. It is also apparent from the graphical results of Figs. 4 to 7 that each detention basin will generate a outflow hydrograph with a much more uniform distribution of the discharge with a longer duration. Characteristics of the storage and outflow hydrograph for basin D are summarized below: Peak storage: 83.6 acre-feet Peak stage: 110.08 feet Maximum storage duration: 6 hrs. (from 2 hrs. and 40 minutes to 8 hrs. and 40 minutes after the start of rain) Maximum storage depth: about 10 feet (110 feet - 100 feet) Average storage depth of basin at peak stage: about 6 feet Duration of maximum storage depth: somewhat less than 1 hr. Duration of storage after rainfall: 2.7 hrs. The maximum storage in the reservoir of 83.6 acre-feet corresponds to the maximum water level of 110.08 feet. This stage is about one foot below the roadway elevation of Rancho Santa Fe Road. V. COMPARISON OF THIS HYDROLOGY STUDY WiTH PREVIOUS STUDIES The discharges for case 1 obtained in this study are compared with those of the previous studies. Table 3 summarizes the computed peak discharge of the 100-year flood for these cases. 12 Table 3. Comparison of Peak Discharges for 100-Year Flood Point Area Corps Koebig County Rick This Study Conc. sq. mi. 1971 1975 1980 1988 1990 6C 0.65 672 561 6B 1.02 1,047 900 6A 1.22 1,229 1,025 6 1.47 1,260 1,365 1,446 1,215 5A 0.64 604 539 5 1.32 1,300 1,22 1,183 1,051 7 2.79 2,750 2,621 2,629 2,241 8 3.41 2,900 2,383 2,866 2,597 1 0.88 930 850 842 2 0.58 600 650 513 511 3 1.46 1,500 1,633 1,362 1,353 4 2.20 1,950 1,891 9 5.61 4,300 4,294 4,817 4,047 10 6.03 4,190 3,856 5,015 4,207 11 0.65 530 602 602 12 6.68 4,313 5,572 4,450 13 7.34 4,500 4,698 4,556 5,920 4,725 It appears from this comparison that the peak discharges are generally similar although those obtained by Rick Engineering tend to be higher. This difference is primarily due to the estimation of the lag time for the subbasins. VI. EVALUATION OF DRAINAGE FACILITIES Certain drainage facilities have been found to be inadequate in previous studies. All drainage facilities along the stream channel included in the hydrology study are evaluated in this study. Those facilities that may be inadequate are listed below. 13 Box culverts at La Costa Avenue - Cross drainage under La Costa Avenue is provided by the triple 12 by 8 concrete box culverts, see Fig. 8. These culverts are basically free of siltation. Floodplain map for Encinitas Creek in the vicinity of these culverts is shown in Fig. 9, which also has the cross-section locations. The cross sectional profile at the culvert outlet is shown in Fig. 10. Channel reach west of El Camino Real and south of Olivenhain - This short channel reach is along the south branch of Encinitas Creek upstream of the east branch, see Fig. 11. This reach has a length of about 1,000 feet, from section 1.303 to 1320. Figure 11 is the 1982 floodplain map of this area, which shows that a part of El Camino Real is within the floodway. Since the publication of this floodplain map, the floodway area near section 1.403 west of El Camino Real has been filled, to an average elevation slightly above the roadway elevation of El Camino Real. Cross-sectional profiles for these sections are shown in Figs. 12 to 15. This landfill has some definite effects on the drainage along this channel reach and the 1982 floodway delineation to be evaluated in a following section. El Camino Real Bridge near Olivenhain - This bridge which drains the east branch of Encinitas Creek is located near the intersection of El Camino Real and Olivenhain, see Fig. 11. The cross sections 0.000 to 0.023 shown in Fig. 11 are along the east branch in the vicinity of the bridge; their profiles are shown in Figs. 16 and 17. The stream bed at the bridge crossing as shown in Fig. 18 is now silted to the elevation of 75 feet. The flood plain map of Fig. 11 also shows that a part of El Camino Real is within the floodway, primarily due to the insufficient drainage capacity of the bridge. Method of Evaluation - The drainage capacities of these facilities are evaluated based on the HEC-2 program developed by the U. S. Army Corps of Engineers. Input/output listings of the HEC-2 computations are included in Appendix C. Three different sets of discharges, as listed in Table 2 for cases 1, 2 and 3 respectively, are used. Cross sections used in this study follow those for the floodplain study made by the County of San Diego in 1982, except the elevations are updated to reflect the recent siltation and landfill. Such cross sections near the subject facilities are shown in Figs. 10 and 16. 14 ii Ii :I Results of Evaluation - Based on the HEC-2 results, the drainage conditions for the facilities are described below separately. (1) Box culverts at La Costa Avenue - The HEC-2 results pertaining to these culverts for three different discharges are tabulated below. The discharge of 4,725 cfs is the 100-year flood for natural conditions without any floodwater detention basin, 3,450 cfs is for the case with detention basins A, B and C in place, and the discharge of 2,926 cfs is for the case with all four detention basins in place. Sec. No Location Computed Water Surface Elev, in feet 4.725 cfs 3.450 cfs 2.926 cfs 0.053 At 10' D/S of culverts 16.90 16.90 15.84 0.054 At D/S face of culverts 18.40 16.91 15.88 0.063 At U/S face of culverts 23.12 17.99 17.15 0.064 At 10' U/s of culverts 23.57 18.85 17.63 The computed water-surface elevations are compared with the culvert low chord elevation of 17.8 feet and the top of roadway elevation of 18.8 feet at the upstream face. At the discharge of 4,725 cfs, the roadway surface will be overtopped. The discharge of 3,450 will pass through the culverts as pressure flow and the roadway surface is above the water level by 0.8 foot. At the discharge of 2,926 cfs, the flow will pass through the culverts as low flow, with a freeboard well over 1 foot. Based on these results, the following may be concluded: The box culverts have inadequate capacity under the natural conditions of Encinitas Creek without detention basins. The box culverts will be adequate with detention basins A, B and C in place, subject to recommended improvements described later in this section. Floodwater detention basin D will enhance the drainage condition at the box I culverts. I 15 1 It is important to point out that the road surface of La Costa Avenue is not even in elevation in the vicinity of the culverts. The surface area directly above the culverts is higher and the elevation drops off in both east and west directions. Under this situation, even though the floodwater may not overtop the roadway directly above the culverts, it may still overtop the roadway on both sides. Overtopping of the roadway should be prevented; it may be accomplished by one of the following measures: construction of a earth berm on the upstream side of La Costa Avenue to contain the 100-year flood with a freeboard of about 3 feet. a raise of the roadway elevation. Overtopping flow is not assumed in the HEC-2 computations. (2) Channel reach west of El Camino Real and south of Olivenhain - Cross sections used in the 1982 County study have been revised to reflect recent siltation of the stream bed and landfill. Computed water-surface elevations at those cross sections along this reach are listed blow, together with the corresponding roadway elevations of El Camino Real. Computed Cross Section Water Surface Elev. feet 1.313 78.40 1.403 80.70 1.420 83.97 1.520 88.99 Road Surface Elev feet 84.5 82.0 84.5 89.2 The results show that the computed 100-year flood levels are just below their corresponding roadway elevations of El Camino Real. Therefore, the roadway is not subject to inundation under the 100-year flood of Encinitas Creek. The landfill has invalidated the 1982 flood plain study; it pushes the floodplain boundary toward the agricultural field on the west side of the channel. A new floodplain study is recommended. The new study will delineate the floodplain and floodway 16 boundaries under the actual channel configuration. (3) El Camino Real Bridge near Olivenhain - The HEC-2 results pertaining to this bridge under three different discharge are tabulated below. The discharge of 2,597 cfs is for the natural conditions without any floodwater detention basin; the value of 1,465 cfs is for the existing 100-year discharge with detention basins A and B in place; and the discharge of 832 cfs is for the case when detention basin D is also constructed. Sec. No Location Computed Water Surface Elev. in feet 2.597 cfs 1.465 cfs 832 cfs 0.000 At 40' D/S of bridge 79.46 78.69 78.27 0.006 At D/S face of bridge 81.74 79.47 78.19 0.021 At U/S face of bridge 85.01 82.03 79.61 0.023 At 20' U/s of bridge 85.02 82.03 79.61 0.110 At 491' U/Sof bridge 85.07 82.31 80.46 The computed water-surface elevations are compared with the bridge low chord elevation of 79 feet and the top of roadway elevation of 81 feet. At the discharge of 2,597 cfs, the roadway will be overtopped. The same situation occurs under the discharge of 1,465 cis. At the discharge of 832 cfs, however, the flow will pass through the bridge opening with a freeboard of at least 1 foot measured from the roadway elevation. It may therefore be concluded that the bridge does not have adequate capacity under the existing conditions with floodwater detention A and B in place, but it will have sufficient capacity after detention basin D is constructed. Of course the drainage capacity of the bridge may also be improved to pass the 100- year flood without the construction of detention basin D. The alternative is dredging of the stream channel in the vicinity of the bridge. The dredging requirements for passing the present 100-year discharge of 1,465 cfs are given in the previous study by Rick Engineering. The floodplain map of this area should be updated after the improvements are made. 17 VII. RECOMMENDATIONS FOR DRAINAGE IMPROVEMENTS Recommendations are made herein to provide countermeasures for the drainage problems at the facilities described above, including the following items. The box culverts at La Costa Avenue has been determined to be adequate for the 100- year flood after detention basin C in La Costa Southwest II is constructed. While the culverts will have the proper capacity, floodwater may still overtop the roadway on the east and west sides of the culverts. To avoid overtopping flow, a berm is recommended at the upstream side of La Costa Avenue. It may be a simple earth berm, similar to what has been installed at Calle Barcelona for the same purpose. The present improper drainage through the El Camino Real bridge near Olivenhain may be resolved by dredging the stream bed or by building floodwater detention basin D. This basin will attenuate the 100-year flood discharge to be within the present capacity of the bridge crossing and it will also enhance the drainage condition at La Costa Avenue. The floodplain map for Encinitas Creek needs to updated to reflect the recent landfill west of El Camino Real and south of Olivenhain. The floodplain map should also be updated to reflect the changes in flood discharges due to the recent floodwater detention basins. The existing floodplain and floodway on the roadway of El Camino Real may be totally eliminated after recommended improvements are implemented. Accelerated siltation of the stream channel for Encinitas Creek can be attributed to cultivation and construction grading. Sediment control measures during the grading period are recommended to mitigate the siltation problem. Dredging of the stream channel outside the coastal zone (west of El Camino Real) will alleviate the siltation problem. 18 I I VIII. REFERENCES "La Costa Southwest 11, Detention and Desilting Basins", prepared for La Costa Ranch Company, by Hunsaker and Associates of San Diego, Inc, 1988. "Flood Plain Information for San Marcos Creek", Corps of Engineers, Los Angeles District, 1971. I "Zone 1 Comprehensive Drainage Study", Prepared for San Diego County Flood Control District by Koebig and Koebig, 1975. "Hydrology Report for Encinitas Creek", YF0645, County of San Diego, 1980. "Encinitas Creek Watershed HEC-1 Model Analysis Hydrology Report", Rick Engineering Company, August 19, 1988. "Hydrology Manual", County of San Diego, January 1985. 19 I 1 I UST OF FIGURES Fig. 1. Drainage basin of Encinitas Creek Fig. 2. Dam and spillway of floodwater detention basin B Fig. 3. Map showing the selected location of floodwater detention basin D. The basin boundary coincides with the floodway boundary. Scale of map: 1 inch = 200 feet Fig. 4. Simulated inflow and outflow hydrographs and time variation of floodwater storage for floodwater detention basin A Fig. 5. Simulated inflow and outflow hydrographs and time variation of floodwater storage for floodwater detention basin B Fig. 6. Simulated inflow and outflow hydrographs and time variation of floodwater storage for floodwater detention basin C Fig. 7. Simulated inflow and outflow hydrographs and time variation of floodwater storage for floodwater detention basin D Fig. 8. Downstream side of box culverts at La Costa Avenue Fig. 9. Floodplain map of Encinitas Creek in the vicinity of La Costa Avenue Scale of map: 1 inch = 200 feet Fig. 10. Cross-sectional profile at downstream side of box culverts Fig. 11. Flood plain map of Encinitas Creek near the confluence of east and south stream branches. Scale of map: 1 inch = 200 feet Fig. 12. Cross-sectional profile for section 1.313 Fig. 13. Cross-sectional profile for section 1.403 Fig. 14. Cross-sectional profile for section 1.420 Fig. 15. Cross-sectional profile for section 1.520 Fig. 16. Cross-sectional profile at downstream side of El Camino Real bridge Fig. 17. Cross-sectional profile at upstream side of El Camino Real bridge Fig. 18. Downstream side of bridge at El Camino Real and Olivenhain 20 I.:COS 4'f '- c — - - - - ,—__L_ - - , \___I - - Kf— I 1 - ç'- I I - L E C E N cT)17 j 1' I \ . ') I _L - I IJ t I - 2 Fig I Drainage basin of Encinitas Creek point ofconcentration drainage subbasin Bb - -•. -.z -. 'fI/I floodwater detention basin I: \_ - .- -• ' / Ic H TI 14 - \ ¶i 141 "WT 14,18- AL , Fig. 2. Dam and spillway of floodwater detention basin B .l¼1 'J•-&k; ..J7. f lif ':'.• i . 1•c?I .7. -. •/I. ?,.. q 4-tt -'. •'. fir 4 Fig. 3. Map showing the selected location of flood- water detention basin D. The basin boundary coincides with the floodway boundary. Scale of map: 1 inch = 200 feet ( 014 I : - — • Ji tA ' t I :q i:. .. : • :- \ ' Q~- "IJ: C ) OV ej ee I 3-Hi4 :•:•' (I) INFLOW, (0) OUTFLOW 0. 100. 200. 300. 400. 500. 600. no. 800. 0. 0. 0. 0. (S) STORAGE 0. 0. 0. 0. 0. 0. 0. 20 - 40. 60 0. 0 0. OAHRNN PER 120000 11 -. ---------. ---------. ---------. ---------.S---------. ---------. ---------. 120202 62. . . S . . 120204 63. . . . S 120206 64. . . . . . S . 120208 65. . . . . . S . . 120210 66. . . . S 120212 67. . . . . . S 120214 68. . . . . . S . . 120216 69. . . . . . .S 120218 70. . . . . .S . . 120220 71............... 120222 72. . . . . . .S . -. 120332 107. 0 S 120224 73. . . . . .5 . . 120226 74. . . . . . .S . 0 . 12022875. . . . . .S . 03 ' 120230 76. . . . . . - S . a ca 9 12023277. . . . . .S . a 12023478. . . . . . .S . -. 12023679. . . . . . S . - -, 12023880. . . . . . . S . 120240 81 ................................ 120242 82. . . . . . . S . 0 120244 83. . . . . . . 120246 84. . . . . . . S .1 . CD 120248 85. . . . . . . S . - a 120250 86. . . . . . . S. A . -. 120252 87. . . . . . Sn - 0 0 120254 88. . . . . LS o 120256 89. . . . . IS 0 120258 90. . . . . . Is . 0) 0 120300 91..................I.S.......... . . 120302 92. . . . . . .1 S - 120334 108. 120336 109. 12030493. . . . . . . S - 12030694. . . . . . •1 S . -CL 120308 95. . . . . . .Ii S .ca 120310 96 S.. - S . CL 0 120312 97. ...................................... 120322 102 ,-, b I S. . 120324 103 I - S. . 120326 104 & . )c- S ,.. - 120328 105. 120330 106. I) co : : 120338 110.: : : 1120340 : ............................./ : ...... .... 120342 1203" 113. 120346 114.: °bv"! : : 120348 115 - . OfP6 s . 120350 116 - . A - .S . 120352 117 - - 10 - .S . 120354 118 . I P - .S . 120356 119 . j q - - .S . 120358 120 .1 0 .S . 120400 121 .............................................................. 120402122 ,r C)' - . .S . 120404123 - A . .S . 120406124 .7 - . .S . 120408125 .J' .$ . .S . 120410 126 7 . . S . 120412 127 ' g s . 120414128 - 7 S . 120416129 - I - - S . 120418130 - A S . 120420 131.................A .......................S .................... 120422 132 . 7' . - S . 120424 133 .7 - - S . 120426134 I . , - S . 120428 135 I - S . 120430136 J .' S . 120432 137 - I - , g S 120434 138 S . 120436139 - Jo S . 120438140 - Jo S . 120440 141 ....................O....................S ..................... 120442142. . . I - P . . . . S. . 120444143. . - it - . . . . S . . 120446144. . - I - . . . . S 120448145. . . t - . . . . S . . 120450146. . . ii . ,O . . . . S . . 120452147. . - I .P . . . . S . . 120454148. . . .0 . . - S 120456 149. - - t' .1) . . . . S 120458150. . .1 q . . . . S - . (1) INFLOW, (0) OUTFLOW 0. 200. 400. 600. 800. 1000. 1200. 0. 0. 0. 0. 0. 0. (S) STORAGE 0. 0. 0 0. 0. 0 0 5 - 10. 15 20. 0. 0. DAHRMN PER 120000 11 ----------------------------------------------------------- S.......... ---------. ---------. 120206 64. . . . - S . . 120208 65. . . . S . . 120210 66. . . . S . 120212 67. . . . S . . 120214 68. . . S 120216 69. . . . S . . 120218 70. . . . S . . 120220 71. . . 120222 72. & . . .s 120224 73.120226 74 . .K.. . . .S 120228 75.: : : : : . : 120230 76. . . . S - . 0 . 120232 77. . . I.... . . - S . 0 . 120234 78. 120236 79.: : :Ss: : °- : 120238 80 . f- S 2. 120240 81............:i.._...........s ..............-............ 120242 82 . l- . S CL 1202" 83. . 120246 84.:Ss: :g: 120248 85 . . S . CD . 120250 86 . . . S . . ,CL 120252 87 . . S . -. 120254 88 . . S . 0 o 120256 89 S. 120258 90 S c 120300 91........................................0. SO). c........... 120302 92 . . S . . 120304 93 . - . S:3 .- 120306 94 - $ CD 120308 95 . . W -'. CL 120310 96 - U. . o • . s 120312 97 . . S 0. 0 120314 98 . , S '. (0 120316 99 . . . S 120318 100 . S 120320 101 ................................................................. 120322 102 . S .57 120324 103 . S . 120326 104 . S . 120328 105 . S . 120330 106 I - 0 . S . 120332 107 I a . S . 120334108 1 9 .S W . 120336109 f o s . 120338 110 I S. . . 120340 111........J ................................s . . . 120342112 U . a' . S . 120344 113 I . 0 . S . 120346 114 . at - S . 120348 115 I . . S 0 - 120350 116 U - a' . S . 120352 117 V . 0 . S . 120354 118 I . at .S . 120356 119 . 10 S . 120358 120 - 11 . S . 120400 121.......V . . at........................S .......................... 120402 122 . I (YL S . 120404 123 . U S . 120406124 - I' 0 S . 120408125 . I I - S . 120410126 .11 S . 120412127 .1 0 - S . 120414128 .J 0 - S . 120416129 .J . S . 120418130 .V - S . 120420 131......1.0.........................S ............................ 120422132 .10 . S . 120424 133 410 . S . 120426 134 .19 . S . 120428 135 ID . S . 120430136 lIP . S . 120432 137 1(1 . S . 120434138 10 .S . 120436 139 10 . s . 120438 140 . S . 120440 141......11 ..........................S ............................. 120442 142 10 . S . 120444 143 19 . S . 120446144. 10 . . . . .5 . . . 120448 145. 10 . . . . . S . . . 120450 146. IC . . . . . S . . . 120452 147. 10 . . . . . S . . . 120454 148. . . . . . . S . . . 120456 149. . . . . . . S . . . 120458 150. . . . . . .S . . . 120958 3001----------------------------------------------------------- S ----------....................---------........... (I) INFLOW, (0) OUTFLOW 0. 100. 200. 300. 400. 500. 600. 700. 0. 0. 0. 0. 0. (S) STORAGE 0. 0. 0. 0. 0. 0. 0. 5. 10. 15. 20. 0. 0. 120000 11----------------------------------------------------------- S ------------------------------------------------------------ 120156 59. 1 - - • .S • 120158 60. - - - .S - - 120200 61. - 1 ............................................................. 120202 62. 1 120204 63.:Ss 120206 64. 120208 65.: : : : : 120210 66 - S - - - - 0). 120212 67 120214 68:: : : :0. 120216 69. - - . . . - . S . - - '. 3. .....120226 74. .. S ................ • - .... 120222 72. 120224 S 120228 75. ii1U & SSSSS U? 120240 81............................................. 120242 82 - - k - - S - 120244 83 - 1 - S . 120246 84 '4 - - ) S '- 0 0 120248 85 ' - - .S Co :L 86 ' - - - - - S 0 . 120252 87 _ - - - - - • S a)- 0 120254 88. . . . - . - - e-- - S Se? , • 120256 89. - . . - - . - - . S . - 12025890. . - . . - . . - . S - ca 120300 91 .....................................................-'......... 120302 92. - - - 0 - . . - - S . 120304 93. . . - - . . . . S . 0 0 120306 94. - - . . . . . . - S 120308 95. . . - . .. . . - . . S • 120310 96. . - - - P. . . . - - S . - 120312 97. . . . . . . . - - S . 120314 98. . . . - 0 . . . S. cs,. 120316 99. S 120318 120320 101 . .......................................................................... 120322 102 - - - - • . 120324 103 - - - - - S . 120326 104 • S 120328 105 - - - - - S 120330 106 • - - - S - 120332 107 - - • - - - 120334 108 - - - - S 120336 109 - - - - S 120338 110 - - • - S 120340 111 ........................................................S ........... 120342 112 - - - - - - S 120344 113 - S 120346 114 - - - - S - 120348 115 - - - - - S - 120350 116 - - - - - S - 120352 117 - - S - 120354 118 - - S 120356 119 - - - S 120358 120 - - - S 120400 121 ........................................................S ............ 120402 122 S - 120404 123 - - S - 120406 124 - . S - 120408 125 - - - S - 120410 126 - - - - . S - 120412 127 - . S 120414 128 - - - S 120416 129 - - - 5 120418 130 • - - - S - 120420 131 ..................................................................... 120422 132 - - - - 5 120424 133 - - S 120426 134 - - • • - S . 120428 135 - - .S - 120430 136 - .5 120432 137 - - .S - 120434 138 - S 120436 139 - - S 120438 140 - - - S 120440 141................................................................... 120442 142 - - S . 120444 143 - - • - - S - - 120446144 - - S - 120448 145 - - S - - 120450 146 - - - - - - 120452 147 - - - - - ............ S • •* **.I.*.a*. 6 • *..*•S4• . . . • S o ° : Fig. 7. Simulated inflow and outflow hydrographs and time variatioô of floodwater storage for floodwater detention basinD(Partl) C; 0 W U) U) U) U) U) C U) U) U) (fl (I) U) U) U) (fl ( U) . ..................................................'WW"" .................. U) S S S Cfl UI U) SS (fl UI U) • (flU)Q) 5 S I- U)U) CA WWWWWW Basin Storage W CA U)U)U) ....WWWWWWWWW .......................................................................... e • ... Jnfbowhyc1rraph ......................... C; 0 S 10 /Or tflow cr Outrlow hydtograph ........... cli C; a Z00000N.*0(544'O0 0D 0(.J*OUI0*J4 'OU)0(54- 000 00'OU)0r4 Z0(54N -tIflIflUW*1')000O0 ... N UICrflWl00CMCM 000 U)IAIflIflIflO x00000 00000000000000000000000000000000000000000000000000000000000000 20 10 E1ev. ft. 30 0 L1L. Fig. 8. Downstream side of box culverts at La Costa Avenue Fig. 10. Cross—Sectional Profile at Downstream Side of Box Culverts 160 200 220 240 260 280 300 La Costa Avenue Fig. 11. Flood plain map of Encinitas Creek near the confluence of east and south stream branches Scale of map: 1 inch = 200 feet Fig. 12. Cross—Sectional Profile for Section 1.313 (facing upstream) Elev., ft. VD 85 65 0 200 400 600 800 Station, feet Fig. 13. Cross—Sectional Profile for Section 1.403 (facing upstream) Elev., ft. 100, 90 60 0 200 400 600 800 Station. feet I 1 Fig. 14. Cross—Sectional Profile I for Section 1.420 (facing upstream) Elev.. ft 100 1 1 90 I 1 80 I 0 200 400 I Station, feet I I Fig. 15. Cross—Sectional Profile I for Section 1.520 (facing upstream) Elev., ft I IUD 1 I 95 1 85 1 75 I 0 200 400 600 5 Station. feet I 600 Fig. 16. Cross—Sectional Profile at Downstream Side of Bridge Elev.. ft. 95 I 85 65 ' 290 310 330 350 370 390 Station, feet El Camino Real near Olivenhaui Fig. 17. Cross—Sectional Profile at Upstream Side of Bridge 0 200 400 600 800 1000 Station. feet El Camino Real near Olivenhain I Fig. 18. Downstream side of bridge at El Camino Real and Olivenhain I I I I ~ I ~ I I 1 (hJ& C) tO. 1/7 2 o/5 /z9 077 d 7a.. 5 / A .,0.4/00 .. 5,4 5 z., 112 7'W/ e I A/ M dL3ff 247 o7I C,5ev3 /c3 Z'C • c"5 /# 2d/ o35 //d /7.3 o5f OJO 'c175 0 8 AV /1 re/5 /4/ cii7 141 z /3 4 o.71 6,(~z z7 35 dJ21 oj5 d/O5 c35 f3 we * L I I. 1 I I I I I I S7 -DIT" ID 14J7 A C///. vi ol - W'LJ Ll~L =6" c j C%15 27? eoz 2 4 /7 Z3 z4 /7c1 -°-- VI W, Crt- h ?) " - I- ccctt~,1011 :iv1i i 11 / if V2 ---- 2;, J7/-e? /&,,T wale . c..vc/ V 4 12V2I 7PC /ôS' 2-Z 2- 1.54 13) -, 7 , a •• - / E—j p3 5-5 /) /25 .1 •- / I I APPENDIX B. INPUT/OUTPUT LISTINGS OF HEC-1 RUNS * * * FLOOD HYDROGRAPH PACKAGE (NEC-1) * * FEBRUARY 1981 * * REVISED 02 AUG 88 * * * * RUN DATE 09/03/1990 TIME 20:57:53 * * * * ** * * **** * * ** *** ******* ******* *** * *** * ** * ** ******* ** *** *********** *** a ***** * *** * * * * U.S. ARMY CORPS OF ENGINEERS * * THE HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET A DAVIS, CALIFORNIA 95616 * (916) 551-1748 A * * x x xxxxxxx xxxxx x x x x x x xx x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEMS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RN-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRANTT VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM PAGE 1 HEC-1 INPUT LINE ID.......1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 2 ID ID DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT 3 ID WITHOUT FLOODWATER DETENTION BASINS 4 ID 6-HOUR STORM, 100-YEAR EVENT 5 ID ZONES 11, 12, ETC 6 7 IT 10 2 12DEC89 300 5 8 KK SUB 6C 9 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6C 10 11 BA IN 0.65 15 12 PB 2.90 13 P1 0 .0175 .0175 .0225 .0225 .0275 .0275 0475 .0475 0.185 14 15 P1 P1 .185 .05 .05 .04 .04 .0275 .0275 .0225 .0225 .02 .02 .02 .02 .02 .02 16 LS 88 17 UD 0.216 KK 6C-68 CHANNEL ROUTING 18 19 RK 3500 0.030 0.030 0 TRAP 25 2 20 KK SUB 6B I 21 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6B I I 22 BA 0.37 23 LS 90 24 UD 0.137 25 KK PT.68 26 KM COMBINE FLOWS OF 6C AND 68 27 HC 2 28 KK 68-6A CHANNEL ROUTING 29 RK 2300 0.011 0.040 0 TRAP 30 KK SUB 6A 31 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6A 32 BA 0.20 33 PB 2.8 34 LS 89 35 UD 0.078 36 KK PT.6A CONCENTRATION POINT 6A 37 HC 2 38 KK 6A-6 CHANNEL ROUTING 39 RK 2120 0.011 0.040 0 TRAP 40 KK SUB 41 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6 42 BA 0.25 43 PB 2.80 44 LS 89 45 UD 0.101 40 2 40 2 HEC-1 INPUT PAGE 2 LINE ID....... 1 . . ...... 2.......3.......4.......5.......6.......7.......8.......9......10 46 KK PT. 6 47 HC 2 48 KK SUB 5A 49 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5A 50 BA 0.64 51 PB 2.90 52 LS 89 53 UD 0.274 54 KK 5A-5 CHANNEL ROUTING 55 RK 4000 0.006 0.035 0 TRAP 20 2 56 KK SUB 57 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5 58 BA 0.68 59 PB 2.80 60 LS 89 61 UD 0.212 62 KK PT. 5 63 MC 2 64 KK PT. 7 65 MC 2 66 KK 7-8 CHANNEL ROUTING 67 RK 5880 0.004 0.040 0 TRAP 50 3 68 KK SUBS 69 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8 70 BA 0.62 71 PB 2.80 72 LS 85 2 73 UD 0.347 74 KK PT. 8 75 HC 2 76 KK SUB 77 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 1 78 BA 0.88 79 PB 2.80 80 LS 89 81 UD 0.117 82 KK SUB 83 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 2 84 BA 0.58 85 PB 2.80 86 LS 87 87 UD 0.107 NEC-1 INPUT LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 88 KK PT.3 89 HC 2 90 KK 3-3A CHANNEL ROUTING 91 RK 2000 0.015 0.020 0 TRAP 10 2 92 KK 3A-4 CHANNEL ROUTING 93 RK 3920 0.013 0.040 0 TRAP 50 3 94 KK SUB 95 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 4 96 BA 0.74 97 PB 2.70 98 LS 87 99 UD 0.148 100 KK PT. 4 101 HC 2 102 KK PT. 9 103 HC 2 104 KK 910 CHANNEL ROUTING 105 RK 2920 0.007 0.040 0 TRAP 60 3 106 KK SUB 10 107 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 10 108 BA 0.42 109 PB 2.70 110 LS 82 111 LID 0.189 112 KK P1.10 113 HC 2 114 KK SUB 11 115 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 11 116 BA 0.65 117 PB 2.80 118 LS 88 119 UD 0.102 120 KK PT.12 121 MC 2 122 KK 12-13 CHANNEL ROUTING PAGE 3 3 123 RK 4040 0.011 0.045 0 TRAP 60 3 124 KK SUB 13 125 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 13 126 BA 0.66 127 PB 2.70 128 LS 82 129 UD 0.262 HEC-1 INPUT PAGE 4 LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 130 KK P1.13 131 HC 2 132 ZZ * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * * FEBRUARY 1981 * * * REVISED 02 AUG 88 * * * * * * RUN DATE 12/10/1989 TIME 19:57:23 * * * * * *** ***** *** *** ***** * * ** * *** * *** *** ** * * a U.S. ARMY CORPS OF ENGINEERS * THE HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * - DAVIS, CALIFORNIA 95616 * (916) 551-1748 a *aaaaaa*aaaa****a******a**aa*********** DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT WITHOUT FLOODWATER DETENTION BASINS 6-HOUR STORM, 100-YEAR EVENT ZONES 11, 12, ETC 7 10 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL OSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 2 MINUTES IN COMPUTATION INTERVAL IDATE 12DEC89 STARTING DATE ITIME 0000 STARTING TIME NO 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 12DEC89 ENDING DATE NDTIME 0958 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .03 HOURS TOTAL TIME BASE 9.97 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT 4 4 + .4. FLOGRD - MAXIMUM NUMBER OF DX INTERVALS REACHED. MDX= 51 THIS MAY AFFECT ACCURACY OF KU SOLUTION. TO REDUCE ERRORS SHORTEN CHANNEL ELEMENT = 3 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT SUB 6C 561. 2.83 121. 73. 73. .65 ROUTED TO 6C-68 559. 2.90 121. 73. 73. .65 HYDROGRAPH AT SUB 6B 381. 2.77 75. 45. 45. .37 2 COMBINED AT PT.68 900. 2.83 196. 118. 118. 1.02 ROUTED TO 6B-6A 899. 2.87 196. 118. 118. 1.02 HYDROGRAPH AT SUB 6A 197. 2.73 37. 22. 22. .20 2 COMBINED AT PT.6A 1025. 2.83 233. 140. 140. 1.22 ROUTED TO 6A-6 1024 2.87 233. 140. 140. 1.22 HYDROGRAPH AT SUB 6 242. 2.77 46. 28. 28. .25 2 COMBINED AT PT. 6 1215. 2.83 279. 168. 168. 1.47 HYDROGRAPH AT SUB 5A 540. 2.87 125. 75. 75. 64 ROUTED TO 5A-5 539. 3.00 124. 75. 75. .64 HYDROGRAPH AT SUB 5 588. 2.83 126. 76. 76. 68 2 COMBINED AT PT. 5 1051. 2.90 250. 151. 151. 1.32 2 COMBINED AT PT. 7 2241. 2.87 528. 319. 319. 2.79 ROUTED TO 7-8 2240. 3.00 527. 318. 318. 2.79 HYDROGRAPH AT SUB 8 361. 2.97 95. 57. 57. .62 2 COMBINED AT PT. 8 2597. 3.00 621. 375. 375. 3.41 HYDROGRAPH AT SUB 1 842 2.77 163. 98. 98. .88 5 6 HYDROGRAPH AT SUB 2 2 COMBINED AT PT. 3 ROUTED TO 3-3A ROUTED TO 3A-4 HYDROGRAPH AT SUB 4 2 COMBINED AT PT. 4 2 COMBINED AT PT. 9 ROUTED TO 9-10 HYDROGRAPH AT SUB 10 2 COMBINED AT PT.1O HYDROGRAPH AT SUB 11 2 COMBINED AT PT.12 ROUTED TO 12-13 HYDROGRAPH AT SUB 13 2 COMBINED AT PT.13 NORMAL END OF HEC-1 511. 2.77 98. 59. 59. .58 1353. 2.77 260. 157. 157. 1.46 1343. 2.77 260. 157. 157. 1.46 1340. 2.87 260. 157. 157. 1.46 589. 2.80 118. 71. 71. .74 1891. 2.83 378. 228. 228. 2.20 4047. 2.93 997. 603. 603. 5.61 4026. 3.00 997. 602. 602. 5.61 238. 2.83 52. 31. 31. .42 4207. 2.97 1048. 634. 634. 6.03 602. 2.77 115. 69. 69. .65 4450. 2.97 1160. 703. 703. 6.68 4446. 3.03 1160. 702. 702. 6.68 335. 2.90 81. 49. 49. .66 4725. 3.03 1240. 751. 751. 7.34 + + + + I :I * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * * * FEBRUARY 1981 * * * * REVISED 02 AUG 88 * * * * * RUN DATE 12/17/1989 TIME 05:10:46 * * * * * ** ** ***** * * * **** * * * * *** ** **** ******* **** * ** *** * * ****** ********* ** * *** *** *** *** ** * * U.S. ARMY CORPS OF ENGINEERS * THE HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 551-1748 * x x xxxxxxx xxxxx x x x x x x xx x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEMS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RN-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEW AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE ID I iHEC-1 INPUT PAGE ....... 1 .......2.......3.......4.......5.......6.......7.......8.......9......10 I l 2 ID ID DRAINAGE STUDY FOR ENCINITAS CREEK, FOR ULTIMATE CONDITIONS OF WATERSHED CARLSBAD DEVELOPMENT 3 ID WITH FLOODWATER DETENTION BASINS A, B, AND C 4 ID 6-HOUR STORM, 100-YEAR EVENT 5 ID ZONES 11, 12, ETC 6 IT 2 12DEC89 300 I 7 10 5 8 KK SUB 6C I 9 10 KM BA RUNOFF FROM ENCINITAS CREEK SUBBASIN 0.65 6C 11 IN 15 12 PB 2.90 I 13 14 P1 P1 0 .0175 .0175 .0225 .0225 .185 .05 .05 .04 .04 .0275 .0275 .0475 .0475 0.185 .0275 .0275 .0225 .0225 .02 15 P1 .02 .02 .02 .02 .02 16 IS 88 17 LID 0.216 I 18 KK 6C-68 CHANNEL ROUTING 19 RK 3500 0.030 0.030 0 TRAP 25 2 I 20 21 KK KM SUB 6B RUNOFF FROM ENCINITAS CREEK SUBBASIN 68 I II [ L 22 BA 0.37 23 LS 90 24 UD 0.137 25 KK PT.68 26 KM COMBINE FLOWS OF 6C AND 6B 27 HC 2 28 KK 6B-6A CHANNEL ROUTING 29 RK 2300 0.011 0.040 0 TRAP 40 2 30 KK SUB 6A 31 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6A 32 BA 0.20 33 PB 2.8 34 LS 89 35 UD 0.078 36 KK PT.6A CONCENTRATION POINT 6A 37 HC 2 38 KK PT.6A FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA 39 KO 2 40 RS 1 51CR -1 41 SV 0 0.04 0.70 2.25 4.83 8.81 14.56 22.20 42 SQ 0 60 180 305 450 535 620 700 43 SE 123 124 126 128 130 132 134 136 HEC-1 INPUT LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 44 KK 6A-6 CHANNEL ROUTING 45 RK 2120 0.011 0.040 0 TRAP 40 2 46 KK SUB 47 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6 48 BA 0.25 49 PB 2.80 50 LS 89 51 UD 0.101 52 KK P1. 6 53 NC 2 54 KK PT. 6 FLOODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD. 55 KO 2 56 RS 1 SIOR -1 57 SV 0 0.92 3.96 10.16 20.09 33.22 49.95 58 SQ 0 17 48 62 72 303 767 59 SE 108 110 112 114 116 118 120 60 KK SUB 5A 61 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5A 62. BA 0.64 63 PB 2.90 64 LS 89 65 UD 0.274 66 KK 5A-5 CHANNEL ROUTING 67 RK 4000 0.006 0.035 0 TRAP 20 2 68 KK SUB 69 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5 70 BA 0.68 71 PB 2.80 72 LS 89 73 UD 0.212 74, KK PT. 5 2 PAGE 2 HC 2 76 KK PT. 7 77 HC 2 78 KK 7-8 CHANNEL ROUTING 79 RK 5880 0.004 0.040 0 TRAP 50 3 80 KK SUB 81 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8 82 BA 0.62 83 PB 2.80 84 LS 85 85 UD 0.347 NEC-i INPUT PAGE 3 LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 KK PT. 8 NC 2 KK SUB KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 1 BA 0.88 PB 2.80 LS 89 UD 0.117 KK SUB KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 2 BA 0.58 PB 2.80 IS 87 UD 0.107 KK PT. 3 NC 2 KK 3-3A CHANNEL ROUTING RK 2000 0.015 0.020 0 TRAP KK 3A-4 CHANNEL ROUTING RK 3920 0.013 0.040 0 TRAP KK SUB KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 4 BA 0.74 PB 2.70 IS 87 LiD 0.148 KK PT.4 HC 2 KK PT.9 MC 2 KK 9-10 CHANNEL ROUTING RK 2920 0.007 0.040 0 TRAP KK SUB 10 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 10 BA 0.42 PB 2.70 IS 82 UD 0.189 10 2 50 3 60 3 1 NEC-i INPUT PAGE 4 LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 3 124 KK PT.10 125 MC 2 126 KK SUB 11 127 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 11 128 KO 3 2 129 PB 2.80 130 BA 0.65 131 LS 88 132 UD 0.102 133 KK P1.11 134 KM STORAGE ROUTING IN FLOODWATER DETENTION BASIN C 135 KO 3 2 136 RS 1 ELEV 66.1 137 SV 0 0.4 1.5 2.6 3.7 4.9 138 SV 22 27.7 34.4 42.3 139 SE 66 67 68 69 70 71 140 SE 77 78 79 80 141 SO 0 7 17.5 37.5 70 101 142 SQ 177 186 196 209 143 KK PT.12 144 HC 2 145 KK 12-13 CHANNEL ROUTING 146 RK 4040 0.011 0.045 0 TRAP 60 147 KK SUB 13 148 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 13 149 BA 0.66 150 PB 2.70 151 IS 82 152 UD 0.262 153 KK P1.13 154 HC 2 155 ZZ * * **** *** * * *** ****** * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * * FEBRUARY 1981 * * * REVISED 02 AUG 88 * * * a * RUN DATE 12/17/1989 TIME * 05:10:46 * a * * **a****a*aaa**aaa*aaaaa*aaa*aaaaaaaaa**** DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT WITH FLOODWATER DETENTION BASINS A, B, AND C 6-HOUR STORM, 100-YEAR EVENT ZONES 11, 12, ETC 7 10 OUTPUT CONTROL VARIABLES 4 3 **aaaaaaaaaa****a*aaaaa**************** a * U.S. ARMY CORPS OF ENGINEERS * THE HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET a DAVIS, CALIFORNIA 95616 a (916) 551-1748 * aaa*aaa*a*a***aaa***aa**aaaaaaaae*a*a** 6.1 7.6 9.9 13 72 73 74 75 118 132 143 155 IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL OSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 2 MINUTES IN COMPUTATION INTERVAL IDATE 12DEC89 STARTING DATE ITIME 0000 STARTING TIME NO 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 12DEC89 ENDING DATE NDTIME 0958 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .03 HOURS TOTAL TIME BASE 9.97 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *a* *** *** * * 38 KK * PT.6A * FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA * * 39 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL OSCAL 0. HYDROGRAPH PLOT SCALE STATION PT.6A * * 54 KK * PT. 6 * FLOODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD. * * * ** * ** * * * **** * 55 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL OSCAL 0. HYDROGRAPH PLOT SCALE STATION PT. 6 131 LS SCS LOSS RATE STRTL .27 INITIAL ABSTRACTION CRVNBR 8.8.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 132 UD SCS DIMENSIONLESS UNITGRAPH TIAG .10 LAG UNIT HYDROGRAPH 17 END-OF-PERIOD ORDINATES 457. 1554. 2529. 2582. 2052. 1256. 786. 510. 321. 201. 128. 81. 51. 33. 22. 13. 6. 5 1 1 ... ... . ... HYDROGRAPH AT STATION SUB 11 TOTAL RAINFALL = 2.80, TOTAL LOSS = 1.16, TOTAL EXCESS = 1.64 PEAK FLOW TIME MAXIMUM AVERAGE FLOW + (CFS) 6-HR (HR) 24-HR 72-HR 9.97-HR (CFS) + 602. 2.77 115. 69. 69. 69. (INCHES) 1.642 1.642 1.642 1.642 (AC-FT) 57. 57. 57. 57. CUMULATIVE AREA = .65 SO MI * * 133 KK * PT.11 * * * 135 KO OUTPUT CONTROL VARIABLES PRINT CONTROL IPRNT 3 IPLOT 2 PLOT CONTROL OSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH ROUTING DATA 136 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP ELEV RSVRIC 66.10 TYPE OF INITIAL CONDITION INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 137 SV STORAGE .0 .4 1.5 2.6 3.7 4.9 6.1 7.6 9.9 13.0 22.0 27.7 34.4 42.3 139 SE ELEVATION 66.00 67.00 68.00 69.00 70.00 71.00 72.00 73.00 74.00 75.00 77.00 78.00 79.00 80.00 141 SO DISCHARGE 0. 7. 18, 38. 70. 101. 118. 132. 143. 155. 177. 186. 196. 209. *** *** *** HYDROGRAPH AT STATION PT.11 PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 9.97-HR + (CFS) (HR) (CFS) + 170. 3.37 113. (INCHES) 1.614 69. 69. 1.641 1.641 69. 1.641 AC-FT) 56. 57. 57. 57. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 9.97-HR 4 (AC-FT) (HR) 19. 3.37 10. 6. 6. 6. PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6 6-HR 24-HR 72-HR 9.97-HR + (FEET) (HR) 76.38 337 72.74 70.22 70.22 70.22 1 CUMULATIVE AREA .65 50 MI RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF II + OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT + SUB 6C 561. 2.83 121. 73. 73. .65 I ROUTED TO + 6C-6B 559. 2.90 121. 73. 73. .65 HYDROGRAPH AT I + SUB 6B 381. 277 75. 45. 45. .37 2 COMBINED AT + PT.6B 900. 2.83 196. 118. 118. 1.02 I ROUTED TO + 6B-6A 899. 2.87 196. 118. 118. 1.02 HYDROGRAPH AT I + SUB 6A 197. 2.73 37. 22. 22. .20 2 COMBINED AT + PT.6A 1025. 2.83 233. 140. 140. 1.22 ROUTED TO + PT.6A 642. 3.10 233. 140. 140. 1.22 + 134.55 3.10 I ROUTED TO + 6A-6 642. 3.17 233. 140. 140. 1.22 I + HYDROGRAPH AT SUB 6 242. 2.77 46. 28. 28. .25 2 COMBINED AT I + PT. 6 734. 280 279 168. 168. 1.47 ROUTED TO + PT. 6 558. 3.83 247. 159 159 1.47 + 11910 3.83 HYDROGRAPH AT + SUB 5A 540. 2.87 125. 75. 75. .64 I + ROUTED TO 5A-5 539 3.00 124. 75. 75. .64 HYDROGRAPH AT + SUB 5 588. 2.83 126. 76. 76. .68 I 2 COMBINED AT + PT. 5 1051. 2.90 250. 151. 151. 1.32 2 COMBINED AT I + PT. 7 1163. 2.93 492. 310. 310. 2.79 ROUTED TO + 7-8 1160. 3.13 492. 304. 304. 2.79 I I HYDROGRAPH AT + SUB 8 361. 2.97 95. 57. 2 COMBINED AT + PT. 8 1465. 3.13 581. 361. HYDROGRAPH AT 1 + SUB 1 842. 2.77 163. 98. 1 HYDROGRAPH AT * SUB 2 511. 2.77 98. 59. 2 COMBINED AT + PT. 3 1353. 2.77 260. 157. + ROUTED TO 3-3A 1342. 2.77 260. 157. ROUTED TO + 3A-4 1340. 2.87 260. 157. II HYDROGRAPH AT + SUB 4 589. 2.80 118. 71. 2 COMBINED AT I + PT. 4 1890. 2.83 378. 228. 2 COMBINED AT I ROUTED * TO PT. 9 2832. 2.90 955. 589. + 9-10 2831. 2.97 955. 586. HYDROGRAPH AT 1 + SUB 10 238. 2.83 52. 31. 2 COMBINED AT I + HYDROGRAPH AT P1.10 3013. 2.97 1006. 617. 4 SUB 11 602. 2.77 115. 69. ROUTED TO I + P1.11 170. 3.37 113. 69. + 2 COMBINED AT I + PT.12 3181. 2.97 1119. 686. ROUTED TO I HYDROGRAPH AT 12-13 3170. 3.03 1118. 683. 4 SUB 13 335. 2.90 81. 49. 2 COMBINED AT + PT.13 3450. 3.03 1195. 732. NORMAL END OF HEC-1 I I I 8 57. .62 361. 3.41 98. .88 59. .58 157. 1.46 157. 1.46 157. 1.46 71. .74 228. 2.20 589. 5.61 586. 5.61 31. .42 617. 6.03 69. .65 69. .65 76.38 3.37 686. 6.68 683. 6.68 49. .66 732. 7.34 * REVISED 02 AUG 88 * 1 * * * RUN DATE 05/07/1991 TIME 16:11:14 * * * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * FEBRUARY 1981 * * * * U.S. ARMY CORPS OF ENGINEERS * * THE HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 551-1748 * * * r x x xxxxxxx xxxxx x x x x x x xx x x x x xxxxxxx xxxx x xxxxx x x x x x x x . x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF NEC-i KNOWN AS NEC (JAN 73), HEMS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF •AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM PAGE 1 NEC-i INPUT LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 1 ID DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD 2 ID FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT 3 ID WITH FLOODWATER DETENTION BASINS A, B, C AND D 4 ID 6-HOUR STORM, 100-YEAR EVENT 5 ID ZONES ii, 12, ETC 6 IT 2 12DEC89 300 7 10 5 8 KK SUB 6C 9 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6C 10 BA 0.65 11 IN 15 12 PB 2.90 13 P1 0 .0175 .0175 .0225 0225 .0275 .0275 .0475 0475 0.185 14 P1 .185 .05 .05 .04 .04 .0275 0275 .0225 .0225 .02 15 P1 .02 .02 .02 .02 .02 16 LS 88 17 UD 0.216 18 KK 6C-6B CHANNEL ROUTING 19 RK 3500 0.030 0.030 0 TRAP 25 2 20 KK SUB 68 21 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 68 22 BA 0.37 23 LS 90 24 UD 0.137 25 KK PT.6B 26 KM COMBINE FLOWS OF 6C AND 68 27 MC 2 2& KK 68-6A CHANNEL ROUTING 29 RK 2300 0.011 0.040 0 TRAP 40 2 30 KK SUB 6A 31 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6A 32 BA 0.20 33 PB 2.8 34 LS 89 35 LID 0.078 36 KK PT.6A CONCENTRATION POINT 6A 37 MC 2 38 KK PT.6A FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA 39 KO 2 40 RS 1 STOR -1 41 SV 0 0.04 0.70 2.25 4.83 8.81 14.56 22.20 42 SQ 0 60 180 305 450 535 620 700 43 SE 123 124 126 128 130 132 134 136 NEC-1 INPUT LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 44 KK 6A-6 CHANNEL ROUTING 45 RK 2120 0.011 0.040 0 TRAP 40 2 46 KK SUB 47 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6 48 BA 0.25 49 PB 2.80 50 LS 89 51 LID 0.101 52 KK PT.6 53 HC 2 54 KK PT. 6 FLOODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD. 55 KO 2 56 RS 1 STOR -1 57 sv 0 0.92 3.96 10.16 20.09 33.22 49.95 58 SQ 0 17 48 62 72 303 767 59 SE 108 110 112 114 116 118 120 60 KK SUB 5A 61 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5A 62 BA 0.64 63 PB 2.90 64 LS 89 65 LID 0.274 66 KK 5A-5 CHANNEL ROUTING 67 RK 4000 0.006 0.035 0 TRAP 20 2 68 KK SUBS 69 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5 70 BA 0.68 71 PB 2.80 72 LS 89 73 LID 0.212 74 KK PT. S 75 HC 2 76 KK PT.7 77 HC 2 78 KK 78A CHANNEL ROUTING 79 RK 1500 0.002 0.040 0 TRAP 320 2 80 KK SUB 8A 81 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8A 82 BA 0.09 83 PB 2.80 84 LS 85 85 LiD 0.105 HEC-1 INPUT PAGE 2 PAGE 3 2 LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 86 KK PT.8A 87 HC 2 88 KK PT.8A FLOODWATER DETENTION BASIN D 89 KO 0 2 90 RS 1 STOR 1 91 SV 0 3.8 15.2 38.4 61.04 83.64 106.25 92 so 0 22 42 51 289 731 1289 93 SE 100 102 104 106 108 110 112 94 KK 8A-8 CHANNEL ROUTING 95 RK 4380 0.004 0.040 0 TRAP 50 3 96 KK SUB 8B 97 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8B 98 BA 0.53 99 PB 2.80 100 IS 85 101 UD 0.248 102 KK PT. 8 103 NC 2 104 KK SUB 105 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 1 106 BA 0.88 107 PB 2.80 108 IS 89 109 UD 0.117 110 KK SUB 111 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 2 112 BA 0.58 113 PB 2.80 114 LS 87 115 UD 0.107 116 KK PT.3 117 NC 2 118 KK 3-3A CHANNEL ROUTING 119 RK 2000 0.015 0.020 0 TRAP 10 2 120 KK 3A-4 CHANNEL ROUTING 121 RK 3920 0.013 0.040 0 TRAP 50 3 122 KK SUB 123 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 4 124 BA 0.74 125 PB 2.70 126 IS 87 127 UD 0.148 NEC-i INPUT PAGE 4 LINE ID.......1 .......2.......3.......4.......5.......6.......7........8.......9......10 128 KK PT.4 129 HC 2 130 KK PT. 9 131 NC 2 132 KK 9-10 CHANNEL ROUTING 133 RK 2920 0.007 0.040 0 TRAP 60 3 '34 KK SUB 10 '35 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 10 136 BA 0.42 137 PB 2.70 138 LS 82 3. I 139 LID 0.189 140 KK PT.iO 141 HC 2 :I 142 KK SUB 11 143 KM RUNOFF FROM ENCINITAS CREEK SUBBASIW 11 144 KO 3 2 145 PB 2.80 I 146 BA 0.65 147 IS 88 148 LID 0.102 149 KK P1.11 I 150 KM STORAGE ROUTING IN FLOODWATER DETENTION BASIN C 151 KO 3 2 152 RS 1 ELEV 66.1 153 SV 0 0.4 1.5 2.6 3.7 4.9 6.1 7.6 9.9 13 I 154 SV 22 27.7 34.4 42.3 155 SE 66 67 68 69 70 71 72 73 74 75 156 SE 77 78 79 80 157 SQ 0 7 17.5 37.5 70 101 118 132 143 155 I 158 SQ 177 186 196 209 159 KK PT.12 160 NC 2 I 161 KK 12-13 CHANNEL ROUTING 162 RK 4040 0.011 0.045 0 TRAP 60 3 163 KK SUB 13 164 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 13 I 165 BA 0.66 166 PB 2.70 167 IS 82 - 168 UD 0.262 I iHEC-1 INPUT PAGE 5 LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 I 169 KK P1.13 170 HC 2 171 22 1************a**aa**************a********* * * * * I FLOOD HYDROGRAPH PACKAGE (NEC-1) * * U.S. ARMY CORPS OF ENGINEERS * FEBRUARY 1981 * * THE HYDROLOGIC ENGINEERING CENTER * REVISED 02 AUG 88 * 609 SECOND STREET a * I * RUN DATE 05/07/1991 TIME * 16:11:14 * * DAVIS, CALIFORNIA 95616 * (916) 551-1748 * * * a a *aaa*aaaa*a*aaaaaaaaaa*****aaaaaa*****a i • I DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT WITH FLOODWATER DETENTION BASINS A, 8, C AND D 6-HOUR STORM, 100-YEAR EVENT ZONES 11, 12, ETC I 7 10 OUTPUT CONTROL VARIABLES IPRWT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL OSCAL 0. HYDROGRAPH PLOT SCALE I IT HYDROGRAPH TIME DATA NMIN 2 MINUTES IN COMPUTATION INTERVAL IDATE 12DEC89 STARTING DATE I ,TIME NO 0000 STARTING TIME 300 NUMBER OF HYDROGRAPH ORDINATES 4 II NDDATE 12DEC89 ENDING DATE NDTIME 0958 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .03 HOURS TOTAL TIME BASE 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 5 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT SUB 6C 561. 2.83 121. 73. 73. .65 ROUTED TO 6C-68 559. 2.90 121. 73. 73. .65 HYDROGRAPH AT SUB 68 381. 2.77 75. 45. 45. .37 2 COMBINED AT PT.68 900. 2.83 196. 118. 118. 1.02 ROUTED TO 6B-6A 899. 2.87 196. 118. 118. 1.02 HYDROGRAPH AT SUB 6A 197. 2.73 37. 22. 22. .20 2 COMBINED AT PT.6A 1025. 2.83 233. 140. 140. 1.22 ROUTED TO PT.6A 642. 3.10 233. 140. 140. 1.22 134.55 3.10 ROUTED TO 6A-6 642. 3.17 233. 140. 140. 1.22 HYDROGRAPH AT SUB 6 242. 2.77 46. 28. 28. .25 2 COMBINED AT PT. 6 734. 2.80 279. 168. 168. 1.47 ROUTED TO PT. 6 558. 3.83 247. 159. 159. 1.47 119.10 3.83 HYDROGRAPH AT SUB 5A 540. 2.87 125. 75. 75. .64 ROUTED TO 5A-5 539. 3.00 124. 75. 75. 64 HYDROGRAPH AT SUB 5 588. 2.83 126. 76. 76. .68 2 COMBINED AT PT. 5 1051. 2.90 250. 151. 151. 1.32 2 COMBINED AT PT. 7 1163. 2.93 492. 310. 310. 2.79 ROUTED TO 7-8A 1160. 3.07 492. 306. 306. 2.79 HYDROGRAPH AT SUB 8A 72. 2.77. 14. 8. 8. .09 2 COMBINED AT PT.8A 1185. 3.03 505. 314. 314. 2.88 ROUTED TO PT.8A 753. 4.40 420. 263. 263. 288 110.08 4.40 6 753. 4.60 419. 257. 257. 2.88 353. 2.87 81. 49. 49. .53 827. 4.53 473. 306. 306. 3.41 842. 2.77 163. 98. 98. .88 511. 2.77 98. 59. 59. .58 1353. 2.77 260. 157. 157. 1.46 1342. 2.77 260. 157. 157. 1.46 1340. 2.87 ' 260. 157. 157. 1.46 589. 2.80 118. 71. 71. .74 1890. 2.83 378. 228. 228. 2.20 2238. 2.83 842. 534. 534. 5.61 2236. 2.90 842. 530. 530. 5.61 238. 2.83 52. 31. 31. .42 2456. 2.90 893. 562. 562. 6.03 602. 2.77 115. 69. 69. .65 170. 3.37 113. 69. 69. .65 2622. 2.90 1005. 631. .631. 6.68 2610. 2.97 1003. 626. 626. 6.68 335. 2.90 81. 49. 49. .66 2926. 2.97 1080. 675. 675. 7.34 76.38 3.37 I I + ROUTED TO 8A-8 AT + I HYDROGRAPH SUB 8B 2 COMBINED AT P1.8 I HYDROGRAPH AT + SUB HYDROGRAPH AT I +SUB 2 2 COMBINED AT 4 I ROUTED TO PT.3 4 3-3A I ROUTED TO HYDROGRAPH AT 4 SUB 2 COMBINED AT COMBINED AT 4 I 2 PT. 9 ROUTED TO 4 9-10 I HYDROGRAPH AT + SUB 10 + I 2 COMBINED AT PT.10 HYDROGRAPH AT + SUB 11 I ROUTED TO 4 PT.11 4 COMBINED AT + I 2 PT.12 ROUTED TO 12-13 I HYDROGRAPH AT 4 SUB 13 COMBINED AT + I 2 PT.13 NORMAL END OF HEC-1 I I . I 7 U, U' X X XXXXXXX XXXXX X X X X X X X XXXXXXX XXXX X X X X X X X X X X XXXXXXX XXXXX I 1 APPENDIX C. INPUT/OUTPUT LISTINGS FOR HEC-2 1****************************************************** * WATER SURFACE PROFILES * * * VERSION OF NOVEMBER 1976 * * * UPDATED MAY 1984 * * * IBM-PC-XT VERSION AUGUST 1985 * * * RUN DATE 09-03-90 TIME 15:55:55 * *************************************** * U.S. ARMY CORPS OF ENGINEERS * THE HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616 * (916) 440-2105 (FTS) 448-2105 09-03-90 15:55:55 PAGE 1 I THIS RUN EXECUTED 09-03-90 HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -. 01,02,03,04,05,06 MODIFICATION - 50,51,52,53,54,55,56 IBM-PC-XT VERSION AUGUST 1985 Ti THIS IS A SUBCRITICAL RUN FOR ENCINITAS CREEK EXISTING CONDITIONS T2 FOR EVALUATION OF DRAINAGE CAPACITIES OF BRIDGES AND CULVERTS 73 FOR NATURAL CONDITIONS WITHOUT DETENTION BASINS J1 ]CHECK IWO NINV IDIR STRT METRIC HVINS Q WSEL FQ 0. 2. 0. 0. .000000 .00 .0 0. 8.500 .000 J2 NPROF IPLOT PRFVS XSECV XSECH FM ALLDC 18W CHNIM ITRACE 1.000 .000 -1.000 .000 .000 .000 .000 .000 .000 .000 OT 3.000 4725.000 3450.000 2926.000 .000 .000 .000 .000 .000 .000 NC .060 .060 .060 .100 .300 .000 .000 .000 .000 .000 Xl .000 62.000 410.000 530.000 .000 .000 .000 .000 .000 .000 X3 10.000 .000 .000 270.000 .000 .000 .000 .000 .000 .000 GR 5.900 .000 5.900 10.000 6.000 20.000 5.900 30.000 5.900 40.000 SR 5.900 50.000 5.900 60.000 5.900 70.000 5.900 80.000 5.800 90.000 GR 5.800 100.000 5.800 110.000 5.800 120.000 5.700 130.000 5.600 140.000 GR 5.500 150.000 5.400 160.000 5.400 170.000 5.300 180.000 5.200 190.000 GR 5.000 200.000 5.000 210.000 5.000 220.000 4.800 230.000 4.500 240.000 GR 4.200 246.300 3.300 249.900 3.300 250.000 3.300 252.000 4.000 255.000 GR 4.100 260.000 4.300 270000 4.300 280.000 4.300 290.000 4.400 300.000 SR 4.600 310.000 4.700 320.000 6.700 330.000 4.800 340.000 4.900 350.000 SR 5.000 360.000 5.000 370.000 4.900 380.000 4.900 390.000 4.900 400.000 GR 4.900 410.000 4.900 420.000 4.800 430.000 4.700 440.000 4.700 450.000 GR 4.700 460.000 4.800 470.000 4.700 480.000 4.800 490.000 4.800 500.000 GR 4.800 510.000 4.900 520.000 5.000 530.000 5.200 540.000 5.400 550.000 GR 5.800 560.000 5.800 562.900 .000 .000 .000 .000 .000 .000 NC .000 .000 .000 .300 .500 .000 .000 .000 .000 .000 xi .017 48.000 .000 80.000 295.000 295.000 295.000 .000 .000 .000 X3 10.000 .000 .000 .000 .000 270.000 .000 .000 .000 .000 X2 .000 .000 .000 .000 .000 1.500 .000 .000 .000 .000 GR 7.200 .000 7.300 10.000 7.400 20.000 7.500 30.000 7.600 40.000 GR 7.800 50.000 7.900 60.000 8.000 70.000 8.000 80.000 8.000 90.000 GR 8.100 100.000 8.100 110.000 8.100 120.000 8.100 130.000 8.000 140.000 GR 8.000 150.000 7.900 160.000 7.800 170.000 7.800 180.000 7.800 190.000 GR 7.700 200.000 7.700 210.000 7.700 220.000 7.600 230.000 7.500 240.000 GR 7.400 250.000 7.400 260.000 7.400 270.000 7.300 280.000 7.200 290.000 GR 7.100 300.000 7.100 310.000 7.100 320.000 7.500 325.400 8.900 330.000 GR 13.900 340.000 17.600 350.000 17.900 353.500 17.900 360.000 17.800 368.900 GR 17.600 370.000 17.700 380.000 17.700 390.000 17.800 400.000 17.900 410.000 GR 18.100 421.800 18.200 430.000 18.200 433.500 .000 .000 .000 .000 09-03-90 15:55:55 PAGE 2 xi .053 14.000 229.400 266.600 405.000 325.000 365.000 .000 .000 .000 X3 .000 .000 .000 229.400 18.500 266.600 18.500 .000 .000 .000 GR 16.000 185.000 9.500 229.400 9.500 229.500 9.500 241.400 9.500 241.500 GR 9.500 242.000 9.500 242.100 9.500 254.000 9.500 254.100 9.500 254.500 GR 9.500 254.600 9.500 266.500 9.500 266.600 16.000 290.000 .000 .000 NC .000 .000 .017 .000 .000 .000 .000 .000 .000 .000 xi .054 14.000 229.400 266.600 10.000 10.000 10.000 .000 .000 .000 X3 .000 .000 .000 229.400 18.500 266.600 18.500 .000 .000 .000 81 -14.000 185.000 16.000 16.000 229.400 18.500 9.500 229.500 18.500 17.500 81 .000 241.400 18.500 17.500 241.500 18.500 9.500 242.000 18.500 9.500 BT .000 242.100 18.500 17.500 254.000 18.500 17.500 254.100 18.500 9.500 ST .000 254.500 18.500 9.500 254.600 18.500 17.500 266.500 18.500 17.500 BI .000 266.600 18.500 9.500 290.000 16.000 16.000 .000 .000 .000 GR 16.000 185.000 9.500 229.400 9.500 229.500 9.500 241.400 9.500 241.500 GR 9.500 242.000 9.500 242.100 9.500 254.000 9.500 254.100 9.500 254.500 GR 9.500 254.600 9.500 266.500 9.500 266.600 16.000 290.000. .000 .000 Xl .063 14.000 229.400 266.600 120.000 120.000 120.000 .000 .000 .000 X3 .000 .000 000 229.400 18.800 266.600 18.800 .000 .000 .000 BI -14.000 185.000 16.000 16.000 229.400 18.800 9.800 229.500 18.800 17.800 81 .000 241.400 18.800 17.800 241.500 18.800 9.800 242.000 18.800 9.800 ST .000 242.100 18.800 17.800 254.000 18.800 17.800 254.100 18.800 9.800 ST .000 254.500 18.800 9.800 254.600 18.800 17.800 266.500 18.800 17.800 ST .000 266.600 18.800 9.800 290.000 16.000 16.000 .000 .000 .000 GR 16.000 185.000 9.800 229.400 9.800 229.500 9.800 241.400 9.800 241.500 GR 9.800 242.000 9.800 242.100 9.800 254.000 9.800 254.100 9.800 254.500 GR 9.800 254.600 9.800 266.500 9.800 266.600 16.000 290.000 .000 .000 NC .000 .000 .050 .000 .000 .000 .000 .000 .000 .000 Xl .064 14.000 229.400 266.600 10.000 10.000 10.000 .000 .000 .000 X3 .000 .000 .000 229.400 18.800 266.600 18.800 .000 .000 .000 GR 16.000 185.000 9.800 229.400 9.800 229.500 9.800 241.400 9.800 241.500 GR 9.800 242.000 9.800 242.100 9.800 254.000 9.800 254.100 9.800 254.500 GR 9.800 254.600 9.800 266.500 9.800 266.600 16.000 290.000 .000 .000 NC .000 .000 .120 .100 .300 .000 .000 .000. .000 .000 Xl .098 45.000 445.300 526.200 . 135.000 130.000 140.000 .000 .000 .000 X3 10.000 .000 .000 265.100 .000 .000 .000 .000 .000 .000 GR 69.400 .000 69.500 10.000 69.500 20.000 69.500 30.000 69.500 40.000 GR 69.500 60.000 69.400 90.000 73.400 102.000 70.500 110.000 67.900 118.700 GR 58.200 120.000 37.900 126.800 36.200 130.000 27.500 140.000 25.100 146.200 GR 20.600 153.300 20.200 160.000 20.200 170.000 20.400 190.000 21.100 220.000 GR 20.400 230.700 20.100 265.100 17.900 285.200 17.300 310.700 17.200 350.600 GR 17.200 420.600 17.100 430.700 17.200 440.700 17.200 445.300 14.800 450.600 GR 13.100 460.600 13.100 470.600 12.700 485.200 12.900 510.700 14.000 526.200 GR 14.300 550.600 14.600 580.700 15.000 610.600 16.000 645.200 17.600 685.200 GR 18.900 725.300 20.800 765.300 22.900 815.200 24.100 835.300 24.900 844.100 NC .000 .000 .140 .000 .000 .000 .000 .000 .000 .000 Xl .129 51.000 400.000 470.000 160.000 145.000 150.000 .000 .000 .000 GR 74.600 .000 74.800 10.000 74.900 20.000 74.900 30.000 73.800 60.000 2 210.000 205.000 205.000 .000 .000 .000 45.500 20.000 45.400 30.000 45.400 38.600 44.200 50.000 39.100 60.000 34.200 70.000 30.500 98.200 30.500 100.000 30.400 110.000 29.700 140.000 29.700 150.000 29.500 160.000 28.500 190.000 27.700 200.000 28.000 210.000 28.600 240.000 28.700 250.000 29.500 260.000 29.900 290.000 30.000 300.000 29.900 310.000 .240 45.400 45.400 32.200 30.200 29.300 28.000 29.700 65.000 .000 40.200 80.000 120.000 170.000 220.000 270.000 180.000 45.500 44.700 30.900 30.100 29.100 28.200 30.000 260.000 10.000 48.900 90.000 130.000 180.000 230.000 280.000 xi GR GR GR GR GR GR GR GR 76.000 64.800 46.000 69.400 45.900 70.000 43.300 80.000 41.300 GR 35.900 100.000 34.600 103.300 30.100 105.300 29.700 112.200 29.200 GR 29.400 130.000 29.700 140.000 29.800 150.000 29.500 170.000 29.700 GR 28.600 210.000 25.300 237.500 25.600 260.000 25.500 290.000 25.300 GR 24.900 325.300 22.200 330.000 17.600 340.000 15.900 347.700 15.900 GR 15.900 360.000 15.800 370.000 15.900 380.000 16.400 390.000 16.900 GR 16.800 410.000 16.500 420.000 16.500 430.000 17.000 440.000 17.100 GR 17.200 470.000 17.100 490.000 17.100 510.000 17.300 530.000 17.800 GR 18.700 590.000 19.900 618.100 21.700 648.100 23.100 688.100 26.000 GR 26.400 762.100 .000 .000 .000 .000 .000 .000 .000 Xl .156 67.000 230.900 290.000 140.000 140.000 140.000 .000 .000 GR 34.900 .000 34.800 10.000 34.500 20.000 34.000 30.000 33.600 GR 34.400 41.100 34.300 42.300 34.000 50.000 33.100 53.700 30.000 GR 29.300 65.100 29.300 70.000 28.900 80.000 28.700 90.000 28.500 GR 28.300 110.000 28.400 120.000 28.600 130.000 28.300 134.200 26.600 GR 24.300 148.100 24.500 150.000 24.400 158.900 24.100 160.000 19.500 GR 19.600 176.700 19.600 180.000 19.600 190.000 19.400 200.000 19.400 GR 19.300 220.000 19.200 230.900 17.400 240.000 16.600 250.000 16.800 GR 17.500 270.000 18.300 280.000 19.000 290.000 19.700 300.000 20.300 GR 20.700 320.000 20.800 330.000 20.700 340.000 20.700 350.000 20.800 GR 21.000 370.000 21.200 380.000 21.200 390.000 21.400 400.000 21.400 GR 21.600 420.000 21.800 430.000 22.000 440.000 22.500 450.000 22.500 GR 22.800 470.000 23.200 480.000 23.500 490.000 23.700 500.000 24.100 GR 24.100 520.000 24.300 530.000 24.500 540.000 24.800 550.000 25.100 GR 26.000 570.000 26.400 575.200 .000 .000 .000 .000 .000 Xl .182 69.000 220.000 300.000 140.300 141.000 140.700 .000 .000 GR 39.300 .000 39.300 10.000 39.400 20.000 39.200 30.000 38.500 GR 38.900 41.400 39.000 43.200 38.800 50.600 36.200 60.000 32.200 GR 28.500 78.000 28.400 80.000 28.200 90.000 28.000 100.000 27.800 GR 27.400 120.000 26.600 130.000 26.500 140.000 26.600 150.000 26.800 GR 26.500 162.800 25.600 170.000 24.800 180.000 24.000 190.000 23.500 GR 23.000 210.000 22.600 220.000 22.500 230.100 22.500 240.000 22.400 GR 22.500 260.000 22.500 261.000 21.100 267.700 21.100 270.000 21.100 GR 21.600 283.900 22.200 290.000 22.400 297.800 22.400 300.000 22.500 GR 22.500 320.000 22.700 330.000 22.800 340.000 23.100 350.000 23.300 GR 23.800 370.000 24.200 380.000 24.500 390.000 24.700 400.000 24.800 GR 25.100 420.000 25.200 430.000 25.200 440.000 25.600 450.000 26.000 GR 26.300 470.000 26.500 480.000 26.600 490.000 26.800 500.000 26.900 GR 27.200 520.000 27.500 530.000 28.600 540.000 29.300 550.000 30.000 GR 30.400 570.000 30.800 580.000 31.000 590.000 31.200 597.400 .000 90.000 120.000 180.000 320.000 350.000 400.000 450.000 560.000 758.100 .000 .000 40.000 60.000 100.000 140.000 170.000 210.000 260.000 310.000 360.000 410.000 460.000 510.000 560.000 .000 .000 40.000 70.000 110.000 160.000 200.000 250.000 280.000 310.000 360.000 410.000 460.000 510.000 560.000 .000 .000 .202 10.000 42.000 42.400 31.200 29.600 29.200 25.300 25.300 25.400 25.700 26.400 27.700 28.400 29.900 31.400 .000 67.000 .000 .000 30.000 60.000 100.000 140.000 180.000 220.000 250.000 300.000 350.000 400.000 450.000 500.000 550.000 .150 200.000 .000 41.800 42.300 30.600 29.000 28.900 25.200 25.300 25.300 26.000 26.500 27.700 28.600 30.100 31.300 .000 270.000 140.000 10.000 32.100 70.000 110.000 148.300 183.000 230.000 260.000 310.000 360.000 410.000 460.000 510.000 555.100 .000 110.000 .000 41.500 38.700 30.000 28.500 28.700 25.500 24.300 25.300 26.000 27.000 28.000 28.900 30.400 .000 .000 115.000 .000 20.000 40.000 80.000 120.000 150.000 190.000 240.000 270.000 320.000 370.000 420.000 470 .000 520.000 .000 .000 112.000 .000 42.100 34.300 29.900 28.000 27.300 25.700 24.800 25.500 26.000 27.500 28.100 29.200 31.000 .000 .000 .000 .000 21.200 50.000 90.000 130.000 160.000 200.000 243.200 280.000 330.000 380.000 430.000 480.000 530.000 .000 .000 .000 .000 42.300 31.300 29.600 28.200 26.100 25.300 25.400 25.600 26.200 27.500 28.200 29.600 31.500 .000 .000 .000 .000 22.600 59.200 99.800 133.800 170.000 210.000 249.000 290.000 340.000 390.000 440.000 490.000 540.000 .000 NC Xl X3 GR GR GR GR GR GR GR GR GR GR GR GR GR GR 3 29.800 320.000 29.900 330.000 29.900 340.000 30.100 350.000 30.200 360.000 30.000 370.000 30.200 380.000 30.300 390.000 30.400 400.000 31.600 409.100 31.800 410.000 33.800 420.000 34.700 430.000 34.700 434.900 34.600 440.000 34.900 450.000 34.200 460.000 34.900 468.700 35.000 470.000 35.300 480.600 36.100 490.000 36.100 500.000 36.500 510.000 37.300 520.000 37.800 530.000 38.200 540.000 38.300 550.000 38.500 560.000 38.700 570.000 38.700 579.200 .277 63.000 220.000 280.000 193.400 191.300 197.400 .000 .000 .000 48.600 .000 48.300 10.000 48.300 20.000 48.300 30.000 47.900 40.000 47.400 48.300 45.300 50.000 39.300 60.000 36.200 68.800 36.200 70.000 36.000 80.000 35.500 90.000 34.800 100.000 34.300 110.000 33.300 120.000 33.300 128.000 33.300 130.000 33.700 140.000 33.800 150.000 33.700 160.000 33.700 170.000 33.500 180.000 33.300 190.000 33.200 200.000 33.200 210.000 33.100 220.000 33.100 230.000 32.900 240.000 32.100 250.000 31.900 260.000 32.800 270.000 33.000 280.000 33.100 290.000 33.100 300.000 33.100 310.000 33.300 320.000 33.300 330.000 33.500 340.000 33.500 350.000 33.700 360.000 33.800 370.000 34.600 378.100 34.900 380.000 35.600 390.000 35.800 400.000 36.500 409.000 36.500 410.000 36.300 422.600 37.400 430.000 37.900 440.000 38.400 450.800 38.800 460.000 39.000 470.000 39.600 480.000 39.900 490.000 40.300 500.000 40.900 510.000 41.400 520.000 41.900 530.000 42.100 540.000 42.400 550.000 42.800 560.000 43.200 569.000 .000 .000 .000 .000 .310 63.000 210.000 270.000 190.000 190.000 190.000 .000 .000 .000 51.000 .000 51.000 10.000 50.800 20.000 50.400 30.000 50.100 40.000 49.800 41.600 45.500 50.000 39.600 60.000 39.300 61.500 39.100 70.000 38.500 80.000 38.100 90.000 37.500 100.000 36.800 110.000 36.200 120.000 35.500 130.000 34.800 138.700 34.800 140.000 34.800 150.000 35.000 160.000 34.800 170.000 34.500 180.000 34.500 190.000 34.600 200.000 34.800 210.000 34.700 220.000 34.800 230.000 34.400 240.000 34.500 250.000 34.700 260.000 35.000 270.000 35.400 280.000 35.600 290.000 35.600 300.000 35.400 310.000 35.500 320.000 35.600 330.000 35.700 340.000 36.300 350.000 37.000 360.000 37.300 371.300 37.600 380.000 37.600 390.000 38.000 400.000 38.400 410.000 38.600 420.000 39.000 430.000 39.300 440.000 39.800 450.000 40.200 460.000 40.500 470.000 40.900 480.000 41.400 490.000 41.800 500.000 42.300 510.000 42.900 520.000 43.400 530.000 43.800 540.000 44.300 550.000 45.000 560.000 45.600 570.000 46.100 580.000 46.300 582.800 .000 .000 .000 .000 .356 64.000 270.000 350.000 245.000 250.000 250.000 . .000 .000 .000 10.000 .000 .000 .000 .000 400.000 .000 .000 .000 .000 54.400 .000 54.200 10.000 54.100 20.000 53.800 30.000 53.200 40.000 52.600 42.700 47.500 50.000 44.500 60.000 .44.200 64.500 43.900 70.000 43.000 80.000 42.100 90.000 41.000 100.000 40.000 110.000 39.400 120.000 38.900 130.000 38.200 140.000 37.600 150.000 37.600 161.100 37.900 170.000 38.200 180.000 38.100 190.000 37.900 200.000 37.800 210.000 37.500 220.000 37.400 230.000 37.300 240.000 37.100 250.000 36.900 260.000 36.700 270.000 36.300 280.000 36.100 290.000 36.000 300.000 35.900 310.000 35.900 320.000 36.200 331.800 37.300 340.000 38.500 350.000 38.600 360.000 38.800 370.000 38.900 380.000 40.500 390.300 41.000 400.000 40.900 403.100 40.800 410.000 40.800 419.300 40.800 420.000 41.200 430.000 41.500 440.000 41.700 450.000 41.900 460.000 42.300 470.000 42.900 480.000 43.800 490.000 44.300 500.000 44.700 510.000 45.300 520.000 45.700 530.000 46.200 540.000 46.600 550.000 47.100 560.000 47.800 570.000 48.600 580.000 48.600 585.000 .000 .000 .401 67.000 260.000 340.000 238.900 238.800 238.800 .000 .000 .000 57.000 .000 56.900 10.000 56.500 20.000 56.500 30.000 56.700 40.000 56.800 42.400 55.000 50.000 54.700 52.200 53.000 60.000 52.400 63.500 51.700 70.000 49.900 80.000 48.800 90.000 47.800 100.000 45.700 110.000 42.400 120.000 41.000 130.000 40.600 137.700 40.600 140.000 40.500 150.000 40.500 160.000 40.400 170.000 40.100 180.000 40.100 190.000 40.000 200.000 40.000 210.000 39.900 220.000 39.800 230.000 39.600 240.000 39.400 250.000 39.400 260.000 39.200 270.000 39.100 280.000 39.000 290.000 39.000 300.000 38.900 310.000 39.000 320.000 39.400 330.000 39.400 340.000 39.600 350.000 39.700 360.000 39.800 370.000 40.100 380.000 40.300 390.000 40.800 400.000 41.700 410.000 41.700 420.000 42.000 424.700 43.600 430.000 43.500 435.600 43.500 440.000 43.500 450.000 43.400 460.000 43.600 470.000 43.600 475.900 44.100 480.000 44.800 490.000 45.200 500.000 45.400 510.000 45.700 520.000 46.200 530.000 46.800 540.000 47.300 550.000 47.600 560.000 47.800 570.000 48.700 580.000 49.100 589.100 .000 .000 .000 .000 .000 .000 .000 .000 .130 .000 .000 .000 .000 .000 .000 .000 GR GR GR GR GR GR xi GR GR GR GR CR GR GR GR GR GR GR GR GR xi GR GR GR GR GR GR GR GR GR GR GR GR GR xi X3 GR GR GR GR GR GR GR GR GR GR GR GR GR xi GR GR GR GR GR GR GR CR GR GR GR GR GR GR NC 4 xl .451 81 .000 450.000 530.000 260.000 235.000 245.000 .000 .000 .000 OR 75.200 .000 69.900 10.000 65.400 20.000 61.700 30.000 60.700 33.400 OR 60.600 38.000 60.100 39.900 60.100 40.000 60.100 50.000 60.000 60.000 OR 59.800 63.100 59.500 70.000 59.200 80.000 58.700 90.000 58.800 92.500 OR 58.900 100.000 58.600 110.000 58.500 112.900 58.300 120.000 58.000 130.000 OR 58.100 131.100 58.300 132.800 58.300 138.000 58.300 140.000 51.900 150.000 OR 50.200 160.000 49.500 170.000 49.300 180.000 49.200 190.000 49.100 200.000 OR 48.800 210.000 48.800 220.000 48.500 230.000 48.100 240.000 47.500 250.000 OR 46.500 260.000 45.000 270.000 44.000 280.000 43.400 290.000 42.700 300.000 GR 42.200 310.000 42.000 320.000 41.800 330.000 41.600 340.000 41.500 350.000 OR 41.500 360.000 41.500 370.000 41.600 380.000 41.700 390.000 41.800 400.000 OR 42.200 410.000 42.400 420.000 42.500 430.000 42.400 440.000 42.300 450.000 OR 42.200 460.000 42.000 470.000 41.400 480.000 40.900 490.000 40.500 500.000 GR 40.200 510.000 40.600 517.700 40.800 520.000 42.800 530.000 45.400 540.000 OR 45.700 544.200 45.700 550.000 45.800 560.000 46.100 570.000 46.100 580.000 GR 46.000 590.000 45.600 600.000 45.700 604.800 46.100 610.000 46.900 620.000 GR GR 47.400 48.700 630.000 676.100 47.600 .000 640.000 .000 47.900 .000 650.000 .000 48.100 .000 660.000 .000 48.400 .000 670.000 .000 NC .000 .000 .140 .000 .000 .000 .000 .000 .000 .000 XI .522 79.000 300.000 368.400 390.400 395.700 392.300 .000 .000 .000 OR 56.200 .000 55.700 10.000 56.300 12.000 55.700 14.300 52.800 20.000 GR 48.900 29.800 48.900 30.000 48.600 40.000 48.100 50.000 47.700 60.000 GR 47.700 70.000 47.600 80.000 47.600 90.000 47.400 100.000 47.500 110.000 OR 47.400 120.000 47.400 130.000 47.400 140.000 47.200 150.000 47.100 160.000 OR 47.000 170.000 47.100 180.000 47.100 190.000 46.900 200.000 46.600 210.000 OR 46.500 220.000 46.400 230.000 46.300 240.000 46.000 250.000 45.800 260.000 OR 45.600 270.000 45.300 280.000 44.900 290.000 46.600 300.000 44.300 310.000 OR 43.900 320.000 43.700 330.000 43.300 340.000 43.100 350.000 43.300 353.200 GR 43.700 43.700 360.000 400.000 43.900 43.300 368.400 411.100 43.900 43.600 370.000 420.000 43.900 43.900 380.000 430.000 43.900 44.000 390.000 440.000 OR OR 44.100 450.000 44.100 460.000 44.100 471.800 45.700 480.000 46.100 485.100 OR 46.100 490.000 46.100 500.000 46.900 507.000 47.000 510.000 47.000 511.500 OR 46.700 520.000 46.700 524.900 46.900 530.000 47.400 540.000 47.900 550.000 OR 48.200 560.000 48.600 570.000 48.600 580.000 48.800 590.000 49.000 600.000 OR 49.100 610.000 49.300 620.000 49.800 630.000 49.900 640.000 50.000 650.000 OR 49.900 660.000 50.100 670.000 50.200 680.000 50.200 681.200 .000 .000 X1 .615 89.000 410.000 473.600 504.100 513.900 511.300 .000 .000 .000 X3 10.000 .000 .000 .000 .000 569.800 .000 .000 .000 .000 OR 77.300 .000 75.700 10.000 72.700 20.000 69.800 28.100 69.600 30.000 OR 68.900 40.000 68.800 50.000 68.800 60.000 68.800 70.000 68.300 80.000 OR OR 68.100 67.500 90.000 104.100 67.600 66.900 98.400 106.900 65.800 66.900 99.800 108.900 65.900 67.000 100.000 110.000 66.600 67.100 101.700 120.000 OR 67.200 127.200 67.200 130.000 67.200 140.000 67.400 148.300 67.400 150.000 OR 68.000 160.000 68.200 166.500 68.200 170.000 68.300 180.000 68.900 185.200 OR 69.100 188.600 68.800 190.400 64.800 200.000 61.500 210.000 61.500 211.500 OR 61.000 220.000 60.500 230.000 60.300 240.000 60.000 250.000 59.800 260.000 OR 59.500 268.400 59.100 270.000 57.200 280.000 54.200 290.000 52.400 300.000 OR 50.500 310.000 49.700 320.000 49.400 330.000 49.100 340.000 48.900 350.000 OR 48.800 360.000 48.400 370.000 48.100 380.000 48.000 390.000 47.900 400.000 OR 48.000 410.000 47.900 420.000 47.800 430.000 47.800 440.000 47.100 450.000 OR 47.100 456.800 47.100 460.000 47.400 461.700 48.200 470.000 48.300 473.600 OR 48.500 480.000 48.600 490.000 48.600 500.000 48.800 510.000 49.000 520.000 OR 49.200 530.000 49.500 540.000 49.800 550.000 51.000 560.000 52.100 569.800 OR 52.100 570.000 51.500 580.000 51.200 590.000 51.700 601.800 51.700 610.000 52.000 620.000 52.400 630.000 52.600 640.000 53.100 650.000 53.800 660.000 OR GR 54.100 670.000 54.500 680.000 55.000 690.000 55.800 694.900 .000 .000 Xl .678 93.000 280.000 350.000 336.100 341.300 341.000 .000 .000 .000 X3 10.000 .000 .000 .000 .000 513.600 .000 .000 .000 .000 GR 85.700 .000 77.800 10.000 76.500 13.000 76.900 15.800 77.200 17.600 OR 76.700 19.800 76.700 20.000 76.800 24.200 76.900 30.000 77.200 40.000 OR 77.300 42.900 77.300 50.000 77.800 60.900 78.000 70.000 77.900 78.500 OR OR 77.900 72.100 80.000 110.000 77.800 67.400 90.000 120.000 78.600 64.700 98.000 130.000 78.600 63.200 100.000 140.000 78.600 61.700 101.200 150.000 OR 61.700 154.600 61.500 160.000 60.700 170.000 60.100 181.500 58.300 190.000 OR 57.100 200.000 56.300 210.000 56.500 213.600 56.500 220.000 56.600 230.000 OR 55.700 238.000 55.500 240.000 54.400 250.000 53.200 259.300 53.200 260.000 OR 52.700 270.000 52.200 280.000 51.800 290.000 51.400 300.000 50.400 310.000 I 330.000 380.000 430.000 480.000 513.600 540.000 580.000 610.000 660.000 709.700 50.900 50.600 51.100 54.800 55.500 54.700 58.200 59.600 61.900 .000 340.000 390.000 440.000 490.000 519.500 550.000 590.000 620.000 670.000 .000 51.100 50.500 51.300 55.100 55.500 55.600 58.400 60.300 62.400 .000 350.000 400.000 450.000 496.200 520.000 555.400 597.700 630.000 680.000 .000 50.800 51.100 50.900 53.000 55.500 54.800 57.400 58.900 61.400 64.600 .1 I OR 50.200 317.800 50.500 320.000 OR 51.100 360.000 51.200 370.000 GR 50.500 410.000 50.800 420.000 OR 51.500 460.000 51.800 470.000 I OR 54.800 500.000 54.900 510.000 OR 55.000 530.000 54.800 537.800 OR 56.000 560.000 56.700 570.000 OR 58.200 600.000 58.600 607.300 I GR 60.600 640.000 61.100 650.000 GR 62.800 690.000 63.300 700.000 NC .000 .000 .130 Xl .780 74.000 320.000 OR 86.400 .000 79.700 OR 80.200 14.800 80.100 GR 80.400 40.000 80.200 GR 80.200 74.900 80.100 OR 79.000 98.900 78.900 OR 66.000 140.000 64.200 OR 60.100 190.000 59.700 OR. 57.200 239.800 57.200 OR 56.400 280.000 56.500 OR 56.400 330.000 56.200 GR 56.100 370.000 56.100 OR 56.600 420.000 56.400 GR 58.000 470.000 58.600 GR 58.900 511.600 59.600 GR 61.000 550.000 61.600 Xl .834 82.000 370.000 X3 10.000 .000 .000 GR 85.300 .000 82.800 GR 77.400 40.000 74.800 OR 75.600 50.000 75.700 GR 75.500 73.900 75.400 OR 74.600 110.000 74.500 OR 72.800 137.200 70.300 OR 63.100 170.000 62.600 OR 61.100 220.000 60.600 OR 58.800 270.000 58.800 GR 58.500 320.000 58.400 OR 58.000 370.000 57.800 OR 57.100 420.000 57.400 OR 59.600 470.000 61.700 OR 65.200 510.000 65.100 OR 65.300 554.000 64.900 OR 61.800 593.600 61.900 OR 64.100 630.000 64.400 NC .000 .000 .140 Xl .918 66.000 810.000 X3 10.000 .000 .000 GR 68.400 .000 68.700 SR 69.400 90.000 69.400 OR 67.900 270.000 67.400 OR 65.400 430.000 65.100 OR 64.800 540.000 64.200 OR 67.500 650.000 66.700 OR 60.500 729.500 60.500 SR 60.900 770.000 61.000 OR 61.200 830.000 60.800 GR 62.500 990.000 62.700 GR 64.900 1090.000 65.500 GR 68.400 1160.000 69.200 OR 69.800 1250.000 70.400 GR 71.800 1324.100 .000 NC .050 .050 .140 CT 3.000 4207.000 3013.000 .000 390.000 8.200 16.300 50.000 80.000 100.000 150.000 200.000 240.000 290.000 340.000 380.000 430.000 480.000 520.000 560.000 470.000 .000 10.000 44.700 51.700 80.000 111.800 140.000 180.000 230.000 280.000 330.000 380.000 430.000 480.000 520.000 560.000 600.000 638.300 .000 910.000 690.000 10.000 120.000 310.000 440.000 580.000 670.000 730.000 780.000 850.000 1020.000 1110. 000 1173.100 1270.000 .000 .000 2456. 000 .000 554.000 79.500 80.300 80.300 79.700 72.600 63.300 59.300 56.900 56.700 56.000 56.400 56.500 59.000 60.500 62.200 260.200 .000 80.300 74.600 75.300 75.200 74.300 65.000 61.900 60.000 58.600 58.300 57.700 57.600 64.800 65.300 64.000 62.500 .000 .000 470.000 .000 68.800 69.600 66.800 64.200 64.200 66.600 60.500 61.100 60.700 63.600 66.700 68.900 71.100 .000 000 000 .000 568.300 9.100 20.000 54.800 90.000 110.000 160.000 210.000 250.000 300.000 350.000 390.000 440.000 490.000 530.000 570.000 248.500 500.000 20.000 45.500 53.200 90.000 120.000 150.000 190.000 240.000 290.000 340.000 390.000 440.000 490.000 530.000 570.000 607.100 .000 .000 460.000 .000 20.000 160.000 350.000 460.000 610.000 690.000 740.000 790.000 880.000 1060.000 1123.600 1190.000 1290.000 .000 .000 .000 .000 561.700 80.700 80.500 80.000 80.100 69.400 62.400 58.700 56.700 56.600 55.400 56.600 56.900 58.900 61.000 62.500 253.600 .000 79.100 75.100 75.500 75.000 74.400 63.700 61.500 59.500 58.600 58.300 57.300 57.900 65.100 65.300 63.200 62.600 .000 .000 465.000 .000 69.400 68.800 66.300 64.800 67.800 65.900 60.700 61.200 61.700 63.900 66.300 68.800 71.400 .000 .000 .000 .000 .000 10.000 30.000 60.000 93.600 120.000 170.000 220.000 260.000 310.000 357.700 400.000 450.000 500.000 537.300 577.800 .000 .000 30.000 47.400 60.000 93.500 130.500 156.800 200.000 250.000 300.000 350.000 400.000 450.000 496.800 540.000 580.000 610.000 .000 .000 .000 .000 40.000 200.000 380.000 480.000 620.000 712.700 750.000 800.000 910.000 1070.000 114 1.900 1210.000 1310. 000 .000 .000 .000 .000 .000 80.800 80.400 80.300 80.000 68.000 61.500 57.900 56.500 56.600 55.800 56.700 57.200 58.800 61.000 .000 .000 .000 77.500 75.800 75.500 74.900 74.400 63.700 61.600 59.100 58.500 58.100 57.200 58.600 65.200 65.300 61.900 63.400 .000 .000 .000 .000 69.500 68.400 65.800 66.900 67.700 63.500 60.900 61.300 62.500 64.400 67.200 69.500 71.600 .000 .000 .000 .000 .000 12.000 38.100 70.000 95.000 130.000 180.000 230.000 270.000 320.000 360.000 410.000 460.000 510.000 540.000 .000 .000 .000 39.600 49.600 70.000 100.000 132.300 160.000 210.000 260.000 310.000 360.000 410.000 460.000- 500.000 550.000 590.000 620.000 .000 .000 .000 .000 60.000 230.000 420.000 510.000 630.000 720.000 760.000 810.000 950.000 1080.000 1150.000 1240.000 1320.000 .000 .000 .000 6 Xl .998 88.000 150.000 240.000 450.000 425.000 440.000 .000 .000 .000 OR 70.800 .000 71.000 10.000 71.000 19.700 71.000 20.000 70.800 30.000 OR 70.400 39.200 70.400 40.000 70.500 50.000 70.600 57.000 70.400 60.000 OR 70.100 70.000 70.100 74.800 70.000 76.900 69.900 80.000 69.600 81.500 OR 66.500 90.000 62.800 100.000 62.000 105.600 62.000 110.000 62.300 120.000 OR 62.300 130.000 62.400 140.000 62.500 150.000 62.300 160.000 62.300 170.000 OR 62.400 180.000 62.400 190.000 62.400 200.000 62.400 210.000 62.500 220.000 OR 62.900 230.000 63.000 240.000 63.000 250.000 63.000 260.000 63.000 270.000 OR 63.000 280.000 63.000 290.000 63.200 300.000 63.300 310.000 63.300 320.000 OR 63.300 330.000 63.300 340.000 63.300 350.000 63.300 360.000 63.300 370.000 OR 63.300 380.000 63.300 390.000 63.300 400.000 63.300 410.000 63.300 420.000 OR 63.300 430.000 63.300 440.000 63.300 450.000 63.300 460.000 63.400 470.000 OR 64.000 480.000 64.300 490.000 65.100 500.000 66.100 510.000 66.600 520.000 GR 67.000 530.000 67.500 540.000 68.100 550.000 68.800 560.000 69.200 566.500 OR 69.200 570.000 69.200 580.000 69.400 590.000 69.500 600.000 69.600 610.000 OR 69.400 620.000 69.200 630.000 69.100 640.000 69.300 647.300 69.800 650.000 OR 76.400 658.600 75.900 660.000 73.200 670.000 70.700 680.000 71.500 683.100 OR 71.800 687.700 71.500 690.000 71.300 700.000 71.800 702.500 72.400 710.000 GR 72.400 712.800 72.700 720.000 73.300 730.600 .000 .000 .000 .000 NC .000 .000 .150 .000 .000 .000 .000 .000 .000 .000 Xl 1.096 83.000 180.000 330.000 525.000 530.000 525.000 .000 .000 .000 OR 79.300 .000 79.500 10.000 79.500 20.000 79.500 25.800 79.400 30.000 OR 79.000 40.000 79.200 43.900 79.100 45.200 78.900 48.600 77.900 50.000 OR 72.800 60.000 69.900 70.500 69.900 80.000 70.000 91.100 70.100 101.500 OR 68.700 110.000 66.400 120.000 65.300 130.000 64.700 140.000 64.100 150.000 OR 63.500 160.000 63.100 170.000 63.000 180.000 62.100 190.000 62.000 200.000 OR 62.000 210.000 62.000 220.000 62.000 230.000 62.000 240.000 62.000 250.000 OR 62.000 260.000 62.000 270.000 62.000 280.000 62.000 290.000 62.000 300.000 OR 62.000 310.000 62.300 320.000 62.700 330.000 63.000 340.000 63.500 350.000 OR 63.600 360.000 64.200 370.000 64.900 380.000 66.300 390.000 68.500 400.000 OR 70.600 410.000 70.700 417.500 70.700 420.000 70.700 430.000 70.700 440.000 OR 70.700 450.000 71.900 456.600 72.700 460.000 72.900 471.200 70.800 480.900 OR 70.900 490.000 70.800 500.000 70.700 510.000 70.600 520.000 70.500 530.000 OR 70.400 540.000 70.500 550.000 70.600 560.000 70.900 570.000 71.200 580.000 OR 71.600 590.000 71.800 600.000 71.900 610.000 72.000 620.000 72.000 630.000 OR 72.100 640.000 72.300 650.000 72.300 660.000 72.300 670.000 72.700 680.000 OR 72.600 690.000 72.800 700.000 72.900 710.000 73.200 720.000 73.600 730.000 OR 73.800 740.000 74.100 750.000 74.200 757.200 .000 .000 .000 .000 NC .055 .050 .150 .000 .000 .000 .000 .000 .000 .000 Xl 1.164 68.000 100.000 280.000 361.500 367.500 363.400 .000 .000 .000 OR 85.700 .000 80.000 10.000 74.100 20.000 74.000 22.600 74.000 30.000 OR 73.800 40.000 73.500 44.400 72.800 50.000 72.100 60.000 71.100 70.000 OR 69.800 80.000 68.000 90.000 66.300 100.000 65.400 110.000 65.200 120.000 OR 65.300 130.000 65.300 140.000 65.300 150.000 65.300 160.000 65.300 170.000 OR 65.300 180.000 65.100 190.000 65.100 200.000 65.100 210.000 65.100 220.000 OR 65.100 230.000 65.200 240.000 65.200 250.000 65.300 260.000 65.500 270.000 OR 66.500 280.000 66.900 290.000 67.000 300.000 67.300 310.000 67.500 320.000 OR 67.700 330.000 67.800 340.000 68.100 350.000 69.000 360.000 73.900 370.000 OR 74.900 375.800 74.800 380.000 74.600 390.000 74.600 400.000 74.700 410.000 OR 74.700 420.000 74.800 430.000 74.900 440.000 75.000 450.000 75.100 460.000 OR 75.200 470.000 75.200 480.000 75.200 490.000 75.200 500.000 75.400 510.000 OR 75.400 520.000 75.600 530.000 75.700 540.000 76.100 550.000 76.300 560.000 OR 76.400 570.000 76.400 580.000 76.700 590.000 76.900 600.000 77.200 610.000 OR 77.500 620.000 77.700 630.000 77.800 632.500 .000 .000 .000 .000 Xl 1.236 73.000 120.000 240.000 359.100 359.600 359.200 .000 .000 .000 OR 89.600 .000 89.900 .800 89.600 4.900 88.200 10.000 83.800 18.500 OR 83.800 20.000 84.600 30.000 84.700 40.000 84.000 44.300 79.800 50.000 OR 75.800 60.000 75.000 63.900 75.100 70.000 74.900 80.000 74.700 90.000 OR 74.700 100.000 74.700 110.000 74.300 120.000 73.700 130.000 73.500 140.000 OR 73.200 150.000 73.000 160.000 73.100 170.000 73.200 180.000 73.300 190.000 OR 73.300 200.000 73.500 210.000 73.500 220.000 73.800 230.000 74.400 240.000 GR 75.100 250.000 76.100 260.000 77.300 270.000 79.400 280.000 79.100 285.300 OR 79.400 290.000 80.200 300.000 80.300 306.400 80.300 310.000 80.400 320.000 OR 80.300 330.000 81.200 335.700 88.700 338.700 88.800 340.000 90.000 350.000 OR 90.900 356.700 90.400 360.000 88.800 369.100 85.900 370.000 80.100 374.700 OR 80.200 380.000 80.200 390.000 80.100 400.000 80.100 610.000 80.100 420.000 GR 80.100 430.000 80.000 440.000 79.800 450.000 79.700 460.000 79.500 470.000 OR 79.200 480.000 79.000 490.000 79.200 500.000 79.300 510.000 79.300 520.000 CR 79.300 530.000 79.400 540.000 79.600 550.000 79.800 560.000 80.000 570.000 OR 80.100 580.000 80.000 590.000 80.400 595.100 .000 .000 .000 .000 NC .050 .040 .130 .000 .000 .000 .000 .000 .000 .000 Xl 1.313 87.000 270.000 390.000 427.700 414.200 423.600 .000 .000 .000 CR 121.600 .000 114.800 10.000 111.100 20.000 108.000 23.200 96.900 30.000 CR 87.900 40.000 83.900 46.500 83.900 50.000 83.800 51.700 83.400 53.500 CR 83.800 60.000 83.900 70.000 84.100 80.000 84.200 90.000 84.200 93.600 OR 84.100 100.000 83.800 110.000 83.500 120.000 83.600 130.000 83.600 130.700 OR 83.100 135.000 81.300 140.000 77.600 150.000 77.000 152.200 76.900 160.000 CR 76.900 170.000 76.700 180.000 76.100 190.000 75.300 200.000 75.000 210.000 OR 74.800 220.000 74.500 230.000 74.500 240.000 74.500 250.000 74.300 260.000 CR 74.300 270.000 74.000 280.000 73.800 290.000 73.600 300.000 73.400 310.000 CR 73.300 320.000 73.200 330.000 73.000 340.000 73.100 350.000 73.100 360.000 OR 73.400 370.000 73.500 380.000 73.500 390.000 73.700 400.000 73.800 410.000 GR 73.800 420.000 73.800 430.000 73.800 440.000 74.000 450.000 74.000 460.000 CR 74.200 470.000 74.300 480.000 74.500 490.000 74.700 500.000 74.900 510.000 OR 75.000 520.000 75.200 530.000 76.000 540.000 76.800 550.000 77.400 560.000 OR 77.500 562.100 77.700 570.000 78.000 580.000 78.200 590.000 78.400 600.000 OR 79.100 610.000 79.800 620.000 80.600 630.000 80.700 631.600 80.700 640.000 OR 81.200 650.000 81.700 652.200 81.800 656.100 81.800 660.000 82.100 670.000 OR 82.500 680.000 82.900 690.000 83.300 700.000 83.900 710.000 84.500 720.000 OR 85.300 730.000 85.700 735.600 .000 .000 .000 .000 .000 .000 NC .030 .060 .030 .000 .000 .000 .000 .000 .000 .000 01 3.000 1890.000 1890.000 1890.000 .000 .000 .000 .000 .000 .000 Xl 1.403 11.000 394.900 448.900 535.000 490.000 524.000 .000 .000 .000 X3 .000 .000 .000 394.900 84.000 .000 .000 .000 .000 .000 OR 81.400 .000 81.900 44.800 81.500 68.700 80.300 86.100 82.500 106.000 OR 83.500 280.000 83.500 394.900 76.700 423.900 77.100 448.900 81.400 557.900 CR 87.200 662.400 .000 .000 .000 .000 .000 .000 .000 .000 NC .030 .040 .030 .000 .000 .000 .000 .000 .000 .000 Xl 1.420 11.000 404.300 444.700 370.000 360.000 362.000 .000 .000 .000 X3 .000 .000 .000 350.000 84.000 .000 .000 .000 .000 .000 CR 83.800 .000 84.200 33.100 83.600 66.400 82.200 156.800 83.200 236.000 OR 82.300 318.300 81.600 404.300 78.400 411.400 84.400 444.700 86.500 526.700 CR 89.900 608.000 .000 .000 .000 .000 .000 .000 .000 .000 Xl 1.520 12.000 338.800 396.900 270.000 252.000 252.000 .000 .000 .000 X3 .000 .000 .000 258.600 89.500 .000 .000 .000 .000 .000 CR 89.300 .000 88.800 30.900 88.100 67.900 88.300 165.700 89.500 258.600 OR 87.500 338.800 85.400 363.000 83.100 377.500 88.500 396.900 92.600 477.300 CR 97.600 558.500 102.400 635.300 .000 .000 .000 .000 .000 .000 01 3.000 4207.000 3013.000 2456.000 .000 .000 .000 .000 .000 .000 NC .050 .040 .130 .000 .000 .000 .000 .000 .000 .000 Xl -1.313 87.000 270.000 390.000 427.700 414.200 423.600 .000 .000 .000 CR 121.600 .000 114.800 10.000 111.100 20.000 108.000 23.200 96.900 30.000 OR 87.900 40.000 83.900 46.500 83.900 50.000 83.800 51.700 83.400 53.500 OR 83.800 60.000 83.900 70.000 8.4.100 80.000 84.200 90.000 84.200 93.600 OR 84.100 100.000 83.800 110.000 83.500 120.000 83.600 130.000 83.600 130.700 OR 83.100 135.000 81.300 140.000 77.600 150.000 77.000 152.200 76.900 160.000 OR 76.900 170.000 76.700 180.000 76.100 190.000 75.300 200.000 75.000 210.000 OR 74.800 220.000 74.500 230.000 74.500 240.000 74.500 250.000 74.300 260.000 OR 74.300 270.000 74.000 280.000 73.800 290.000 73.600 300.000 73.400 310.000 OR 73.300 320.000 73.200 330.000 73.000 340.000 73.100 350.000 73.100 360.000 CR 73.400 370.000 73.500 380.000 73.500 390.000 73.700 400.000 73.800 410.000 CR 73.800 420.000 73.800 430.000 73.800 440.000 74.000 450.000 74.000 460.000 OR 74.200 470.000 74.300 480.000 74.500 490.000 74.700 500.000 74.900 510.000 OR 75.000 520.000 75.200 530.000 76.000 540.000 76.800 550.000 77.400 560.000 OR 77.500 562.100 77.700 570.000 78.000 580.000 78.200 590.000 78.400 600.000 CR 79.100 610.000 79.800 620.000 80.600 630.000 80.700 631.600 80.700 640.000 CR 81.200 650.000 81.700 652.200 81.800 656.100 81.800 660.000 82.100 670.000 CR 82.500 680.000 82.900 690.000 83.300 700.000 83.900 710.000 84.500 720.000 OR 85.300 730.000 85.700 735.600 .000 .000 .000 .000 .000 .000 01 3.000 2597.000 1465.000 832.000 .000 .000 .000 .000 .000 .000 NC .040 .100 .060 .100 .300 .000 .000 .000 .000 .000 Xl .000 13.000 473.400 552.200 200.000 400.000 300.000 .000 .000 .000 X3 10.000 73.500 .000 .000 .000 .000 .000 .000 .000 .000 CR 79.700 .000 79.600 90.100 79.100 203.300 80.800 295.900 82.300 397.500 GR 76.100 473.400 73.500 515.600 75.400 552.200 82.100 625.300 82.700 747.300 GR 79.100 840.500 78.600 962.800 82.100 1084.200 .000 .000 .000 .000 .7:43:29 PAGE 11 Xl .006 30.000 320.000 360.100 40.000 40.000 40.000 .000 .000 .000 X3 10.000 .000 .000 .000 .000 .000 .000 .000 .000 .000 GR 83.400 .000 81.400 82.300 81.100 174.900 80.300 257.100 80.300 290.000 GR 81.000 314.000 81.000 320.000 77.100 320.100 76.800 323.000 75.000 327.500 GR 75.000 337.500 79.000 337.600 79.000 342.500 75.000 342.600 75.000 352.500 GR 77.100 357.000 77.100 360.000 81.000 360.100 81.000 382.000 81.000 384.000 GR 81.300 387.000 81.900 532.900 82.200 642.600 83.200 776.600 84.200 880.400 GR 86.700 975.000 87.600 1060.000 89.300 1171.800 92.400 1308.000 99.100 1455.800 SB 1.050 1.600 2.900 400.000 45.000 5.000 140.000 .000 75.000 75.000 Xl .021 .000 .000 .000 110.000 110.000 110.000 .000 .000 .000 X2 .000 .000 1.000 79.000 81.000 .000 .000 1.050 .000 .000 BT -8.000 314.000 81.000 81.000 314.100 82.000 81.000 320.000 82.000 81.000 BT .000 320.100 82.300 79.000 360.000 82.300 79.000 360.100 82.000 81.000 BT .000 382.000 82.000 81.000 384.000 81.000 81.000 .000 .000 .000 Xl .023 19.000 139.500 284.700 20.000 20.000 20.000 .000 .000 .000 X3 .000 .000 .000 150.000 81.000 220.000 81.000 .000 .000 .000 GR 96.600 .000 91.700 35.800 79.600 75.400 79.600 100.300 78.200 139.500 GR 76.000 157.500 75.000 172.200 75.100 206.800 78.100 284.700 79.400 381.500 GR 79.800 491.000 79.900 604.300 82.200 714.400 83.500 836.100 85.300 961.300 GR 85.300 1082.600 88.100 1191.700 92.400 1277.100 99.800 1353.300 .000 .000 Xl .110 19.000 253.700 386.500 485.000 425.000 471.000 .000 .000 .000 GR 88.000 .000 84.900 15.800 82.000 24.900 83.600 45.800 80.500 58.700 GR 78.300 97.600 78.700 131.200 78.900 207.800 77.300 253.700 75.800 278.900 GR 76.600 294.700 77.300 386.500 79.100 484.000 82.600 608.100 82.000 704.600 GR 83.500 831.300 85.300 934.600 86.700 1042.900 88.300 1118.200 .000 .000 EJ .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 07:43:29 PAGE 12 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XML XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 1 CCHV .100 CEHV= .300 *SECNO .000 3280 CROSS SECTION .00 EXTENDED 2.70 FEET 3470 ENCROACHMENT STATIONS 270.0 562.9 TYPE= 1 TARGET= -270.000 .00 4.20 8.50 .00 8.50 8.80 .30 .00 .00 4.90 4725. 2352. 1974. 399. 530. 445. 103. 0. 0. 5.00 .00 4.44 4.44 388 .060 .060 .060 .000 4.30 270.00 .005611 0. 0. 0. 0 0 0 .00 292.90 562.90 0 CCHV .300 CEHV= .500 *SECNO .017 WATER EL CHANGE FROM X2 CARD 3470 ENCROACHMENT STATIONS= .0 270.0 TYPE= 1 TARGET: 269.999 3495 OVERBANK AREA ASSUMED NON-EFFECTIVE,ELLEA 100000.00 ELREA= 8.00 .02 2.80 10.00 .00 .00 10.95 .95 3.36 .32100000.00 4725. 0. 1508. 3217. 0. 189. 416. 6. 2. 8.00 .01 .00 7.98 7.73 .060 .060 .060 .000 7.20 .00 9 .034540 295. 295. 295. 0 0 0 .00 270.00 270.00 U *SECNO .053 3280 CROSS SECTION .05 EXTENDED 3.04 FEET 3301 HV CHANGED MORE THAN HVINS 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET 37.200 ELENCL= 18.50 ELENCR= 18.50 .05 9.54 19.04 17.44 .00 21.64 2.60 9.86 .83 9.50 4725. 60. 4634. 31. 24. 355. 13. 10. 3. 18.50 .02 2.48 13.06 2.47 .060 .060 .060 .000 9.50 185.00 .023252 405. 365. 325. 6 17 0 .00 105.00 290.00 0 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG MV ML OLOSS BANK ELEV 0 OLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO .054 4575 CRITICAL DEPTH ASSUMED BELOW ELLC OF 17.500 EGLC 21.680 EGC= 22.438 WSEL= 19.763 4575 CRITICAL DEPTH ASSUMED BELOW ELLC OF 17.500 EGLC 21.680 EGC= 21.686 WSEL 17.392 3280 CROSS SECTION .05 EXTENDED 2.40 FEET 3301 MV CHANGED MORE THAN HVINS 3370 NORMAL BRIDGE,NRD= 14 MIN ELTRD= 16.00 MAX ELLC 17.50 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET 37.200 ELENCL= 18.50 ELENCR= 18.50 .05 8.90 18.40 17.50 .00 22.58 4.18 .15 .79 9.50 4725. 0. 4725. 0. 0. 288. 0. 10. 3. 18.50 .02 .00 16.41 .00 .060 .017 .060 .000 9.50 229.40 .010953 10. 10. 10. 8 18 0 -43.18 37.20 266.60 0 *SECNO .063 3280 CROSS SECTION .06 EXTENDED 7.12 FEET 3301 HV CHANGED MORE THAN HVINS 3370 NORMAL BRIDGE,NRDr 14 MIN ELTRD 16.00 MAX ELLC 17.80 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET 37.200 ELENCL= 18.80 ELENCR= 18.80 .06 13.32 23.12 .00 .00 24.08 .96 .53 .97 9.80 4725. 578. 3857. 290. 192. 449. 101. 11. 4. 18.80 .02 3.02 8.60 2.87 .060 .017 .060 .000 9.80 185.00 .002387 120. 120. 120. 5 0 0 -46.81 105.00 290.00 0 *SECNO .064 3280 CROSS SECTION .06 EXTENDED 7.58 FEET 07:43:29 PAGE 13 PAGE 16 10 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV o GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XML XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 3470 ENCROACHMENT STATIONS 229.4 266.6 TYPE= 1 TARGET= 37.200 ELENCL 18.80 ELENCR= 18.80 .06 13.77 23.57 .00 .00 24.21 .63 .03 .10 9.80 4725. 746. 3607. 372. 212. 513. 112. 11. 4. 18.80 .02 3.52 7.04 3.33 .060 .050 .060 .000 9.80 185.00 .002871 10. 10. 10. 2 0 0 .00 105.00 290.00 0 CCHV= .100 CEHV= .300 *SECNO .098 3301 MV CHANGED MORE THAN HVINS 3470 ENCROACHMENT STATIONS= 265.1 844.1 TYPE= 1 TARGET= 265.100 .10 11.61 24.31 .00 .00 24.33 .02 .06 .06 17.20 4725. 1453. 716. 2556. 1233. 888. 1994. 19. 5. 14.00 .06 1.18 .81 1.28 .060 .120 .060 .000 12.70 265.10 .000176 135. 140. 130. 2 0 0 .00 572.46 837.56 *SECNO .000 3265 DIVIDED FLOW .00 5.96 79.46 .00 .00 79.85 .39 .46 .09 76.10 2597. 294. 2069. 234. 87. 380. 178. 238. 67. 75.40 .60 3.40 5.45 1.31 .040 .060 .100 .000 73.50 122.99 .005963 200. 300. 400. 0 0 0 .00 424.87 992.45 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV 0 GLOB 0CM OROB ALOB ACM AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XML XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO .006 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED .01 6.74 81.74 81.74 .00 82.36 .62 .34 .07 81.00 2597. 893. 1662. 42. 211. 229. 43. 238. 68. 81.00 .60 4.23 7.27 .97 .040 .060 .100 .000 75.00 68.28 .013282 40. 40. 40. 20 12 0 .00 425.85 494.14 0 SPECIAL BRIDGE SB XK XKOR COFO RDLEN BWC BWP BAREA SS ELCHU ELCHD 1.05 1.60 2.90 400.00 45.00 5.00 140.00 .00 75.00 75.00 *SECNO .021 3280 CROSS SECTION .02 EXTENDED 1.61 FEET 3301 MV CHANGED MORE THAN HVINS PRESSURE AND WEIR FLOW EGPRS EGLWC H3 OWEIR QPR BAREA TRAPEZOID ELLC ELTRD 11 PAGE 20 AREA 90.29 82.56 .20 990. 1610. 140. 160. 79.00 81.00 .02 10.01 85.01 .00 .00 85.03 .02 2.67 .00 81.00 2597. 1569. 439. 589. 1200. 360. 1386. 242. 69. 81.00 .63 1.31 1.22 .43 .040 .060 .100 .000 75.00 .00 .000204 110. 110. 110. 2 0 3 .00 910.97 910.97 0 SECNO .023 3470 ENCROACHMENT STATIONS= 150.0 220.0 TYPE= 1 TARGET= 70.000 ELENCL 81.00 ELENCR -81.00 .02 10.02 85.02 .00 .00 85.03 .02 .00 .00 81.00 2597. 380. 1215. 1003. 287. 978. 2003. 244. 70. 81.00 .63 1.32 1.24 .50 .040 .060 .100 .000 75.00 60.54 .000215 20. 20. 20. 2 0 0 .00 881.03 941.57 0 07:43:29 PAGE 21 SECNO DEPTH CWSEL CRIWS WSELK ED MV HL OLOSS BANK ELEV 0 GLOB 0CM OROB ALOB ACM AROB VOL. TWA LEFT/RIGHT TIME VLOB VCH VROB XML XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO .110 .11 9.27 85.07 2597. 1229. 828. .81 .92 .75 .000055 485. 471. 0 07:43:29 .00 .00 85.08 .01 .04 .00 77.30 540. 1343. 1100 1825. 283. 79. 77.30 .30 .040 .060 .100 .000 75.80 14.94 425. 2 0 0 .00 906.42 921.36 PAGE 22 HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01,02,03,04,05,06 MODIFICATION 50,51,52,53,54,55,56 IBM-PC-XT VERSION AUGUST 1985 Ti THIS IS A SUBCRITICAL RUN FOR ENCINITAS CREEK EXISTING CONDITIONS 12 FOR EVALUATION OF DRAINAGE CAPACITIES OF BRIDGES AND CULVERTS T3 FOR DISCHARGES WITH DETENTION BASINS A, B AND C .J1 ICHECK INO NINV IDIR STRT METRIC HVINS 0 0. 3. 0. 0. .000000 .00 .0 0 J2 NPROF IPLOT PRFVS XSECV XSECH FM ALLDC IBW 2.000 .000 1000 .000 .000 .000 .000 •1 07:43:29 WSEL FO 8.500 .000 CHNIM ITRACE .000 .000 PAGE 23 SECNO DEPTH CWSEL CRIWS WSELK ED MV HL OLOSS BANK ELEV 0 GLOB 0CM QROB ALOB ACM AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 12 *PROF 2 CCHV= .100 CEHV= .300 *SECNO .000 3280 CROSS SECTION .00 EXTENDED 2.70 FEET 3470 ENCROACHMENT STATIONS= 270.0 562.9 TYPE= 1 TARGET; -270.000 .00 4.20 8.50 .00 8.50 8.66 .16 .00 .00 4.90 3450. 1717. 1442. 291. 530. 445. 103. 0. 0. 5.00 .00 3.24 3.24 2.83 .060 .060 .060 .000 4.30 270.00 .002992 0. 0. 0. 0 0 0 .00 292.90 562.90 0 CCHV= .300 CEHV= .500 *SECNO .017 WATER EL CHANGE FROM X2 CARD 3470 ENCROACHMENT STATIONS= .0 270.0 TYPE: 1 TARGET= 269.999 3495 OVERBANK AREA ASSUMED NOW-EFFECTIVE,ELLEA= 100000.00 ELREA= 8.00 .02 2.80 10.00 .00 .00 10.51 .51 1.79 .17100000.00 3450. 0. 1101. 2349. 0. 189. 416. 6. 2. 8.00 .01 .00 5.83 5.65 .060 .060 .060 .000 7.20 .00 .018415 295. 295. 295. 0 0 0 .00 270.00 270.00 0 SECNO*.053 3280 CROSS SECTION .05 EXTENDED .90 FEET 3301 HV CHANGED MORE THAN HVINS 3470 ENCROACHMENT STATIONS 229.4 266.6 TYPE= 1 TARGET= 37.200 ELENCL 18.50 ELENCR 18.50 .05 7.40 16.90 .00 .00 19.34 2.44 7.87 .97 9.50 3450. 0. 3450. 0. 0. 275. 0. 9. 3. 18.50 .02 .00 12.54 .00 .060 .060 .060 .000 9.50 229.40 .027798 405. 365. 325. 3 0 0 .00 37.20 266.60 0 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV 0 OLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SS.TA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO .054 3280 CROSS SECTION .05 EXTENDED .92 FEET 3370 NORMAL BRIDGE,NRD= 14 MIN ELTRD= 16.00 MAX ELLC= 17.50 3470 ENCROACHMENT STATIONS 229.4 266.6 TYPE= 1 TARGET; 37.200 ELENCL= 18.50 ELENCR; 18.50 .05 7.41 16.91 .00 .00 19.50 2.59 .09 .07 9.50 3450. 0. 3450. 0. 0. 267. 0. 9. 3. 18.50 .02 .00 12.91 .00 .060 .017 .060 .000 9.50 229.40 .004426 10. 10. 10. 2 0 0 8.74 37.20 266.60 0 *SECNO .063 3280 CROSS SECTION .06 EXTENDED 1.99 FEET 3370 NORMAL BRIDGE,NRD.= 14 MIN ELTRD 16.00 MAX ELLC= 17.80 PAGE 24 13 CCHV= .100 CEHV= .300 *SECNO .000 3265 DIVIDED FLOW .00 5.19 78.69 .00 .00 78.91 1465. 114. 1273. 77. 41. 319. .65 2.79 3.99 1.29 .040 .060 .004031 200. 300. 400. 2 0 0 *SECNO .006 3301 HV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSELCWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3495 OVERBANK AREA ASSUMED NON-EFFECTIVE,ELLEA .23 .39 .04 76.10 60. 188. 62 75.40 .100 .000 73.50 441.74 0 .00 170.48 965.80 81.00 ELREA= 81.00 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE ELENCL= 18.80 ELENCR= 18.80 .06 8.19 17.99 .00 .00 20.22 3450. 0. 3450. 0. 0. 288. .03 .00 11.98 .00 .060 .017 .005840 120. 120. 120. 14 0 0 SECNO .064 3280 CROSS SECTION .06 EXTENDED 2.85 FEET 1 TARGET 37.200 2.23 .61 .11 9.80 0. 10. 3. 18.80 .060 .000 9.80 229.40 0 -16.72 37.20 266.60 3301 NV CHANGED MORE THAN HVINS 3470 ENCROACHMENT STATIONS 229.4 266.6 TYPE= ELENCL 18.80 ELEWCR 18.80 .06 9.05 18.85 16.22 .00 20.48 3450. 1. 3449. 0. 2. 337. .03 .36 10.24 .36 .060 .050 .010648 10. 10. 10. 6 15 0 07:43:29 1 TARGET= 37.200 1.63 .08 .18 9.80 1. 10. 3. 18.80 .060 .000 9.80 185.00 0 .00 105.00 290.00 PAGE 25 SECNO DEPTH CWSEL CRIWS WSELK EG NV HL OLOSS BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XWCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPUID ENDST CCHV .100 CEHV .300 *SECNO .098 3301 NV CHANGED MORE THAN HVINS 3470 ENCROACHMENT STATIONS 265.1 844.1 TYPE .10 8.12 20.82 .00 .00 20.86 3450. 854. 716. 1880. 604. 606. .05 1.41 1.18 1.84 .060 .120 .000629 135. 140. 130. 3 0 0 SECNO DEPTH CWSEL CRIWS WSELK EG 0 GLOB OCH OROB ALOB ACH TIME VLOB VCH VROB XNL XNCH SLOPE XLOBL XLCH XLOBR ITRIAL IDC 1 TARGET= -265.100 .04 .22 .16 17.20 1021. 14. 4. 14.00 .060 .000 12.70 265.10 0 .00 500.61 765.71 NV HL OLOSS BANK ELEV AROB VOL TWA LEFT/RIGHT XNR WTN ELMIN SSTA ICONT CORAR TOPWID ENDST 14 .01 4.47 79.47 79.47 .00 81.23 1.75 .39 .46 81.00 1465. 0. 1465. 0. 0. 138. 0. 188. 62. 81.00 .65 .00 10.63 .00 .040 .060 .100 .000 75.00 320.04 .051881 40. 40. 40. 20 15 0 .00 40.02 360.06 0 SPECIAL BRIDGE SB XK XKOR COFO RDLEN BWC BWP BAREA SS ELCHU ELCHD 1.05 1.60 2.90 400.00 45.00 5.00 140.00 .00 75.00 75.00 *SECNO .021 PRESS FLOW BECAUSE EGLWC OF 83.05 EXCEEDS 1.5 DEPTH 3301 HV CHANGED MORE THAN HVINS PRESSURE AND WEIR FLOW 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG NV HL OLOSS BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST EGPRS EGLWC H3 OWEIR OPR BAREA TRAPEZOID ELLC ELTRD AREA 82.19 83.05 1.83 8. 1454. 140. 160. 79.00 81.00 .02 7.03 82.03 .00 .00 82.15 .12 .93 .00 81.00 1465. 618. 799. 48. 285. 240. 93. 189. 63. 81.00 .66 2.16 3.33 .52 .040 .060 .100 .000 75.00 56.45 .002606 110. 110. 110. 2 0 3 .00 523.35 579.79 0 *SECNO .023 3470 ENCROACHMENT STATIONS= 150.0 220.0 TYPE= 1 TARGET 70.000 ELENCL= 81.00 ELENCR= 81.00 .02 7.14 82.14 .00 .00 82.19 .05 .03 .01 81.00 1465. 105. 1134. 226. 76. 561. 425. 189. 63. 81.00 .66 1.39 2.02 .53 .040 .060 .100 .000 75.00 71.17 .001194 20. 20. 20. 2 0 0 .00 638.01 709.18 0 *SECNO .110 3265 DIVIDED FLOW .11 6.51 82.31 .00 .00 82.32 .01 .12 .00 77.30 1465. 660. 603. 202. 710. 733. 594. 206. 70. 77.30 .83 .93 .82 .34 .040 .060 .100 .000 75.80 23.94 .000113 485. 471. 425. 2 0 0 .00 626.36 730.41 0 07:43:29 HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01,02,03,04,05,06 MODIFICATION - 50,51,52,53,54,55,56 IBM-PC-XT VERSION AUGUST 1985 ** * ***** **** ***** * ** ********* ** ** ** ******* * * 15 PAGE 31 PAGE 32 Ti THIS IS A SUBCRITICAL RUN FOR ENCINITAS CREEK EXISTING CONDITIONS 72 FOR EVALUATION OF DRAINAGE CAPACITIES OF BRIDGES AND CULVERTS T3 FOR DISCHARGES WITH DETENTION BASINS A, B, C AND D J1 ICHECK IWO NINV IDIR STRT METRIC HVINS 0 WSEL FO 0. 4. 0. 0. .000000 .00 .0 0. 8.500 .000 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 15.000 .000 -1.000 .000 .000 .000 .000 .000 .000 .000 - 07:43:29 PAGE 33 SECNO DEPTH CWSEL CRIWS WSELK EG NV HI OLOSS BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 3 CCHV= .100 CEHV .300 *SECNO .000 3280 CROSS SECTION .00 EXTENDED 2.70 FEET 3470 ENCROACHMENT STATIONS 270.0 562.9 TYPE; 1 TARGET= -270.000 .00 4.20 8.50 .00 8.50 8.62 .12 .00 .00 4.90 2926. 1456. 1223. 247. 530. 445. 103. 0. 0. 5.00 .00 2.75 2.75 2.40 .060 .060 .060 .000 4.30 270.00 .002152 0. 0. 0. 0 0 0 .00 292.90 562.90 0 CCHV .300 CEHV= .500 *SECNO .017 WATER EL CHANGE FROM X2 CARD 3470 ENCROACHMENT STATIONS= .0 270.0 TYPE= 1 TARGET= 269.999 3495 OVERBANK AREA ASSUMED NON-EFFECTIVE,ELLEA= 100000.00 ELREA= 8.00 .02 2.80 10.00 .00 .00 10.36 .36 1.29 .12100000.00 2926. 0. 934. 1992. 0. 189. 416. 6. 2. 800 .02 .00 4.94 4.79 .060 .060 .060 .000 7.20 .00 .013246 295. 295. 295. 0 0 0 .00 270.00 270.00 0 *SECNO .053 3301 HV CHANGED MORE THAN HVINS 229.4 266.6 TYPE= 18.50 .00 .00 18.23 0. 0 236. .00 .060 .060 325. 4 0 3470 ENCROACHMENT STATIONS= ELENCL= 18.50 ELEWCR= .05 6.34 15.84 2926. 0. 2926. .02 .00 12.40 .031557 405. 365. 0 *SECNO .054 07:43:29 SECNO DEPTH CUSEL CRIWS WSELK EG 0 GLOB OCH QROB ALOB ACH TIME VLOB VCH VROB XNL XNCH 1 TARGET; 37.200 2.39 6.86 1.01 9.50 0. 9. 3. 18.50 .060 .000 9.50 229.40 0 .00 37.20 266.60 HV ML OLOSS BANK ELEV AROB VOL TWA LEFT/RIGHT XNR WTN ELMIN SSTA PAGE 34 16 SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 3370 NORMAL BRIDGE,NRD= 14 MIN ELTRD= 16.00 MAX ELLC= 17.50 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200 ELENCL= 18.50 ELENCR= 18.50 .05 6.38 15.88 .00 .00 18.39 2.51 .10 .06 9.50 2926. 0. 2926. 0. 0. 230. 0. 9. 3. 18.50 .03 .00 12.72 .00 .060 .017 .060 .000 9.50 229.40 .004712 10. 10. 10. 3 0 0 -7.26 37.20 266.60 0 *SECNO .063 3280 CROSS SECTION .06 EXTENDED 1.16 FEET 3301 HV CHANGED MORE THAN HVINS 3370 NORMAL BRIDGE,NRD= 14 PUN ELTRD= 16.00 MAX ELLC= 17.80 3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET 37.200 ELENCL= 18.80 ELENCR= 18.80 .06 7.35 17.15 .00 .00 19.04 1.89 .47 .19 9.80 2926. 0. 2926. 0. 0. 265. 0. 10. 3. 18.80 .03 .00 11.04 .00 .060 .017 .060 .000 9.80 229.40 .003247 120. 120. 120. 6 0 0 -8.65 37.20 266.60 0 'SECNO .064 3280 CROSS SECTION .06 EXTENDED 1.63 FEET 3470 ENCROACHMENT STATIONS 229.4 266.6 TYPE= 1 TARGET= 37.200 ELENCL= 18.80 ELENCR= 18.80 .06 7.83 17.63 .00 .00 19.20 1.57 .06 .10 9.80 2926. 0. 2926. 0. 0. 291. 0. 10. 3. 18.80 .03 .00 10.05 .00 .060 .050 .060 .000 9.80 229.40 .011752 10. 10. 10. 3 0 0 .00 37.20 266.60 0 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST CCHV= .100 CEHV .300 *SECNO .098 3301 HV CHANGED MORE THAN HVINS 3470 ENCROACHMENT STATIONS= 265.1 844.1 TYPE= 1 TARGET= -265.100 .10 6.95 19.65 .00 .00 19.70 .05 .36 .15 17.20 2926. 573. 718. 1634. 395. 511. 755. U. 4. 14.00 .05 1.45 1.41 2.16 .060 .120 .060 .000 12.70 269.22 .001116 135. 140. 130. 3 0 0 .00 471.85 741.07 0 *SECNO .129 .13 4.02 19.82 .00 .00 20.16 .34 .37 .09 16.90 2926. 1278. 440. 1208. 225. 207. 291. 17. 5. 17.20 .06 5.67 2.13 4.16 .060 .140 .060 .000 15.80 335.17 .009483 160. 150. 145. 3 0 0 .00 281.15 616.31 0 PAGE 35 17 *SECNO .156 .16 5.22 21.82 .00 .00 22.35 .53 2.13 .06 19.20 2926. 1102. 1157. 666. 151. 249. 135. 19. 6. 19.00 .07 7.32 4.65 4.92 .060 .140 .060 .000 16.60 164.96 .028396 140. 140. 140. 3 0 0 .00 265.93 430.89 0 SECNO .182 .18 4.36 25.46 .00 .00 25.93 .47 3.57 .01 22.60 2926. 468. 967. 1491. 79. 269. 235. 21. 7. 22.40 .07 5.92 3.59 6.34 .060 .140 .060 .000 21.10 171.75 .022804 140. 141. 141. 4 0 0 .00 274.74 446.49 0 *SECNO .202 3470 ENCROACHMENT STATIONS= 140.0 555.1 TYPE= 1 TARGET -140.000 .20 3.86 28.16 .00 .00 28.72 .56 2.76 .03 25.70 2926. 683. 680. 1563. 96. 207. 247. 22. 8. 25.30 .08 7.11 3.29 6.34 .060 .150 .060 .000 24.30 153.82 .026192 110. 112. 115. 2 0 0 .00 282.70 436.52 0 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV o GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO .240 .24 4.34 32.04 .00 .00 32.29 .25 3.54 .03 29.10 2926. 880. 757. 1289. 194. 293. 296. 25. 9. 29.50 .09 4.53 2.59 4.35 .060 .150 .060 .000 27.70 81.28 .012122 210. 205. 205. 4 0 0 .00 329.88 411.17 0 *SECNO .277 .28 3.37 35.27 .00 .00 35.80 .52 3.43 .08 33.10 2926. 1240. 502. 1184. 205. 158. 185. 28. 11. 33.00 .10 6.05 3.18 6.38 .060 .150 .060 .000 31.90 93.22 .028299 193. 197. 191. 3 0 0 .00 292.14 385.35 0 *SECNO .310 .31 3.75 38.15 .00 .00 38.42 .27 2.60 .03 34.80 2926. 1530. 428. 969. 325. 209. 250. 31. 12. 35.00 .11 4.71 2.04 3.87 .060 .150 .060 .000 34.40 88.58 .008029 190. 190. 190. 3 0 0 .00 315.34 403.92 0 *SECNO .356 3470 ENCROACHMENT STATIONS= .0 400.0 TYPE= 1 TARGET= 399.999 .36 4.48 40.38 .00 .00 40.66 .28 2.23 .00 36.70 2926. 1932. 801. 193. 400. 319. 57. 36. 14. 38.50 .13 4.83 2.51 3.36 .060 .150 .060 .000 35.90 106.22 .010238 245. 250. 250. 4 0 0 .00 283.30 389.52 0 .401 .40 3.76 42.66 .00 .00 42.91 .24 2.25 .00 39.40 2926. 1501. 607. 818. 346. 283. 192. 40. 15. 39.40 .15 4.34 2.14 4.25 .060 .150 .060 .000 38.90 119.20 .008687 239. 239. 239. 2 0 0 .00 307.71 426.90 0 *SECNO .451 .45 4.66 44.86 .00 .00 45.14 .28 2.22 .01 42.30 2926. 2198. 709. 19. 471. 284. 8. 45. 17. 42.80 .17 4.67 2.50 2.33 .060 .130 .060 .000 40.20 271.38 .008874 260. 245. 235. 2 0 0 .00 266.55 537.93 0 1. 07:43:29 18 PAGE 36 PAGE 37 SECNO DEPTH CWSEL CRIWS WSELK EG NV HI OLOSS BANK ELEV a GLOB OCH GROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO .522 .52 4.52 47.62 .00 .00 47.81 .19 2.66 .01 44.60 2926. 513. 505. 1908. 210. 265. ' 474. 52. 20. 43.90 .20 2.44 1.91 4.03 .060 .140 .060 .000 43.10 78.26 .005336 390. 392. 396. 3 0 0 .00 466.09 544.35 0 *SECNO .615 3470 ENCROACHMENT STATIONS= .0 569.8 TYPE= 1 TARGET= 569.799 .62 4.26 51.36 .00 .00 51.69 .33 3.84 .04 48.00 2926. 1363. 634. 929. . 263. 234. 196. 62. 24. 48.30 .23 5.19 2.70 4.73 .060 .140 .060 .000 47.10 305.46 .011418 504. 511. 514. 2 0 0 .00 257.78 563.24 0 *SECNO .678 3470 ENCROACHMENT STATIONS= .0 513.6 TYPE: 1 TARGET: 513.599 .68 4.35 54.55 .00 .00 54.87 .32 3.17 .00 52.20 2926. 138. 529. 2259. 45. 245. 453. 68. 26. 51.10 .25 3.06 2.16 4.98 .060 .140 .060 .000 50.20 248.65 .007778 336. 341. 341. 3 0 0 .00 239.95 488.60 0 *SECNO .780 .78 4.07 59.47 .00 .00 59.75 .28 4.88 .00 56.60 2926. 1221. 592. 1112. 263. 235. 251. 77. 30. 56.40 .29 4.64 2.52 4.43 .060 .130 .060 .000 55.40 205.46 .009694 554. 562. 568. 3 0 0 .00 313.12 518.58 0 SECNO 1.313 j 1.31 4.98 77.98 .00 .00 78.05 .07 1.05 .05 74.30 2456. 526. 485. 1445. 306. 546. 584. 139. 51. 73.50 .57 1.72 .89 2.47 .050 .130 .040 .000 73.00 148.95 .000803 428. 424. 414. 4 0 0 .00 430.65 579.60 0 07:43:29 PAGE 39 SECNO DEPTH CUSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH. XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO 1.403 3301 MV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS: 394.9 ELENCL 84.00 ELENCR: 100000.00 1.40 4.00 80.70 80.70 1890. 0. 1305. 585. .58 .00 10.11 3.57 .009489 535. 524. 490. 0 *SECNO 1.420 3470 ENCROACHMENT STATIONS: 350.0 608.0 TYPE: 1 TARGET= -350.000 19 662.4 TYPE: 1 TARGET: -394.900 .00 81.86 1.16 .86 .33 83.50 0. 129. 164. 150. 54. 77.10 .030 .030 .060 .000 76.70 406.85 20 16 0 .00 133.24 540.10 ELENCL= 84.00 ELENCR= 100000.00 1.42 5.57 83.97 .00 1890. 848. 1042. 0. .60 7.27 9.11 .00 .008122 370. 362. 360. 0 *SECNO 1.520 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS= 258.6 ELENCL= 89.50 ELENCR= 100000.00 1.52 5.89 88.99 88.99 1890. 151. 1736. 3. .60 3.38 9.03 1.21 .006886 270. 252. 252. 0 *SECNO -1.313 START TRIB COMP -1.313 1.313 77.978 -1.31 4.98 77.98 .00 2456. 526. 485. 1445. .66 1.72 .89 2.48 .000810 428. 424. 414. 0 - 07:43:29 .00 85.05 1.08 3.19 .01 81.60 117. 114. 0. 152. 55. 84.40 .030 .030 .040 .000 78.40 350.00 4 0 0 .00 92.32 442.32 635.3 TYPE= 1 TARGET -258.600 .00 90.17 1.18 1.92 .03 87.50 45. 192. 2. 153. 56. 88.50 .030 .030 .040 .000 83.10 278.89 20 10 0 .00 127.70 406.59 .00 78.05 .07 .00 .00 74.30 305. 544. 582. 161. 58. 73.50 .050 .130 .040 .000 73.00 148.98 0 0 0 .00 430.29 579.27 PAGE 40 SECNO DEPTH CWSEL CRIWS WSELK EG HV ML OLOSS BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL .IDC ICONT CORAR TOPWID ENDST CCHV= .100 CEHV= .300 *SECNO .000 .00 4.77 78.27 .00 .00 78.37 .10 .31 .01 76.10 832. 50. 744. 38. 29. 286. 45. 168. 60. 75.40 .70 1.74 2.60 .84 .040 .060 .100 .000 73.50 446.84 .001978 200. 300. 400. 2 0 0 .00 136.68 583.51 0 SECNO .006 3265 DIVIDED FLOW 3301 MV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3495 OVERBANK AREA ASSUMED NON-EFFECTIVE,ELLEA 81.00 ELREA= 81.00 .01 3.19 78.19 78.19 .00 79.50 1.31 .22 .36 81.00 832. 0. 832. 0. 0. 91. 0. 168. 60. 81.00 .70 .00 9.18 .00 .040 .060 .100 .000 75.00 320.07 .052736 40. 40. 40. 20 14 0 .00 35.02 360.03 0 SPECIAL BRIDGE SB XK XKOR COFQ RDLEN BWC BWP BAREA SS ELCHU ELCHD 1.05 1.60 2.90 400.00 45.00 5.00 140.00 .00 75.00 75.00 *SECNO .021 0 3301 HV CHANGED MORE THAN HVINS 20 SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 .017 295.00 .00 .00 .017 295.00 .00 .00 .017 295.00 .00 .00 .053 365.00 .00 .00 CLASS A LOW FLOW 3420 BRIDGE W.S. 77.90 BRIDGE VELOCITY=, 7.18 CALCULATED CHANNEL AREA=, 116. 12-20-89 07:43:29 SECNO DEPTH CWSEL CRIWS WSELK EG MV HL GLOSS BANK ELEV o GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST EGPRS EGLWC H3 OWEIR GLOW. BAREA TRAPEZOID ELLC ELTRD AREA 79.07 80.13 1.42 0. 832. 140. 160. 79.00 81.00 .02 4.61 79.61 .00 .00 80.13 .52 .63 .00 81.00 832. 0. 832. 0. 0. 143. 0. 168. 60. 81.00 .70 .00 5.80 .00 .000 .060 .000 .000 75.00 320.04 .014772 110. 110. 110. 0 0 0 .00 40.03 360.06 0 *SECNO .023 3470 ENCROACHMENT STATIONS= 150.0 220.0 TYPE= 1 TARGET= 70.000 ELENCL 81.00 ELENCR= 81.00 .02 5.15 80.15 .00 .00 80.24 .10 .07 .04 81.00 832. 0. 832. 0. 0. 336. 0. 168. 61. 81.00 .71 .00 2.48 .00 .040 .060 .100 .000 75.00 150.00 .001429 20. 20. 20. 2 0 0 .00 70.00 220.00 0 *SECNO .110 .11 4.66 80.46 .00 .00 80.48 .01 .22 .01 77.30 832. 296. 443. 93. 343. 489. 254. 176. 63. 77.30 .86 .86 .91 .37 .040 .060 .100 .000 75.80 59.33 .000236 485. 471. 425. 4 0 0 .00 473.04 532.37 0 07:43:29 PAGE 41 PAGE 42 HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01,02,03,04,05,06 MODIFICATION - 50,51,52,53,54,55,56 IBM-PC-XT VERSION AUGUST 1985 ELI4IN 0 CWSEL CRIWS EG 1OK*S VCH AREA .01K 4.30 4725.00 8.50 .00 8.80 56.11 4.44 1077.33 630.77 4.30 3450.00 8.50 .00 8.66 29.92 3.24 1077.33 630.77 4.30 2926.00 8.50 .00 8.62 21.52 2.75 1077.33 630.77 7.20 4725.00 10.00 .00 10.95 345.40 7.98 604.99 254.24 7.20 3450.00 10.00 .00 10.51 184.15 5.83 604.99 254.24 7.20 2926.00 10.00 .00 10.36 132.46 4.94 604.99 254.24 9.50 4725.00 19.04 17.44 21.64 232.52 13.06 391.50 309.87 21 1 * .053 365.00 .00 .00 9.50 3450.00 16.90 .00 19.34 277.98 12.54 275.12 206.93 .053 365.00 .00 .00 9.50 2926.00 15.84 .00 18.23 315.57 12.40 235.99 164.71 .054 10.00 16.00 17.50 9.50 4725.00 18.40 17.50 22.58 109.53 16.41 288.00 451.48 .054 10.00 16.00 17.50 9.50 3450.00 16.91 .00 19.50 44.26 12.91 267.15 518.58 .054 10.00 16.00 17.50 9.50 2926.00 15.88 .00 18.39 47.12 12.72 230.02 426.26 .063 120.00 16.00 17.80 9.80 4725.00 23.12 .00 24.08 23.87 8.60 741.48 967.09 .063 120.00 16.00 17.80 9.80 3450.00 17.99 .00 20.22 58.40 11.98 288.00 451.46 .063 120.00 16.00 17.80 9.80 2926.00 17.15 .00 19.04 32.47 11.04 265.15 513.53 .064 10.00 .00 .00 9.80 4725.00 23.57 .00 24.21 28.71 7.04 836.67 881.88 .064 10.00 .00 .00 9.80 3450.00 18.85 16.22 20.48 106.48 10.24 340.38 334.34 .064 10.00 .00 .00 9.80 2926.00 17.63 .00 19.20 117.52 10.05 291.15 269.91 .098 140.00 .00 .00 12.70 4725.00 24.31 .00 24.33 1.76 .81 4114.47 3560.94 .098 140.00 .00 .00 12.70 3450.00 20.82 .00 20.86 6.29 1.18 2230.57 1375.55 .098 140.00 .00 .00 12.70 2926.00 19.65 .00 19.70 11.16 1.41 1661.16 876.03 .129 150.00 .00 .00 15.80 4725.00 24.31 .00 24.40 8.21 1.16 2212.56 1648.60 .129 150.00 .00 .00 15.80 3450.00 20.89 .00 21.11 43.57 1.77 1035.97 522.69 .129 150.00 .00 .00 15.80 2926.00 19.82 .00 20.16 94.83 2.13 722.55 300.47 07:43:29 PAGE 43 SECNO XLCH ELTRD ELLC ELMIN 0 CWSEL CRIWS EG 10K*S VCH AREA .01K .156 140.00 .00 .00 16.60 4725.00 24.44 .00 24.66 42.01 2.47 1369.04 728.97 .156 140.00 .00 .00 16.60 3450.00 21.90 .00 22.58 350.67 5.23 556.73 184.23 .156 140.00 .00 .00 16.60 2926.00 21.82 .00 22.35 283.96 4.65 534.94 173.64 .182 140.70 .00 .00 21.10 4725.00 25.56 25.56 26.68 514.87 5.51 612.18 208.23 .182 140.70 .00 .00 21.10 3450.00 25.79 .00 26.27 201.57 3.60 677.82 243.00 .182 140.70 .00 .00 21.10 2926.00 25.46 .00 25.93 228.04 3.59 583.42 193.76 .202 112.00 .00 .00 24.30 4725.00 29.24 .00 29.77 164.35 3.21 886.23 368.56 .202 112.00 .00 .00 24.30 3450.00 28.34 .00 28.98 276.95 3.53 602.54 207.31 .202 112.00 .00 .00 24.30 2926.00 28.16 .00 28.72 261.92 3.29 549.26 180.80 .240 205.00 .00 .00 27.70 4725.00 32.60 .00 33.03 150.58 3.18 973.18 385.05 .240 205.00 .00 .00 27.70 3450.00 32.29 .00 32.58 118.10 2.67 868.92 317.46 .240 205.00 .00 .00 27.70 2926.00 32.04 .00 32.29 121.22 2.59 782.88 265.76 .277 197.40 .00 .00 31.90 4725.00 36.03 .00 36.70 236.72 3.44 780.74 307.10 .277 197.40 .00 .00 31.90 3450.00 35.46 .00 36.06 286.71 3.35 604.23 203.75 .277 197.40 .00 .00 31.90 2926.00 35.27 .00 35.80 282.99 3.18 548.52 173.94 .310 190.00 .00 .00 34.40 4725.00 38.94 .00 39.32 88.25 2.45 1049.41 502.97 .310 190.00 .00 .00 34.40 3450.00 38.43 .00 38.72 81.33 2.16 871.90 382.56 .310 190.00 .00 .00 34.40 2926.00 38.15 .00 38.42 80.29 2.04 784.28 326.54 .356 250.00 .00 .00 35.90 4725.00 41.27 .00 41.67 102.63 2.88 1039.82 466.41 .356 250.00 .00 .00 35.90 3450.00 40.66 .00 40.98 102.52 2.64 857.28 340.73 .356 250.00 .00 .00 35.90 2926.00 40.38 .00 40.66 102.38 2.51 775.84 289.18 .401 238.80 .00 .00 38.90 4725.00 43.56 .00 43.92 85.87 2.48 1101.98 509.90 .401 238.80 .00 .00 38.90 3450.00 42.95 .00 43.23 86.29 2.25 908.66 371.39 .401 238.80 .00 .00 38.90 2926.00 42.66 .00 42.91 86.87 2.14 821.19 313.93 .451 245.00 .00 .00 40.20 4725.00 45.78 .00 46.19 92.47 2.97 1013.21 491.37 .451 245.00 .00 .00 40.20 3450.00 45.15 .00 45.47 90.00 2.65 840.44 363.66 .451 245.00 .00 .00 40.20 2926.00 44.86 .00 45.14 88.74 2.50 762.75 310.61 .522 392.30 .00 .00 43.10 4725.00 48.55 .00 48.76 48.24 2.10 1415.74 680.32 .522 392.30 .00 .00 43.10 3450.00 47.91 .00 48.11 51.90 1.98 1092.19 478.87 .522 392.30 .00 .00 43.10 2926.00 47.62 .00 47.81 53.36 1.91 948.10 400.54 22 * * * .615 511.30 .00 .00 47.10 4725.00 52.13 .00 52.64 129.46 3.27 895.49 415.28 .615 511.30 .00 .00 47.10 3450.00 51.62 .00 52.00 118.17 2.88 758.99 317.37 .615 511.30 .00 .00 47.10 2926.00 51.36 .00 51.69 114.18 2.70 693.39 273.83 .678. 341.00 .00 .00 50.20 4725.00 55.59 .00 56.03 78.51 2.58 1015.76 533.26 .678 341.00 .00 .00 50.20 3450.00 54.88 .00 55.24 78.32 2.30 824.17 389.84 .678 341.00 .00 .00 50.20 2926.00 54.55 .00 54.87 77.78 2.16 743.64 331.78 .780 561.70 .00 .00 55.40 4725.00 60.40 .00 60.76 89.64 2.85 1051.54 499.05 .780 561.70 .00 .00 55.40 3450.00 59.77 .00 60.07 94.04 2.63 842.66 355.76 .780 561.70 .00 .00 55.40 2926.00 59.47 .00 59.75 96.94 2.52 748.78 297.19 .834 253.60 .00 .00 57.10 4725.00 62.62 .00 62.97 83.54 3.01 1103.28 516.96 .834 253.60 .00 .00 57.10 3450.00 62.01 .00 62.28 79.07 2.67 919.22 387.99 .834 253.60 .00 .00 57.10 2926.00 61.72 .00 61.95 76.47 2.51 835.89 334.60 .918 465.00 .00 .00 60.50 4725.00 65.65 .00 65.88 47.76 2.03 1398.62 683.69 .918 465.00 .00 .00 60.50 3450.00 64.97 .00 65.16 49.28 1.86 1133.09 491.46 .918 465.00 .00 .00 60.50 2926.00 64.65 .00 64.82 50.29 1.77 1014.36 412.59 .998 440.00 .00 .00 62.00 4207.00 66.98 .00 67.11 17.63 1.21 1633.16 1001.83 .998 440.00 .00 .00 62.00 3013.00 66.30 .00 66.40 17.24 1.08 1340.02 725.61 .998 440.00 .00 .00 62.00 2456.00 65.97 .00 66.05 16.41 .99 1201.40 606.20 1.096 525.00 .00 .00 62.00 4207.00 68.21 .00 68.43 36.41 2.00 1428.29 697.19 1.096 525.00 .00 .00 62.00 3013.00 67.48 .00 67.63 32.27 1.73 1219.15 530.42 1.096 525.00 .00 .00 62.00 2456.00 67.08 .00 67.20 29.82 1.58 1108.65 449.77 1.164 363.40 .00 .00 65.10 4207.00 70.26 .00 70.55 105.38 2.95 1157.68 409.82 1.164 363.40 .00 .00 65.10 3013.00 69.46 .00 69.67 117.40 2.77 930.90 278.08 1.164 363.40 .00 .00 65.10 2456.00 69.02 .00 69.19 127.60 2.68 810.14 217.43 1.236 359.20 .00 .00 73.00 4207.00 77.05 76.50 78.08 543.31 5.41 607.78 180.49 1.236 359.20 .00 .00 73.00 3013.00 76.64 75.90 77.32 472.57 4.66 523.28 138.60 1.236 359.20 .00 .00 73.00 2456.00 76.43 75.61 76.95 425.91 4.23 480.21 119.01 1.313 423.60 .00 .00 73.00 4207.00 79.20 .00 79.30 8.49 1.07 1984.56 1443.42 1.313 423.60 .00 .00 73.00 3013.00 78.40 .00 78.48 8.32 .96 1616.81 1044.46 1.313 423.60 .00 .00 73.00 2456.00 77.98 .00 78.05 8.03 .89 1436.09 866.94 1.403 524.00 .00 .00 76.70 1890.00 80.70 80.70 81.86 94.76 10.11 293.23 194.16 1.403 524.00 .00 .00 76.70 1890.00 80.70 80.70 81.86 95.03 10.12 292.89 193.88 1.403 524.00 .00 .00 76.70 1890.00 80.70 80.70 81.86 94.89 10.11 293.06 194.02 1.420 362.00 .00 .00 78.40 1890.00 83.97 .00 85.05 81.33 9.12 230.97 209.57 1.420 362.00 .00 .00 78.40 1890.00 83.97 .00 85.05 81.10 9.11 231.19 209.87 1.420 362.00 .00 .00 78.40 1890.00 83.97 .00 85.05 81.22 9.11 231.08 209.72 1.520 252.00 .00 .00 83.10 1890.00 88.99 88.99 90.17 68.81 9.02 239.53 227.84 1.520 252.00 .00 .00 83.10 1890.00 88.99 88.99 90.17 68.89 9.03 239.41 227.71 1.520 252.00 .00 .00 83.10 1890.00 88.99 88.99 90.17 68.86 9.03 239.46 227.77 -1.313 423.60 .00 .00 73.00 4207.00 79.20 .00 79.30 8.49 1.07 1985.14 1444.09 -1.313 423.60 .00 .00 73.00 3013.00 78.40 .00 78.48 8.32 .96 1617.02 1044.67 -1.313 423.60 .00 .00 73.00 2456.00 77.98 .00 78.05 8.10 .89 1431.82 862.87 .000 300.00 .00 .00 73.50 2597.00 79.46 .00 79.85 59.63 5.45 644.10 336.30 .000 300.00 .00 .00 73.50 1465.00 78.69 .00 78.91 40.31 3.99 419.98 230.73 .000 300.00 .00 .00 73.50 832.00 78.27 .00 78.37 19.78 2.60 359.99 187.09 .006 40.00 .00 .00 75.00 2597.00 81.74 81.74 82.36 132.82 7.27 483.20 225.34 .006 40.00 .00 .00 75.00 1465.00 79.47 79.47 81.23 518.81 10.63 137.81 64.32 .006 40.00 .00 .00 75.00 832.00 78.19 78.19 79.50 527.36 9.18 90.63 36.23 .021 110.00 81.00 79.00 75.00 2597.00 85.01 .00 95.03 2.04 1.22 2946.33 1816.56 .021 110.00 81.00 79.00 75.00 1465.00 82.03 .00 82.15 26.06 3.33 618.46 286.99 .021 110.00 81.00 79.00 75.00 832.00 79.61 .00 80.13 147.72 5.80 143.36 68.45 .023 20.00 .00 .00 75.00 2597.00 85.02 .00 85.03 2.15 1.24 3269.11 1771.74 .023 20.00 .00 .00 75.00 1465.00 82.14 .00 82.19 11.94 2.02 1062.24 423.98 23 * .023 20.00 .00 .00 75.00 832.00 80.15 .00 80.24 14.29 2.48 335.56 220.09 .110 471.00 .00 .00 75.80 2597.00 85.07 .00 85.08 .55 .75 4267.85 3497.04 .110 471.00 .00 .00 75.80 1465.00 82.31 .00 82.32 1.13 .82 2037.03 1377.63 .110 471.00 .00 .00 75.80 832.00 80.46 .00 80.48 2.36 .91 1085.80 541.38 SUMMARY PRINTOUT TABLE 150 SECP4O a CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH .000 4725.00 8.50 .00 .00 .00 292.90 .00 .000 3450.00 8.50 .00 .00 .00 292.90 .00 .000 2926.00 8.50 .00 .00 .00 292.90 .00 .017 4725.00 10.00 .00 1.50 .00 270.00 295.00 .017 3450.00 10.00 .00 1.50 .00 270.00 295.00 .017 2926.00 10.00 .00 1.50 .00 270.00 295.00 .053 4725.00 19.04 .00 9.04 .00 105.00 365.00 .053 3450.00 16.90 -2.14 6.90 .00 37.20 365.00 .053 2926.00 15.84 -1.05 5.84 .00 37.20 365.00 .054 4725.00 18.40 .00 -.64 .00 37.20 10.00 .054 3450.00 16.91 -1.49 .02 .00 37.20 10.00 .054 2926.00 15.88 -1.04 .04 .00 37.20 10.00 .063 4725.00 23.12 .00 4.72 .00 105.00 120.00 .063 3450.00 17.99 -5.13 1.08 .00 37.20 120.00 .063 2926.00 17.15 -.84 1.27 .00 37.20 120.00 .064 4725.00 23.57 .00 .46 .00 105.00 10.00 .064 3450.00 18.85 -4.73 .86 .00 105.00 10.00 .064 2926.00 17.63 -1.22 .48 .00 37.20 10.00 .098 4725.00 24.31 .00 Th .00 572.46 140.00 .098 3450.00 20.82 -3.49 1.97 .00 500.61 140.00 .098 2926.00 19.65 -1.17 2.02 .00 471.85 140.00 .129 4725.00 24.31 .00 .01 .00 39101 150.00 .129 3450.00 20.89 -3.42 .07 .00 301.90 150.00 .129 2926.00 19.82 -1.07 .17 .00 281.15 150.00 .156 4725.00 24.44 .00 .13 .00 384.02 140.00 .156 3450.00 21.90 -2.54 1.01 .00 270.17 140.00 .156 2926.00 21.82 -.08 2.00 .00 265.93 140.00 .182 4725.00 25.56 .00 1.12 .00 278.64 140.70 .182 3450.00 25.79 .23 3.89 .00 286.47 140.70 .182 2926.00 25.46 -.34 3.64 .00 274.74 140.70 .202 4725.00 29.24 .00 3.67 .00 341.03 112.00 .202 3450.00 28.34 -.90 2.55 .00 294.96 112.00 .202 2926.00 28.16 -.18 2.70 .00 282.70 112.00 .240 4725.00 32.60 .00 3.36 .00 336.04 205.00 .240 3450.00 32.29 -.30 3.95 .00 332.93 205.00 .240 2926.00 32.04 -.26 3.88 .00 329.88 205.00 .277 4725.00 36.03 .00 3.43 .00 324.52 197.40 .277 3450.00 35.46 -.57 3.17 .00 297.54 197.40 .277 2926.00 35.27 -.19 3.24 .00 292.14 197.40 .310 4725.00 38.94 .00 2.91 .00 356.00 190.00 .310 3450.00 38.43 -.51 2.96 .00 329.65 190.00 .310 2926.00 38.15 -.27 2.88 .00 315.34 190.00 .356 4725.00 41.27 .00 2.33 .00 302.51 250.00 .356 3450.00 40.66 -.61 2.24 .00 290.09 250.00 24 25 .356 2926.00 40.38 -.28 2.22 .00 283.30 250.00 .401 4725.00 43.56 .00 2.29 .00 349.21 238.80 .401 3450.00 42.95 -.61 2.29 .00 309.50 238.80 .401 2926.00 42.66 -.28 2.29 .00 307.71 238.80 .451 4725.00 45.78 .00 2.21 .00 302.80 245.00 .451 3450.00 45.15 -.63 2.20 .00 270.06 245.00 .451 2926.00 44.86 -.29 2.20 .00 266.55 245.00 .522 4725.00 48.55 .00 2.77 .00 527.54 392.30 .522 3450.00 47.91 -.63 2.76 .00 495.83 392.30 .522 2926.00 47.62 -.30 2.75 .00 466.09 392.30 .615 4725.00 52.13 .00 3.58 .00 268.38 511.30 .615 3450.00 51.62 -.51 3.70 .00 261.36 511.30 .615 2926.00 51.36 -.25 3.74 .00 257.78 511.30 .678 4725.00 55.59 .00 3.46 .00 274.52 341.00 .678 3450.00 54.88 -.71 3.26 .00 254.86 341.00 .678 2926.00 54.55 -.33 3.19 .00 239.95 341.00 .780 4725.00 60.40 .00 4.80 .00 341.07 561.70 .780 3450.00 59.77 -.63 4.89 .00 323.87 561.70 .780 2926.00 59.47 -.29 4.93 .00 313.12 561.70 .834 4725.00 62.62 .00 2.23 .00 303.48 253.60 .834 3450.00 62.01 -.62 2.24 .00 292.52 253.60 .834 2926.00 61.72 -.29 2.24 .00 285.53 253.60 .918 4725.00 65.65 .00 3.02 .00 398.25 465.00 .918 3450.00 64.97 -.68 2.96 .00 376.71 465.00 .918 2926.00 64.65 -.32 2.93 .00 368.46 465.00 .998 4207.00 66.98 .00 1.33 .00 440.90 440.00 .998 3013.00 66.30 -.68 1.33 .00 423.56 440.00 .998 2456.00 65.97 -.33 1.32 .00 417.32 440.00 1.096 4207.00 68.21 .00 1.23 .00 286.54 525.00 1.096 3013.00 67.48 -.74 1.18 .00 279.97 525.00 1.096 2456.00 67.08 -.39 1.12 .00 276.44 525.00 07:43:29 SECNO 0 CUSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 1.164 4207.00 70.26 .00 2.05 .00 286.06 363.40 1.164 3013.00 69.46 -.81 1.98 .00 278.98 363.40 1.164 2456.00 69.02 -.44 1.94 .00 275.68 363.40 1.236 4207.00 77.05 .00 6.78 .00 210.99 359.20 1.236 3013.00 76.64 -.41 7.18 .00 206.60 359.20 1.236 2456.00 76.43 -.21 7.41 .00 204.33 359.20 1.313 4207.00 79.20 .00 2.15 .00 465.73 423.60 1.313 3013.00 78.40 -.80 1.76 .00 452.03 423.60 1.313 2456.00 77.98 -.42 1.55 .00 430.65 423.60 1.403 1890.00 80.70 .00 1.50 .00 133.28 524.00 1.403 1890.00 80.70 .00 2.30 .00 133.21 524.00 1.403 1890.00 80.70 .00 2.72 .00 133.24 524.00 1.420 1890.00 83.97 .00 3.27 .00 92.31 362.00 1.420 1890.00 83.97 .00 3.28 .00 92.33 362.00 1.420 1890.00 83.97 .00 3.27 .00 92.32 362.00 1.520 1890.00 88.99 .00 5.02 .00 127.73 252.00 1.520 1890.00 88.99 .00 5.02 .00 127.67 252.00 * * PAGE 48 * 1.520 1890.00 88.99 .00 5.02 .00 127.70 252.00 -1.313 4207.00 79.20 .00 -9.79 .00 465.76 423.60 -1.313 3013.00 78.40 -.80 -10.60 .00 452.06 423.60 -1.313 2456.00 77.98 -.42 11.02 .00 430.29 423.60 .000 2597.00 79.46 .00 .26 .00' 424.87 300.00 .000 1465.00 78.69 -.77 .29 .00 170.48 300.00 .000 832.00 78.27 -.42 .29 .00 136.68 300.00 006 2597.00 81.74 .00 2.28 .00 425.85 40.00 * .006 1465.00 79.47 -2.27 .78 .00 40.02 40.00 * .006 832.00 78.19 -1.28 -.08 .00 35.02 40.00 .021 2597.00 85.01 .00 3.27 .00 910.97 110.00 .021 1465.00 82.03 -2.98 2.56 .00 523.35 110.00 .021 832.00 79.61 -2.42 1.42 .00 40.03 110.00 .023 2597.00 85.02 .00 .01 .00 881.03 20.00 .023 1465.00 82.14 -2.88 .11 .00 638.01 20.00 .023 832.00 80.15 -1.99 .54 .00 70.00 20.00 110 2597.00 85.07 .00 .05 .00 906.42 471.00 .110 1465.00 82.31 -2.76 .17 .00 626.36 471.00 .110 832.00 80.46 -1.85 .32 .00 473.04 471.00 07:43:29 PAGE 49 SUMMARY OF ERRORS AND SPECIAL NOTES NOTE SECNO= .017 PROFILE: 1 WSEL BASED ON X2 CARD NOTE SECNO= .017 PROFILE: 2 WSEL BASED ON X2 CARD NOTE SECNO= .017 PROFILE: 3 WSEL BASED ON X2 CARD CAUTION SECNO= .182 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= .182 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= .182 PROFILE: 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1.403 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.403 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.403 PROFILE: 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1.403 PROFILE= 2 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.403 PROFILE: 2 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.403 PROFILE= 2 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1.403 PROFILE: 3 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.403 PROFILE: 3 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.403 PROFILE= 3 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1.520 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.520 PROFILE: 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.520 PROFILE: 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1.520 PROFILE: 2 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.520 PROFILE= 2 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.520 PROFILE= 2 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1.520 PROFILE= 3 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.520 PROFILE: 3 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.520 PROFILE= 3 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= .006 PROFILE: 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= .006 PROFILE: 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= .006 PROFILE: 1 20 TRIALS ATTEMPTED TO BALANCE WSEL 'CAUTION SECNO= .006 PROFILE= 2 CRITICAL DEPTH ASSUMED CAUTION SECNO= .006 PROFILE= 2 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= .006 PROFILE: 2 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= .006 PROFILE: 3 CRITICAL DEPTH ASSUMED 26 I 11 CAUTION SECNO= CAUTION SECNO= 1 .006 PROFILE= 3 PROBABLE MINIMUM SPECIFIC ENERGY .006 PROFILE= 3 20 TRIALS ATTEMPTED TO BALANCE WSEL 07:46:17 . ........................... HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 I ERROR CORR - 01,02,03,0405,06 MODIFICATION - 50,51,5253,54,55,56 IBM-PC-XT VERSION AUGUST 1985 ** * * * * ***** ***** ** * ****** ****** *** **** *** * II II I] II U II 1 1 1 27 APPENDIX F I Howard H. Chang, Ph.D., P.E. ' Consultant in Hydraulic and Hydrologic Engineering P.O. Box 9492 Rancho Santa Fe, CA 92067 I (619)756-9050, (619)594-6380 1 February 25, 1992 Mr. Mark Campbell ' Project Design Consultants Imperial Bank Building 701 "B' Street San Diego, CA 92101 I Dear Mark: Subject: Interim Condition Detention Study for Basin "D" on Encinitas Creek I . Pursuant to your request, I have made a study to provide an interim configuration for the spillway of floodwater detention basin "D" on Encinitas Creek. The purpose of this measure is to lower the peak stage in the basin to avoid flooding of major existing buildings at this time. This interim spillway may still maintain the effectiveness of the basin for flood discharge attenuation since the present basin has a greater storage volume. The interim spiiway still attenuates the 100-yr discharge so that it will not overtop the roadway of El I Camino Real located downstream. Enclosed please find three copies of the technical report. Hydrologic design of the I . interim basin and spillway is based on HEC-1 computations to route the 100-yr flood through the basin. The interim elevation of spillway crest is 2 feet lower than the eventual I crest elevation. This change is shown to result in a peak basin stage of 108.15 feet, which is about two feet lower than that for the eventual condition. This new peak stage will avoid flooding of major existing buildings. If you have any questions regarding this matter, please feel free to call me. I Sincerely yours, I Howard H. Chang Ph.D., P.E. cc. Ruth Besecker 19 w I 2 7 . 1 I III! lU Interim Condition Detention Study for Basin "D" on Encinitas Creek Prepared for Fieldstone/La Costa Associates P.O. Box 9000-266 Carlsbad, CA 92009 Prepared by Howard H. Chang Ph.D., P.E. February, 1992 EXECUTIVE SUMMARY A study has been made to provide an interim configuration for the spillway of floodwater detention basin "D" on Encinitas Creek. The purpose of this measure is to lower the peak stage in the basin to avoid flooding of major existing buildings at this time. This interim spillway may still maintain the effectiveness of the basin for flood discharge attenuation since the present basin has a greater storage volume. Among the major concerns, the interim spillway must attenuate the 100-yr discharge so that it will not overtop the roadway of El Camino Real located downstream. Hydrologic design of the interim basin and spillway is based on HEC-1 computations to route the 100-yr flood through the basin. The interim elevation of spillway crest is 2 feet lower than the eventual crest elevation. This change is shown to result in a peak basin stage of 108.15 feet, which is about two feet lower than that for the eventual condition. This new peak stage will avoid flooding of major existing buildings. I Under the interim condition, the outflow discharge from detention basin D is slightly I higher than the original value. Effects of the small downstream discharge increases are evaluated to determine if the low bridge at El Camino Real can still pass the higher I discharge. This evaluation is based on the HEC-2 model. The computed water-surface I elevation is still lower than the roadway elevation; the 100-yr flood does not overtop the road surface and the entire discharge passes through the bridge opening. The interim condition does not affect other discharges downstream of El Camino Real bridge. The drainage condition at La Costa Avenue is unchanged during the interim. INTERIM CONDITION DETENTION STUDY FOR BASIN "D" ON ENCINITAS CREEK INTRODUCTION This study has been made to provide an interim configuration for the spillway of floodwater detention basin D, presented originally in the report Drainage Study for Encinitas Creek, by H. Chang for Fieldstone/La Costa Associates, May, 1991. The location of detention basin D as shown in Fig. 1 is south of Olivenhain Road, west of Rancho Santa Fe Road, and east of the new subdivision Bridgewater. This basin is between the concentration points 7 and 8A on the map. In the original study, the boundary of the floodwater detention basin coincides with the floodway boundary since those areas outside the floodway will eventually be developed and therefore above the 100-yr flood level. The eventual detention basin has a peak stage of 110.08 feet, which will inundate several existing buildings. It is desired to avoid such flooding for the interim.. For this reason, an interim spillway design is needed to lower the peak stage. This interim spillway may still maintain the effectiveness of the basin for flood discharge attenuation since the basin has a greater storage volume at this time before areas outside the floodway boundary are filled above the flood level. Among the major concerns, the interim spillway must attenuate the 100-yr discharge so that it will not overtop the roadway of El Camino Real located downstream. ORIGINAL HYDROLOGIC DESIGN FOR DETENTION BASIN D The original basin has an average length of 1,320 feet, an average eventual width of 375 feet, and an eventual surface area of about 11 acres. It provides adequate floodwater storage for flood discharge attenuation such that the reduced discharge may pass through the bridge at El Camino Real. The design configuration for the eventual spillway has the following features: 2 P1 I Spillway crest elevation: 106 feet I Length of spillway (dimension perpendicular to flow): 28 feet I Width of spillway (dimension in flow direction): 10 feet Spillway side slope: vertical I Maximum outflow discharge: 753 cfs Water surface elevation at spillway crest at maximum discharge: 108.8 feet I Maximum stage in basin: 110.08 feet Maximum storage in basin: 83.6 acre-feet Size of pipe spillway: 36" RCP 111. INTERIM HYDROLOGICAL CONDITION I For the interim, the floodway, is not encroached and the detention basin has a larger volume. The elevation-surface area relation for the basin is established based on the 40- I scale topographic map. The tabulation of elevation-surface area for the interim basin is given below. I Elevation Storage volume feet acres 1 100 0 102 2.13 I 104 7.95 106 13.06 I 108 17.29 110 19.70 I . Hydrologic design of the basin and spillway is based on HEC-1 computations. In this I process, a lower spillway crest for the basin is first assumed. This spillway is a broad-crested weir with sloped upstream and downstream faces and rounded corners. Hydraulic I computation for its stage-discharge relationship is given in Appendix A. The 100-year flood is routed through this basin using the HEC-1 computation. The results of the routing are I evaluated to see if they meet the requirements for a lower peak stage in the basin. The 1 I 3 crest elevation is then adjusted until the results are satisfactory. The crest elevation is finalized at 104 feet based on the computed results of peak stage of 108.15 feet and the fact the outflow discharge may still pass through the bridge at El Camino Real. Results of the hydrology study are summarized and compared with other cases in the following. Other detailed output information can be found from the computer listings of HEC-1 in Appendix B. Point Area Case 1 Case 2 Case 3 Conc. sq. ml. No basin Interim condition Eventual condition 6C 0.65 561 561 561 6B 1.02 900 900 900 6A 1.22 1,025 1,025 1,025 6 1.47 1,215 734 734 5A 0.64 539 539 539 5 1.32 1,051 1,051 1,051 7 2.79 2,241 1,163 1,163 8A 783 753 8 3.41 2,597 880 ,. 827 1 0.88 842 842 842 2 0.58 511 511 511 3 1.46 1,353. 1,353 ' 1,353 4 2.20 1,891 1,890 1,890 9 5.61 4,047 2,238 2,238 10 6.03 4,207 2,456 2,456 11 0.65 602 170 170 12 6.68 4,450 , 2,622 2,622 13 7.34 4,725 2,926 2,926 By comparing the values for case 1 with the corresponding ones for cases 2 and 3, one may assess the effectiveness of these detention basins for attenuating the flood 4 I I discharge. The values obtained for the interim condition are tabulated under case 2; they I should be compared with those for case 3 for the eventual condition evaluated previously. Under the interim condition, it can be seen only those discharges at concentration points 8A (basin outlet) and 8 (El Camino Real) are slightly increased. It may also be seen from the output listings that the interim spillway and basin will generate a outflow hydrograph with a more uniform distribution of the discharge with a longer duration than the inflow hydrograph to the basin. Characteristics of the interim storage and outflow hydrograph for basin D are summarized below: Peak storage: 64 acre-feet Peak stage: 108.15 feet Maximum storage duration: 6 hrs. (from 2 hrs. and 40 minutes to 8 hrs. and 40 ?ninutes after the start of rain) Maximum storage depth: about 8 feet (108 feet - 100 feet) Average storage depth of basin at peak stage: about 4.5 feet Duration of maximum storage depth: somewhat less than 1 hr. Duration of storage after rainfall: 2.7 hrs. The maximum storage in the basin of 64 acre-feet corresponds to the maximum water level of 108.15 feet. This stage is about 2 feet below that for the eventual condition. IV. FLOW PASSAGE AT EL CAMINO REAL BRIDGE Under the interim condition, the outflow discharge from detention basin D is slightly higher than the original figure. A comparison of the affected values are tabulated below. Interim Eventual Discharge at basin D outlet 783 cfs 753 cfs Discharge at El Camino Real 860 cfs 827 cfs Effects of the small increases in discharge are evaluated to determine if the low bridge at 5 El Camino Real can still pass the higher discharge. This evaluation is based on the HEC-2 model, also used in the original report. Input/output listings for the affected channel reach (see Fig. 2) are shown in Appendix C. At sec. 0.021 located on the upstream side of the bridge, the computed water-surface elevation is 79.69 feet. Since this elevation is still lower than the roadway surface elevation of 81 feet, the 100-yr flood does not overtop the road surface and the entire discharge passes through the bridge opening. The interim condition does not affect other discharges downstream of El Camino Real bridge. The drainage condition at La Costa Avenue is unchanged during the interim. I ' cu1c _JLT ______ st- . V( IG 6 O'v I •. i 11 /\S( rdr . \ ; AA -----_-' c--: • I S I 7 Fig. 1. Drainage basin of Encinitas Creek / (J point ofconcentration drainage subbasin , floodwater detefl0flbasin .TT.T :S\ I ç- • _J -/ /,(~ •• • .:. : ic t)X I'r . TIv . '; 'e• • 10 Fig. 2. flood plain map of En I near the Iconfluence 4. south stream branche - 71 lIII I iII 'I..3I3I ii VIA 1 I \ c' 2\ 1 I AppcJ' I4' 1 . EiL&LY7 thL2L 17 11h j fkd I I..—.:. I I • . ... . .. . . .é../V1t4AJ - .. .- i • ! -- w4Ah LVL A1.t Rf ~z /2. _ - Z A4 -1 I- H I--..-' .----•- ___ ________ 1± __t ii i iii: 2? I. ....../t . 1 P L APPENDIX B. * * I FLOOD HYDROGRAPH PACKAGE (HEC-1) * FEBRUARY 1981 * * REVISED 02 AUG 88 * * * I RUN DATE 02/20/1992 TIME 10:13:47 * * I * * * U.S. ARMY CORPS OF ENGINEERS * * THE HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 551-1748 * * . * x x xxxxxxx xxxxx x x x x x x xx x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1.KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM I I PAGE 1 NEC-1 INPUT LINE ID.......1 ....... 2 ....... 3 ....... 4.......5.......6.......7.......8.......9......10 1 ID DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD 2 ID FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT 3 ID WITH FLOODWATER DETENTION BASINS A, B, C AND D 4 ID INTERIM SPILLWAY FOR BASIN D 5 ID 6-HOUR STORM, 100-YEAR EVENT 6 ID ZONES 11, 12, ETC 7 IT 2 12DEC89 300 8 10 5 9 KK SUB 6C 10 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6C 11 BA 0.65 .12 IN 15 13 PB 2.90 14 P1 0 .0175 .0175 .0225 .0225 .0275 .0275 .0475 .0475 0.185 15 P1 .185 .05 .05 .04 .04 .0275 .0275 .0225 .0225 .02 16 P1 .02 .02 .02 .02 .02 17 LS 88 18 UD 0.216 19 KK 6C-68 CHANNEL ROUTING 20 RK 3500 0.030 0.030 0 TRAP 25 2 21 KK SUB 6B 22 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6B 23 BA 0.37 24 IS 90 25 UD 0.137 26 KK PT.68 27 KM COMBINE FLOWS OF 6C AND 6B 28 HC 2 29 KK 68-6A CHANNEL ROUTING 30 RK 2300 0.011 0.040 0 TRAP 40 2 31 KK SUB 6A 32 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6A 33 BA 0.20 34 PB 2.8 35 LS 89 36 LiD 0.078 37 KK PT.6A CONCENTRATION POINT 6A 38 HC 2 39 KK PT.6A FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA 40 KO 2 41 RS 1 STOR 42 SV 0 0.04 0.70 2.25 4.83 8.81 14.56 22.20 43 50 0 60 1180 305 450 535 620 700 44 SE 123 124 126 128 130 132 134 136 HEC-1 INPUT LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 45 KK 6A-6 CHANNEL ROUTING 46 RK- 2120 0.011 0.040 0 TRAP 40 2 47 KK SUB 48 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN6 49 BA 0.25 50 PB 2.80 51 LS 89 52 LiD 0.101 53 KK P1.6 54 HC 2 55 KK PT. 6 FLOODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD. 56 KO 2 57 RS 1 STOR -1 58 SV 0 0.92 3.96 10.16 20.09 33.22 49.95 - 59 SQ 0 17 48 62 72 303 767 60 SE 108 110 112 114 116 118 120 61 KK SUB 5A 62 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5A 63 BA 0.64 64 PB 2.90 65 LS 89 66 LiD 0.274 67 KK 5A-5 CHANNEL ROUTING 68 RK 4000 0.006 0.035 0 TRAP 20 2 69 KK SUB 70 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5 71 BA 0.68 72 PB 2.80 73 LS 89 74 UD 0.212 75 KK P1.5 76 HC 2 77 KK PT. 7 78 HC 2 79 KK 7-8A CHANNEL ROUTING 80 RK 1500 0.002 0.040 0 TRAP 320 2 81 KK SUB BA 82 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8A 83 BA 0.09 84 PB 2.80 85 LS 85 PAGE 2 2 I . I 86 UD 0.105 I LINE ID.......1 HEC-1 .......2.......3.......4.......5.......6.......7.......8.......9......10 INPUT PAGE 3 I 87 88 KK HC PT.8A 2 - 89 KK PT.8A FLOODWATER DETENTION BASIN D 90 91 KO RS 0 2 1 STOR -1 I 92 SV 0 2.2 12.2 33.3 63.6 100.6 93 SQ 0 22 29 282 738 1347 94 SE 100 102 104 106 108 110 I 95 KK 8A-8 CHANNEL ROUTING 96 RK 4380 0.004 0.040 0 TRAP 50 3 97 98 KK KM SUB 1111 RUNOFF FROM ENCINITAS CREEK SUBBASIN 88 I 99 BA 0.53 100 PB 2.80 101 IS 85 I 102 103 LiD KK 0.248 PT.8 104 MC 2 105 KK SUB I 106 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 1 107 BA 0.88 108 . PB 2.80 I 109 110 IS LiD 89 0.117 111 KK SUB 112 113 KM BA RUNOFF FROM ENCINITAS 0.58 CREEK SUBBASIN 2 I 114 PB 2.80 115 LS 87 116 LiD 0.107 - I ll? KK P1.3 118 HC 2 .. I 120 119 KK RK 3-3A CHANNEL ROUTING 2000 0.015 0.020 0 TRAP 10 2 121 KK 3A-4 CHANNEL ROUTING 122 RK 3920 0.013 0.040 . 0 TRAP 50 3 I 123 KK SUB 124 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 4 125 BA 0.74 126 127 PB LS 2.70 87 128 LiD 0.148 1 HEC-1 INPUT PAGE 4 I LINE ID.......1 .......2.......3.......4.......5.......6........7.......8.......9......10 129 KK P1.4 I 130 131 MC KK 2 P1.9 132 HC 2 133 KK 9-10 CHANNEL ROUTING I 134 RK 2920 0.007 0.040 0 TRAP 60 3 135 KK SUB 10 I. 3 136 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 10 137 BA 0.42 138 PB 2.70 139 Is 82 140 UD 0.189 141 KK PT.10 142 HC 2 143 KK SUB 11 144 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 11 145 KO 3 2 146 PB 2.80 147 BA 0.65 148 IS 88 149 UD 0.102 150 KK P1.11 151 KM STORAGE ROUTING IN FLOODWATER DETENTION BASIN C 152 KO 3 2 153 RS 1 ELEV 66.1 154 SV 0 0.4 1.5 2.6 3.7 4.9 6.1 7.6 9.9 13 155 Sv 22 27.7 34.4 42.3 156 SE 66 67 68 69 70 71 72 73 74 75 157 SE 77 78 79 80 158 SQ 0 7 17.5 37.5 70 101 118 132 143 155 159 SQ 177 186 196 209 160 KK P1.12 161 HC 2 162 KK 12-13 CHANNEL ROUTING 163 RK 4040 0.011 0.045 0 TRAP 60 3 164 KK SUB 13 165 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 13 166 BA 0.66 167, PB 2.70 168 IS 82 169 UD 0.262 NEC-i INPUT LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10 PAGE 5 170 KK P1.13 171 .HC 2 172 ZZ ** ** ** * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * FEBRUARY 1981 * 1* REVISED 02 AUG 88 * * * RUN DATE 02/20/1992 TIME 10:13:47 * * * DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT WITH FLOODWATER DETENTION BASINS A, B, C AND D I INTERIM SPILLWAY FOR BASIN D 6-HOUR STORM, 100-YEAR EVENT ZONES 11, 12, ETC / 8 10 OUTPUT CONTROL VARIABLES I IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL OSCAL 0. HYDROGRAPH PLOT SCALE 1 *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * THE HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 551-1748 * * * I I IT HYDROGRAPH TIME DATA NMIN 2 MINUTES IN COMPUTATION INTERVAL IDATE 12DEC89 STARTING DATE I ITIME 0000 STARTING TIME NO 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 12DEC89 ENDING DATE NDTIME 0958 ENDING TIME I ICENT 19 CENTURY MARK COMPUTATION INTERVAL .03 HOURS TOTAL TIME BASE 9.97 HOURS I ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET I FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT I ..... * ** * ** * ** * ** * * * 39 KK * PT.6A * FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA I * * 40 KO OUTPUT CONTROL VARIABLES I IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE I STATION PT.6A ************** * * * PT. 6 * FLOODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD. * * * ** * * ** * * * * * * * OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * ** ** * * * * * * * * * * * 89 KK * PT.8A • * * FLOODWATER DETENTION BASIN D I 90 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE I STATION PT.8A (I) INFLOW, (0) OUTFLOW 0. 200. 400. 600. 800. 1000. 1200. 0. 0. 0. 0. 0. 0. I . (5) STORAGE 0. 0. 0. 0. 0. 0. 0. 20. 40. 60. 80. 0. 0. DAHRMN PER 120000 11 ----------------------------------------------------------- S -------------------.---------.---------.---------.--------- I I 120002 21 . . . . . S . . . 611 120202 621 1 120200 . . . . S . S . . . 120204 631 . . . . . S . . . 120206 641 . . . . . S . . . 120208 651 . . . . . S . . . I 120210 661 120212 671 . . . . . . . . . . S S . . . . . . . 120214 681 . . . . . S . . . 120216 69! . . . . . S . . . 120218 70! 7101 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - S . . . . S .............................. . . . I120220 120222 7201 . . . . . S . 120224 7301 . . . . . S . 120226 740 1 . . . . .• S . I 120228 750 1 120230 760 . . . . I . . . . . . S S . . . . . . 120232 770 1 . . . . . S . . . 120234 78.0 I. . . . . .S . . . 79.0 .1 . . .. . .S . . . 120238 80.0 I 120236 I .S . 120240 81.0..........I ............... ... ..S ............................. 120242 82.0 . . I . . . . S . . . 120244 83.0 . . .1 . . . S . . . 1120246 84.0 120248 85.0 . . . I . . . . .1 . . . S . S . . . . . . 120250 86.0 . . . . I . . S 120252 87. 0 . . . . I . S. . . 120254 88. 89 0 . . . . 0 . I . I S. . . S . I120256 120258 90. 0 I .s . 120300 91 .....0 .......................I ................................ 120302 92. .0 . 5 0 1• . S . I 120304 93. 120306 94. . 0 . . . . 0 . . . . . I. 1. . S . . . S .. . 12030895. . 0 . . . . I. . S. . . 120310 96. . 0 . . . . I . . S. . . 120312 97. . 0. . . . I . . S •. . .0 . I .S 0 120314 98 12031699 .0 .1 .S . 120318 100 . 0 .1 . S . 120320 101............0 .............I ..................................... I120322 102. 120324 103. . . 0 . . . . 0 . . I I. . . . . S . . . 0 5 . . 120326 104. . . 0 . . I. . . . S . . 120328 105. . . 0 . . I . . . . S . . 120330 106. 107. . . 0. . . . 0 . I . I . . . . . S . . . . S . . I120332 120334108. . . 0 . I. . . . S . . 120336 109. . . .0 . I . . . . S . . 120338 110. . . . 0 . I . . . . S . . I120340 111. ................0 .......I 120342 112. . . . 0 . I . . ...................................... . . S. . 120344 113. . . . 0 . I . . . . S . 120346114. . . . 0 . I . . . . S . 120348115. 116. . . . 0 . . . . 0 . I . I . . . . . S . .. . .S . I 120350 120352 117. . . . 0 . I . . . . .S . 120354 118. . . . 0 . I . . . . .S . 120356 119. . . . 0 . I . . . . . S . I 120358 120 0 I 120400 121............................................................... . S . 120402 122 0 I . S . 120404 123. . . . 0 . I - - . . . S . 120406 124. 125. . . . 0 . . . . 0 . I . I . . . . . . $ . . . . S . I 120408 120410 126. . . . 0. I . . . . S . 120412 127. . . . 0. 1 . . . . . S . 120414 128. . . . 0.1 . . . . . S . I 120416 129 120418 130 0.1 01 S . S . 120420 131 ................................................................ 120422 132. . . . I. . . . . . S . I .6 I . I 120424 133. . . . 10. . . . . . S 134. 120428 135. 1 120426 . . . 1 0. . . . . . 1 0. . . . . . S . . . $ 120430 136. . . . I 0. . . . . . S 120432 137. . . . I 0. . . . . . S 120434 138. . . . 1 0 . . . . . . S I 120436 139 120438 140 . 1 0 . S . I 0 . S 120440 141 ................I . . 0 . . . . . . . . . . . . . . . . . . . . . . . . . . S ............... 120442142. . . .1 0. . . . . .S 143. 120446 144. 1 120444 . . .1 0 . . . . . I 0 . . . . . . S . . . s 120448145. . . I 0 . . . . . .S 120450 146. . . 1. 0 . . . . . .S 120452 147. . . I. 0 . . . . . .S I 120454 148. 120456 149. . . I . 0 . . . . . I . 0 . . . . . .S . . .S 120458 150. . . I . 0 . . . . . .S 120500 151 ................................................s ............... 152. 120504 153. I 120502 . . I . 0 - . . . . I . 0 . . . . S . . . S 120506 154. . . I . 0 . . . . . S 120508 155. . . I . 0 . . . . . S. 120510 156. . - . I . 0 . . . . . S. I 120512 157. 120514 158. . . I . 0 . . . . I . 0 . . . . . S. . . . S. 120516 159. . . I . 0 . . . . . S. . 120518 160 I . 0 S . 162. 120520 161 ............I ................................ S ................ . . 1 .0 . . . . . S . . I 120522 120524 163. . . 1 .0 . . . . . S . 120526164. . . 1 0 . . . . . $ . 120528 165. . . 1 0 . . . . . S . . I 120530166. 120532 167. . .1 0 . . . . I 0 . . . . . S . . . . . S . 120534 168. . . 1 0. . . . . . S . 120536 169. . . 1 0. . . . . . S . . 120538 170. 171...........I . . 1 0. . . . . 0 .............................S . . . S . . ................. I 120540 120542172. . .1 0. . . . . . S . 120544173. . .1 0. . . . . . S . 120546174. . .1 0. . . . . S . I 120548175. 120550 176. . .1 0 . . . . .1 0 . . . . . S . . . . S . 120552177. . .1 0 . . . . . . S . 120554178. . .1 0 . . . . . . S . 120556 179. . .1 0 . . . .1 0 . . . S . S . I 120558180 120600 181 ..............0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . S .................. 120602182. . I 0 . . . . . . S . 120604183. . I 0 . . . . . . S . I 120606184. 120608 185. . I 0 . . . . I 0 . . . . . . S . . . . S . . 120610186. . I 0 . . . . . . S . 120612 187. . I 0 . . . . . . S . 120616 189 I 120614188 I 0 I 0 S . S . 120618 190 I 0 S . 120620 191 ..........I . 0 .................................................. 120622 192. . I 0 . . . . . . S . • 120624 193. . I. 0 . . . . . . S . I 120626 194. . i. 0 . . . . . . s . . 120628 195. . 1. 0 . . . . . . S . 120630 196. . I. 0 .. . . . . . S . I 120632 197. 120634 198. . 1. 0 . I . 0 120636199. .. 1. 0 . . . . . .S . 120638200. . I .0 . . . . . .S . . 120640 201............0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S ................... 202. . I . 0 - . . . . . S . . I 120642 120644203. . I .0 . . . . . .S . . 120646 204. - I .0 . . . . . .S . . 120648 205. . I .0 . . . . . .S . . 1I 7 I I 120650 206. . 1 .0 . . . . . .S . I120652 207. 120654 208. . 1 .0 . . . I 0 . . . . . .S . . . . .S . 120656 209 . I 0 .S . 120658 210 . I 0 S . 120700 211 ......I ..................................S .................... 212. .1 0. . . . . . S . I120702 120704 213. .1 0. . . . . . S . 120706 214. 1 0 . . . . . . S. . 120708 215. 1 0 . . . . . . S. . I120710 216. 120712 217. 1. 0 . . . I. 0 . . . . . . S. . . . . S. . 120714 218. 1. 0 . . . . . S. . 120716 219. 1 . 0 . . . . . . S . . 120718 220. 1 . 0 . . . . . . S . . 221. . . . . . . ................................S ..................... 1120720 120722222. 1 . 0 . . . . . . S. 120724223. 1 . 0 . . . . . . S . 120726224. I . 0 . . . . . . S . . 1120728 225. 120730 226. I 1 . 0 . . . . . . . . . . S . . . . . S . . 120732227. 1 . 0 . . . . . . S . . 120734228. 1 . 0 . . . . . . S . . 120736229. I . 0 . . . . . . S . . 230 i . o s . 1120738 120740 231 .......................... ... .............S ...................... 120742232 I . 0 - S . 120744233 I .0 S . 1120746 234. 120748 235. I 1 . 0 . . . .0 . . . . . . s- . . . S . . 120750236. 1 .0 . . . . . . S . . 120752237. I .0 . . . . . . S . . 120754238. I .0 . . . . . . S . . Z. I .0 s . 1120756 120758 240. I .0 - S . 120800 241. . I 0 ................................S ....................... 120802242. I 0 . . . . . . S . . 1120804 243. 120806244. I I 0 . . . 0 . . . . . - S . . . . . S . . 120808245. I 0 . . . . . . S . . 120810 246. I 0. . . . . . . S . . 120812 247. I 0. . . . . . . S . . 248. i S . s . 1120814 120816 249. I 0 . S . 120818 250. I 0 . S . 120820 251. . I ..................................S ........................ I120956 299. 10 . . . . . . S . . 120958 300.--I0 --------------- ------------------------------------------------ S---------------------------------------------------- 143 KK * SUB 11 * * * I 145 KO OUTPUT CONTROL VARIABLES IPRNT 3 IPLOT 2 QSCAL 0. SUBBASIN RUNOFF DATA PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE I 147 BA SUBBASIN CHARACTERISTICS TAREA .65 SUBBASIN AREA PRECIPITATION DATA I 8 I . I 146 PR STORM 2.80 BASIN TOTAL PRECIPITATION I 14 P1 INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .00 .00 .00 .00 .00 I .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 I .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 I .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 I .00 .00 .00 .00 .00 .00 .00 .00 148 LS SCS LOSS RATE STRTL .27 INITIAL ABSTRACTION I CRVNBR 88.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 149 UD SCS DIMENSIONLESS UNITGRAPH I TLAG .10 LAG UNIT HYDROGRAPH I . 17 END-OF-PERIOD ORDINATES 457. 1554. 2529. 2582. 2052. 1256. 786. 510. 321. 201. 128. 81. 51. 33. 22. .13. 6. I HYDROGRAPH AT STATION SUB 11 RAINFALL = 2.80, TOTAL LOSS = 1.16, TOTAL EXCESS = 1.64 I TOTAL PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 9.97-HR + (CFS) (HR) (CFS) 602. 277 115. 69. 69. 69. (INCHES) 1.642 1.642 1.642 1.642 (AC-Fl) 57. 57. . 57. 57. I CUMULATIVE AREA = .65 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** I * * 150 KK * PT.11 * * * I 152 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL I IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH ROUTING DATA 153 RS STORAGE ,ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP ELEV - TYPE OF INITIAL CONDITION I I . I RSVRIC 154 SV I x STORAGE 1156 SE ELEVATION 158 SO DISCHARGE I I PEAK FLOW TIME I (CFS) (HR) 170. 3.37 LEAK TIME STORAGE + (AC-Fl) (HR) 19. 3.37 PEAK STAGE TIME (FEET) (HR) 76.38 3.37 I OPERATION STATION + HYDROGRAPH AT + SUB 6C I ROUTED TO 6C-68 HYDROGRAPH AT + SUB 68 2 COMBINED AT + PT.6B I ROUTED TO HYDROGRAPH AT + SUB 6A 2 COMBINED AT + PT.6A ROUTED TO PT.6A I HYDROGRAPH AT STATION P1.11 MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 9.97-HR (CFS) 113. 69. 69. 69. (INCHES) 1.614 1.641 1.641 1.641 (AC-Fl) 56. 57. 57. 57. MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 9.97-HR 10. 6. 6. 6. MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 9.97-HR 72.74 70.22 70.22 70.22 CUMULATIVE AREA = .65 SO MI 66.10 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .0 .4 1.5 2.6 3.7 4.9 6.1 7.6 9.9 13.0 22.0 27.7 34.4 42.3 66.00 67.00 68.00 69.00 70.00 71.00 72.00 73.00 74.00 75.00 77.00 78.00 79.00 80.00 0. 7. 18. 38. 70. 101. 118. 132. 143. 155. 177. 186. 196. 209. RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD FLOW PEAK 6-HOUR 24-HOUR 72-HOUR 561. 2.83 121. 73. 73. 559. 2.90 121. 73. Th 381. 2.77 75. 45. 45. 900. 2.83 196. 118. 118. 899. 2.87 196. 118. 118. 197. 2.73 37. 22. 22. 1025. 2.83 233. 140. 140. 642. 3.10 233. 140. 140. 10 BASIN MAXIMUM TIME OF AREA STAGE MAX STAGE .65 .65 .37 1.02 1.02 .20 1.22 1.22 134.55 3.10 140. 28. 168. 159. 75. 151. 310. 306. 8. 314. 294. 288. 49. 337. 98. 59. 157. 157. 157. 71. 228. 565. 1.22 .25 1.47 1.47 .64 .64 .68 1.32 2.79 2.79 .09 2.88 2.88 2.88 .53 3.41 .88 .58 1.46 1.46 1.46 .74 2.20 5.61 119.10 3.83 108.15 4.33 ROUTED TO 6A-6 642. 3.17 233. 140. HYDROGRAPH AT SUB 6 242. 2.77 46. 28. 2 COMBINED AT PT. 6 734. 2.80 279. 168. ROUTED TO PT. 6 558. 3.83 247. 159. HYDROGRAPH AT SUB 5A 540. 2.87 125. ROUTED TO 5A-5 539. 3.00 124. HYDROGRAPH AT SUB 5 588. 2.83 126. 2 COMBINED AT PT. 5 1051. 2.90 250. 2 COMBINED AT PT. 7 1163. 2.93 492. ROUTED TO 7-8A 1160. 3.07 492. HYDROGRAPH AT SUB 8A 72. 2.77 14. 2 COMBINED AT PT.8A 1185. 3.03 505. ROUTED TO PT.8A 783. 4.33 468. ROUTED TO 8A-8 783. .4.53 467. HYDROGRAPH AT SUB 88 353. 2.87 81. 2 COMBINED AT PT. 8 860. 4.43 525. HYDROGRAPH AT SUB 1 842. 2.77 163. HYDROGRAPH AT SUB 2 511. 2.77 98. 2 COMBINED AT PT. 3 1353. 2.77 260. ROUTED TO 3-3A 1342. 2.77 260. ROUTED TO 3A-4 1340. 2.87 260. HYDROGRAPH AT SUB 4 589. 2.80 118. 2 COMBINED AT PT. 4 1890. 2.83 378. 2 COMBINED AT PT. 9 2238. 2.83 894. 11 75. 151. 310. 306. 8. 314. 294. 288. 49. 337. 98. 59. 157. 157. 157. 71. 228. 565. I . I ROUTED TO + 9-10 2236. 2.90 894. 561. 561. 5.61 -1+ HYDROGRAPH AT SUB 10 238. 2.83 52. 31. 31. .42 I PT.10 2 COMBINED AT 2456. 2.90 945. 593. 593. 6.03 HYDROGRAPH AT + SUB 11 602. 2.77 115. 69. 69. .65 1+ ROUTED TO PT.11 170. 3.37 113. 69. 69. .65 + I+ 2 COMBINED AT PT.12 2622. 2.90 1057. 662. 662. 6.68 ROUTED TO I . 12-13 2610. 2.97 1056. 657. 657. 6.68 HYDROGRAPH AT + . SUB 13 335. 2.90 81. 49. 49. .66 I+ 2 COMBINED AT PT.13 2926. 2.97 1133. 706. 706. 7.34 NORMAL END OF HEC-1 I I I I I I I I .1 12 76.38 3.37 I . I APPENDIX C. INPUT/OUTPUT LISITNGS OF HEC-2 FOR ENCINTTAS CREEK .NEAR OLIVENHAIN I * ** * **** **** *** ** * ** * * ***** * * * * HEC-2 WATER SURFACE PROFILES * * U.S. ARMY CORPS OF ENGINEERS * * * * HYDROLOGIC ENGINEERING CENTER I * Version 6.6.0; February 1991 * 609 SECOND STREET, SUITE D * * * DAVIS, CALIFORNIA 95616-4687 * * RUN DATE 20FE892 TIME 11:18:25 * (916) 756-1104 * ******************************************** *************************************** I I X x xxxxxxx xxxxx XXxXX X X X X X X X x x I x xxxxxxx Xxxx x xxXxx xxxxx X X x . X - x X x x x X x xxxxxxx xxxxx xxxxxxx FULL MICRO-COMPUTER IMPLEMENTATION H A E S T A D METHODS 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS RUN EXECUTED 20FEB92 11:18:25 IHEC-2 WATER SURFACE PROFILES Version 4.6.0; February 1991 Ti THIS IS SUBCRITICAL RUN FOR ENCINITAS CREEK EXISTING CONDITIONS 12 FOR EVALUATION OF INTERIM SPILLWAY FOR DETENTION BASIN 0 I 13 FOR DISCHARGES WITH DETENTION BASINS A, B, C AND 0 Ji ICHECK INQ NINV IDIR STRT METRIC I4VINS 0 WSEL FO 4 . 67.08 I J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 01 3 4207 3013 2456 NC 0.05 0.05 0.15 0.1 0.3 Xl 1.096 83.0 180.0 330.0 525.0 530.0 525.0 I OR 79.3 .0 79.5 10.0 79.5 20.0 79.5 25.8 I 79.4 30.0 QT 3 1890 1890 1890 Xl 1.403 11 394.9 448.9 535 490 524 X3 394.9 84.0 GR 81.4 0 81.9 44.8 81.5 68.7 80.3 86.1 82.5 106 GR 83.5 280 83.5 394.9 76.7 423.9 T7.1 448.9 81.4 557.9 GR 87.2 662.4 NC 0.030 0.040 0.03 Xl 1.420 11 404.3 444.7 370 360 362 X3 350 84 GR 83.8 0 84.2 33.1 83.6 66.4 82.2 156.8 83.2 236 GR 82.3 318.3 81.6 404.3 78.4 411.4 84.4 444.7 86.5 526.7 GR 89.9 608 xi 1.520 12 338.8 396.9 270 252 252 X3 258.6 89.5 GR 89.3 0 88.8 30.9 88.1 67.9 88.3 165.7 89.5 258.6 GR 87.5 338.8 85.4 363 83.1 377.5 88.5 396.9 92.6 477.3 GR 97.6 558.5 102.4 635.3 QT 3 4207 3013 2456 NC .050 .040 .130 Xl -1.313 87.0 270.0 390.0 427.7 414.2 423.6 GR 121.6 .0 . 114.8 10.0 111.1 20.0 108.0 23.2 96.9 30.0 GR 87.9 40.0 83.9 46.5 83.9 50.0 83.8 51.7 83.4 53.5 GR 83.8 60.0 83.9 70.0 84.1 80.0 84.2 90.0 84.2 93.6 GR 84.1 100.0 83.8 110.0 83.5 120.0 83.6 130.0 83.6 130.7 GR 83.1 135.0 81.3 140.0 77.6 150.0 77.0 152.2 76.9 160.0 GR 76.9 170.0 76.7 180.0 76.1 190.0 75.3 200.0 75.0 210.0 GR 74.8 220.0 74.5 230.0 74.5 240.0 74.5 250.0 74.3 260.0 GR 74.3 270.0 74.0 280.0 73.8 290.0 73.6 300.0 73.4 310.0 GR 73.3 320.0 73.2 330.0 73.0 340.0 73.1 350.0 73.1 360.0 GR 73.4 370.0 73.5 380.0 73.5 390.0 73.7 400.0 73.8 410.0 GR 73.8 420.0 73.8 430.0 73.8 440.0 74.0 450.0 74.0 460.0 GR 74.2 470.0 74.3 480.0 74.5 490.0 74.7 500.0 74.9 510.0 GR 75.0 520.0 75.2 530.0 76.0 540.0 76.8 550.0 77.4 560.0 GR 77.5 562.1 77.7 570.0 78.0 580.0 78.2 590.0 78.4 600.0 GR 79.1 610.0 79.8 620.0 80.6 630.0 80.7 631.6 80.7 640.0 GR 81.2 650.0 81.7 652.2 81.8 656.1 81.8 660.0 82.1 670.0 GR 82.5 680.0 82.9 690.0 83.3 700.0 83.9 710.0 84.5 720.0 GR 85.3 730.0 85.7 735.6 01 3 2597 1465 860 NC 0.04 .0.10 0.06 0.1 0.3 Xl 0 13 473.4 552.2 200 400 300 X3 10 73.5 GR 79.7 0 79.6 90.1 79.1 203.3 80.8 295.9 82.3 397.5 GR 76.1 473.4 73.5 515.6 75.4 552.2 82.1 625.3 82.7 747.3 GR 79.1 840.5 78.6 962.8 82.1 1084.2 Xl 0.006 30 320 360.1 40 40 40 X3 10 GR 83.4 0 81.4 82.3 81.1 174.9 80.3 257.1 80.3 290 GR 81 314 81 320 77.1 320.1 76.8 323 75 327.5 GR 75 337.5 79 337.6 79 342.5 75 342.6 75 352.5 GR 77.1 357 77.1 360 81 360.1 . 81 382 81 384 GR 81.3 387 81.9 532.9 82.2 642.6 83.2 776.6 84.2 880.4 GR 86.7 975 87.6 1060 89.3 1171.8 92.4 1308 99.1 1455.8 SB 1.05 1.6 2.9 400 45 5 140 75 75 Xl 0.021 110 110 110 X2 1 79 81 1.050 BI -8 314 81 81 314.1 82 81 320 82 81 81 320.1 82.3 79 360 82.3 79 360.1 82 81 BT 382 82 81 384 81 81 Xl 0.023 19 139.5 284.7 20 20 20 X3 150 81 220 81 GR 96.6 0 91.7 35.8 79.6 75.4 79.6 100.3 78.2 139.5 GR 76 157.5 75.0 172.2 75.1 206.8 78.1 284.7 79.4 381.5 GR 79.8 491 79.9 604.3 82.2 714.4 83.5 836.1 85.3 961.3 GR 85.3 1082.6 88.1 1191.7 92.4 1277.2 99.8 1353.3 3 xi 0.110 19 253.7 386.5 485 425 471 GR 88 0 84.9 15.8 82 24.9 83.6 45.8 80.5 58.7 GR 78.3 97.6 78.7 131.2 78.9 207.8 77.3 253.7 75.8 278.9 GR 76.6 294.7 77.3 386.5 79.1 484 82.6 608.1 82 704.6 GR 83.5 831.3 85.3 934.6 86.7 1042.9 88.3 1118.2 SECNO DEPTH CWSEL CRIWS WSELK EG NV HL OLOSS L-BANK ELEV Q GLOB QCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 1 CCHV= .100 CEHV .300 *SECNO 1.096 1.096 5.08 67.08 .00 67.08 67.20 .12 .00 .00 63.00 2456.0 592.6 1181.4 682.2 171.8 749.5 189.2 .0 .0 62.70 .00 3.45 1.58 3.61 .050 .150 .050 .000 62.00. 117.04 .002965 525. 525. 530. 0 0 0 .00 276.50 393.55 *SECNO 1.164 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .48 1.164 3.91 69.01 .00 .00 69.19 .17 1.97 .02 66.30 2456.0 90.8 1792.3 573.0 21.4 666.7 120.3 8.0 2.3 66.50 .03 4.24 2.69 4.76 .055 .150 .050 .000 65.10 84.39 .012857 362. 363. 368. 2 0 0 .00 275.63 360.02 *SECNO 1.236 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .55 1.236 3.44 76.44 75.61 .00 76.96 .52 7.67 .10 74.30 2456.0 755.6 1508.6 191.8 97.9 358.0 25.7 13.3 4.3 74.40 .05 7.72 4.21 7.46 .055 .150 .050 .000 73.00 58.41 .042153 359. 359. 360. 12 19 0 .00 204.41 262.81 *SECNO 1.313 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 7.23 1.313 4.98 77.98 .00 .00 78.05 .07 1.05 .05 74.30 2456.0 526.0 485.0 1445.0 306.0 545.1 583.3 22.6 7.4 73.50 .11 1.72 .89 2.48 .050 .130 .040 .000 73.00 148.96 .000806 428. 424. 414. 5 0 0 .00 430.50 579.46 *SECNO 1.403 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q GLOB QCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENOST 3301 HV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS= 394.9 662.4 TYPE= 1 TARGET= -394.900 ELENCL= 84.00 ELENCR= 100000.00 1.403 4.00 80.70 80.70 .00 81.86 1.16 .86 .33 83.50 4 635.3 TYPE= 1 TARGET: .00 90.17 1.18 44.8 192.3 2.4 .030 .030 .040 20 10 0 -258.600 1.92 .03 87.50 36.3 12.3 88.50 .000 83.10 278.89 .00 127.70 406.59 1890.0 .0 1304.9 585.1 .0 129.0 164.1 32.7 10.7 77.10 .13 .00 10.11 3.57 .000 .030 .060 .000 76.70 406.85 .009488 535. 524. 490. 20 16 0 .00 133.25 540.10 *SECNO 1.420 3470 ENCROACHMENT STATIONS 350.0 608.0 TYPE= 1 TARGET: -350.000 ELENCL= 84.00 ELENCR= 100000.00 1.420 5.57 83.97 .00 .00 85.05 1.08 3.19 .01 81.60 1890.0 848.3 1041.7 .0 116.8 114.3 .0 34.9 11.6 84.40 .14 7.27 9.11 .00 .030 .030 .000 .000 78.40 350.00 .008123 370. 362. 360. 4 0 0 .00 92.32 442.32 *SECNO 1.520 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS= 258.6 ELENCL= 89.50 ELENCR= 100000.00 1.520 5.89 88.99 88.99 1890.0 151.4 1735.7 2.9 .15 3.38 9.03 1.21 .006886 270. 252. 252. *SECNO -1.313 START TRIB COMP -1.313 1.313 77.984 -1.313 4.98 77.98 .00 2456.0 526.0 485.0 1445.0 .20 1.72 .89 2.48 .000805 428. 424. 414. SECNO DEPTH CUSEL CRIWS Q OLOB OCH QROB TIME VLOB VCH VROB SLOPE XLOBL XLCH XLOBR .00 78.05 .07 .00 .00 74.30 306.0 545.1 583.3 44.4 15.0 73.50 .050 .130 .040 .000 73.00 148.96 0 0 0 .00 430.51 579.47 WSELK EG HV HL OLOSS L-BANK ELEV ALOS ACH AROB VOL TWA R-BANK ELEV XNL XNCH XNR WIN ELMIN SSTA ITRIAL IDC ICONT CORAR TOPWID ENDST CCHV= .100 CEHV= .300 *SECNO .000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .22 .000 4.77 78.27 .00 .00 78.38 .10 .32 860.0 52.0 768.9 39.0 29.0 286.6 45.1 50.9 .24 1.80 2.68 .87 .040 .060 .100 .000 .002102 200. 300. 400. 2 0 0 .00 .01 76.10 17.0 75.40 73.50 446.77 136.79 583.57 *SECNO .006 3265 DIVIDED FLOW 3301 MV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3495 OVERBANK AREA ASSUMED NON-EFFECTIVE, ELLEA= 81.00 ELREA= .006 3.26 78.26 78.26 .00 79.59 1.33 860.0 .0 860.0 0 .0 93.0 .0 24 .00 9.25 00 000 .060 .000 .052161 40. 40. 40. 20 15 0 81.00 .23 37 81.00 51.1 17.1 81.00 000 7500 320.07 .00 35.02 360.03 5 SPECIAL BRIDGE SS XK XKOR COFQ RDLEN BWC BWP BAREA SS ELCHIJ ELCHD 1.05 1.60 2.90 400.00 45.00 5.00 140.00 .00 75.00 75.00 *SECNO .021 3301 HV CHANGED MORE THAN HVINS 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.88 SECNO DEPTH CWSEL CRIWS WSELK EG NV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONI CORAR TOPWID ENDST CLASS A LOW FLOW 3420 BRIDGE W.S.= 77.95 BRIDGE VELOCITY= 7.28 CALCULATED CHANNEL AREA= 118. EGPRS EGLUC H3 OWEIR QLOW BAREA TRAPEZOID ELLC ELTRD WEIRLN AREA 79.20 80.23 1.43 0. 860. 140. 160. 79.00 81.00 0. .021 4.69 79.69 .00 .00 80.23 .53 .64 .00 81.00 860.0 .0 860.0 .0 .0 146.6 .0 51.4 17.2 81.00 .25 .00 5.87 .00 .000 .060 .000 .000 75.00 320.03 .014707 110. 110. 110. 0 0 0 .00 40.03 360.07 *SECNO .023 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3.20 3470 ENCROACHMENT STATIONS= 150.0 220.0 TYPE= 1 TARGET= 70.000 ELENCL= 81.00 ELENCR 81.00 .023 5.24 80.24 .00 .00 80.34 .10 .07 .04 81.00 860.0 .0 860.0 .0 .0 341.9 .0 51.6 17.2 81.00 .25 .00 2.52 .00 .000 .060 .000 .000 75.00 150.00 .001439 20. 20. 20. 2 0 0 .00 70.00 220.00 *SECNO .110 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.53 .110 4.75 80.55 .00 .00 80.56 .01 .22 .01 77.30 860.0 312.4 450.4 97.2 360.4 500.2 266.6 59.4 20.1 77.30 .41 .87 .90 .36 .040 .060 .100 .000 75.80 58.49 .000226 485. 471. 425. 4 0 0 .00 476.98 535.46 THIS RUN EXECUTED 20FEB92 11:18:30 HEC-2 WATER SURFACE PROFILES Version 4.6.0; February 1991 NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST OR DISCHARGES WITH DETEN SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC ELMIN a CWSEL CRIWS EG 10*KS VCH AREA .01K 6 1.096 .00 .00 .00 62.00 2456.00 67.08 .00 67.20 29.65 1.58 1110.49 451.06 1.164 363.40 .00 .00 65.10 2456.00 69.01 .00 69.19 128.57 2.69 808.38 216.60 1.236 359.20 .00 .00 73.00 2456.00 76.44 75.61 76.96 421.53 4.21 481.61 119.62 1.313 423.60 .00 .00 73.00 2456.00 77.98 .00 78.05 8.06 .89 1434.33 865.26 1.403 524.00 .00 .00 76.70 1890.00 80.70 80.70 81.86 94.88 10.11 293.07 194.03 1.420 362.00 .00 .00 78.40 1890.00 83.97 .00 85.05 81.23 9.11 231.07 209.71 1.520 252.00 .00 .00 83.10 1890.00 88.99 88.99 90.17 68.86 9.03 239.46 227.77 -1.313 423.60 .00 .00 73.00 2456.00 77.98 .00 78.05 8.05 .89 1434.47 865.39 .000 300.00 .00 .00 73.50 860.00 78.27 .00 78.38 21.02 2.68 360.68 187.59 .006 40.00 .00 .00 75.00 860.00 78.26 78.26 79.59 521.61 9.25 92.98 37.66 .021 110.00 81.00 79.00 75.00 860.00 79.69 .00 80.23 147.07 5.87 146.61 70.92 .023 20.00 .00 .00 75.00 860.00 80.24 .00 80.34 14.39 2.52 341.92 226.73 .110 471.00 .00 .00 75.80 860.00 80.55 .00 80.56 2.26 .90 1127.20 572.51 SUMMARY PRINTOUT TABLE 150 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 1.096 2456.00 67.08 .00 .00 .00 276.50 .00 * 1.164 2456.00 69.01 .00 1.93 .00 275.63 363.40 * 1.236 2456.00 76.44 .00 7.42 .00 204.41 359.20 * 1.313 2456.00 77.98 .00 1.55 .00 430.50 423.60 * 1.403 1890.00 80.70 .00 2.71 00 133.25 524.00 1.420 1890.00 83.97 .00 3.27 .00 92.32 362.00 * 1.520 1890.00 88.99 .00 5.02 .00 127.70 252.00 -1.313 2456.00 77.98 - .00 -11.01 .00 430.51 423.60 * .000 860.00 78.27 .00 .29 .00 136.79 300.00 * .006 860.00 78.26 .00 -.02 .00 35.02 40.00 * .021 860.00 79.69 .00 1.43 .00 40.03 110.00 * .023 860.00 80.24 .00 .55. .00 70.00 20.00 * .110 860.00 80.55 .00 .31 .00 476.98 471.00 SUMMARY OF ERRORS AND SPECIAL NOTES WARNING SECNO= 1.164 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 1.236 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 1.313 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 1.403 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.403 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.403 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1.520 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1.520 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1.520 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL WARNING SECNO= .000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= .006 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= .006 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= .006 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL. WARNING SECNO= .021 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= .023 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= .110 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE NormaL program termination 8 I I I I I Li I 1 APPENDIX G H I I fl 1 Li I I [I: I I Drainage Study for E ©ui for Encinitas, California August, 1994 prepared by ca M EXP. ~?7* The Austin Hansen Group 9605 Scranton Road, Suite 300 San Diego, CA 92121 (619) 552-1010 By:___________________________ Date: S ( Blair A. A. Knoll, RCE No. 45885 , Exp. 12/31/94 APPROACH In conjunction with the Encinitas Home Depot project El Camino Real is to be widened 23' for the full length of frontage along the Home Depot ownership, with the exception of the area south the Olivenhain Road intersection which is to be improved at a future date when Olivenhain Road is realigned. The drainage analysis for El Camino Real adjacent to the Encinitas Home Depot has been prepared to evaluate the ability of the road to carry projected storm runoff from a 10-year frequency storm and a 100-year frequency storm. City of Encinitas design criteria requires that a 10-year storm flow not exceed the top of curb elevation, and a 100-year storm flow not exceed the elevation at the right-of-way. For this analysis the curb height is 0.5' and the height at the right-of-way is 0.66' for the 8' wide parkway behind the curb. A high point occurs in the El Camino Real profile approximately 140' north of the south boundary of El Camino Real. Roadway runoff flows south from this high point to an existing 21' curb inlet. This is an existing condition which is not being impacted in any significant manner by the roadway widening for Home Depot. No analysis is included for this segment. The drainage analysis evaluates runoff from the high point north to a point just south of and adjacent to the bridge near the Olivenhain Road intersection. The drainage basin incorporates adjacent slopes along the east right-of-way, a small tributary area designated as Basin C, and half-width of the road as determined by a line running along the centerline of.the proposed median. The attached tabulation charts, EL CAMINO REAL 10 YEAR DRAINAGE ANALYSIS and EL CAMINO REAL 100 YEAR DRAINAGE ANALYSIS, indicate that both the 10- year storm and the 100-year storm can be carried in the roadway in conformance to City design criteria. An overside spillway is to be provided at the point where the new curb approaches the bridge abutment. This spillway is to be designed as a 0.5' deep weir wide enough to accommodate a minimum of 12.5 cubic feet per second. I I I I - - - - - - - - - - - - - - - - - - -.. EL CAMINO REAL I I I I 10 YEAR DRAINAGE ANALYSIS (P6 = 1.75) FOR ENCINifAS HOME DEPOT 8110194 BASIN(S) TOTAL IMPIM. PLANTED OOMP. Tc UITENSITV FLOW AVG. AVG. TRAVEL ZTRAVEL INTENSflV !QIO 1 S.DPE GUTTER AREA "C" = "C" "C" 110 010 SLOPE VELOCITY TIME TIME 110 DOWN- FLOW 0.95 0.45 (APP. X-D) (Tc) STREAM DEPTH (AC) (AC) (AC) (mm) (In/HR) (CFS) (%) (FPS) (MIN) (MIN) (In/HR) (CFS) (%) (APP. X-} _______ (FT) EC1 0.793 0.517 0.276 0.78 10 2.95 1.8 C 1.000 0.000 1.000 0.45 10 2.95 1.3 a'JFI.iJBJcE 1.793 0.517 1.276 0.59 _______ 10.00 2.95 3.1 1 2.2% 0.29 E2 0.982 0.516 0.466 0.71 10 2.95 2.1 !BSINS 2.775 1.033 1.742 0.64 3.50% 4.5 1.44 11.44 2.70 4.8 4.1% 0.31 390 E3 0.727 0.597 0.130 0.86 10 2.95 1.8 ZSTNS 3.502 1.630 1.872 0.68 3.90% 4.9 1.33 12.77 2.52 6.0 3.2% 0.34 335 EC4 0.781 0.671 0.110 0.88 10 2.95 2.0 EASINS 4.283 2.301 1.982 0.72 2.00% 3.9 1.67 14.44 2.33 7.2 0.8% 0.43 390 ___ _______ ECS 0.738 0.640 0.098 0.88 10 2.95 1.9 __ ______ !BASINS 5.021 2.941 2.080 0.74 0.90% 2.8 2.38 16.82 2.11 7.9 1.0% 0.43 _______ _______ _______ _______ _______ _______ 400 _______ _______ _______ _______ IN - - - - - - - - - - - - - - - - - - -. EL CAMINO REAL 100 YEAR DRAINAGE ANALYSIS (P6 = 2.7) FOR ENCINITAS HOME DEPOT 8/10/94 BASIN(S) TOTAL IMPERV. PLANTED (MP. Tc WrENsrrY FLOW AVG. AVG. TRAVEL !TRAVEL IUTENS11Y 10100 SLOPE GUTTER AREA C. C. = C. 1100 0100 SLOPE VELOCITY TIME TIME 1100 DOWN- FLOW 0.95 0.45 (APP. X-D) (TO STREAM DEPTH (AC) (AC) (AC) (mm) (In/HR) (CFS) (%) (FPS) (MIN) (MIN) (In/HR) (CFS) (%) (APP. X-D) (FT) EC1 0.793 0.517 0.276 0.78 10 4.55 2.8 C 1.000 0.000 1.000 0.45 10 4.55 2.0 a'JFLU8JcE 1.793 0.517 1.276 0.59 10.00 4.55 4.8 2.2% 0.34 EC2 0.982 0.516 0.466 0.71 10 4.55 3.2 ZSINS 2.775 1.033 1.742 0.64 3.50% 4.8 1.35 11.35 4.19 7.4 4.1% 0.35 390 EC3 0.727 0.597 0.130 0.86 10 4.55 2.8 BASINS 3.502 1.630 1.872 0.68 3.90% 5.3 1.05 12.41 3.96 9.5 3.2% 0.38 335 EC4 0.781 0.671 0.110 0.88 10 4.55 3.1 !BASINS 4.283 2.301 1.982 0.72 2.00% 4.5 1.44 13.85 3.69 11.3 0.8% 0.51 390 _______ ECS 0.738 0.640 0.098 0.88 10 4.55 3.0 !&ASINS 5.021 2.941 2.080 0.74 0.90% 3.1 2.15 16.00 3.36 12.5 1.000 0.50 4.200 LO-000 4.200 400 F 0.45 10 4.55 8.6 0 ~ El il wi I.- AUST IN A N S E N I H GROUP C. "° Ern,n,s SHEET NO OF MkE C.cULATED BY DATE CHECKED WV DATE _0 -"14- 9605 SCRANTON ROAD • SUITE 300 • SAN DIEGO CA 92121 • 619 552 1010 • FAX 619 5521001 Manhole frame and cover. 14 @ 6both ways B Se 9 drawing M.2. Elev shown on plans I I" unless shown in otherwise an plans Rounded pipe ends See dZ:tLO-611 ___ ::::::: towards outlet T.. L J1- —.JT B SECTION A-A 4•#4 around opening PLAN Elevahawn an plans - HT -t SECTION B-B / NOTES See Standard Drawing 0.11 foradditrenal notesand details. When V exceeds 4' steps shall be installed. Si, Standard Drawing 0.11 for details. Exposed edges of concrete shell be rounded with a radius of 1/2". Openings on both sides unlese otherwise shown on plans. Maintain 1 112" clear spacing between reinforcing and surface. LEGEND ON PLANS Revision By Approved Date SAN DIEGO REGIONAL STANDARD DRAWING nseceese IT no sea aisea ___ VARGA11011 00".. ., Rebar It mo. - CATCHBASIN -TYPEF DRAWING NUMBER 01 PJF I FM 'JOB ILT -( jiA SHEET NO ____OF _SCME_________________ A U S I I N CUTED BY DATE - - H A N S E N CHECKED BY DATE______________ GROUP 9605 SCRANTON ROAD • SUITE 300 • SAN DIEGO CA 92121 • 619 552 1010 • F AX 619 552 1001 Minimum 0.0100 Maximum 0.0600 Increment By 0.0100 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow . Worksheet Name: 9,p5%- F Description: STORM DRAIN @ 60+08 EL CAMINO REAL Solve For Actual Depth Given Constant Data; Diameter ...........2.00 I Mannings n .........0.013 Discharge..........8.60 riable Input Data Slope I I I I I I I 1 Page 1 of 2 Open Channel Flow Module, Version 3.21 (C) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I. Page 2 of 2 I . VARIABLE COMPUTED COMPUTED COMPUTED Diameter Channel Mannings Discharge Depth Velocity Capacity ft Slope 'n' cfs ft fps Full ft/ft cfs 2.00 0.0100 0.013 .8.60 0.86 6.71 22.62 E2.00 0.0200 0.013 8.60 0.71 8.64 31.99 2.00 0.0300 .0.013 8.60 0.64 10.00 39.18 2.00 0.0400 0.013 8.60 0.59 11.08 45.24 2.00 0.0500 0.013 8.60 0.56 12.00 50.59 2.00 0.0600 0.013" 8.60 0.53 12.81 55.41 I LJE 2.4" U - - Open Channel Flow Module, Version 3.21 (C) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 : .015 __4••______•_____n :75 0.13 RESIDENTIAL STREET ONE SIDE ONLY £..I:.-.----- . .i... . . -. •..._. • • r ..; .__i•. .. . .i. ! 7 - - -& - - = r 4.. —/: T- / I - 9111 - ...:.-- 'frfl -: - -- JSI 3 4 5678910 20 30 4050 DISCHARGE (C.ES.) (AMPLE: Given' Q.:IO S:2.5% Chart : Depth: 0.4, Velocity = 4.4 ts. SAN DIEGO COUNTY GUTTER AND ROADWAY DEPARTMENT OF SPECIAL DISTRICT SERVICES DISCHARGE—VELOCITY CHART DESIGN MANUAL APPROVED_ DATE APPENDIX X-D -3 I- 0 .5- .3 2 KZ 2.0 - - - - - —. - - - -., - -. -. '- -. - - I- _• INTEHSITYrDUMTI0N DESIGN CHART .3 . _-__-.-_.-I-..-.-.-.-.- Directions for Application: From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10, 50 and 100 yr. maps Included in the Design and Procedure Manual). Adjust 6 hr. precipitation (if necessary) so that It is within the range of 45% to 65% iL the 24 hr. precipitation. (Not applicabi to Desert) Plot 6 hr. precipitation on the right side of the chart. 1 . ' 4) Draw a line through the point parallel to the plotted lines. rt 9. 5) This line Is the intensity-duration curve for P6 0 ' the location being analyzed. .5 - Application Form: '0) Selected Frequency /0 yr. i) P6 '' in., P24.-3,0 , P6 = P24 Adjusted *p 6./, 75 in. t = mm. ms.0 I 2. 7c- in/hr. • *Not Applicable to Desert Region 15 20 Minutes 30 40 501 fli ira ti nfl 2.3 456 Hours.. APPENDIX XI-A -.- - - - - ---.-. - - - - - - - - - COUNTY OF SAN DIEGO . DEPARTMENT OF SANITATION FLOOD CONTROL & 10-YEAR 24-11011'R PRECIPITATIO N -'20,'IS0PLUVIALS IF 10-YEAR 24-HOUR 45 - _________ PRECIPITATION Iii ETliS OF ANICI1 10 lb 50 q3 Le IIIA Is A: it SAGE I :L 30 1 Is SAN CL MEN I[ 60 30 -20 1ri )50 25 lilt , ) \ 3Oç i 33. ______ -40 1OH ES.' (1 4: L 40 V)J-I . )'& (---• —)- 1)- UCL MAIl 25 So 5 ______ ______ _____2 45-r 70 } lov IL U.S. DEPARTMEt T OF COMMERCE NATIONAL OCEANIC AND AT -1113141FRIC AD11141STRATION J/ $P!CSAL STUDIES DRACU OPICE Or YDROLOGY. NATIONAL WEATHER SERVJ 301 110, 1451 301 15' 117' 115' 301 15' 116' 3 1180 1i5' 301 15' 1170 45' 30' 15' 116' 330 49, U.S. DEPAR1 NATIONAL OCEANIC AN SPECIAL STUDIES DRANCH. OFFICE 1 '-4 - - - - _; - - . - - - - - - - r- • - ,. - COUNTY OF SAN DIEGO • 10-YEAR 6-1-100 PRECIPITATION, DEPARTMENT OF SANITATION FLOOD CONTROL ,-..Jfi_ ISGPLUVIALS OF 10-YEi 0-tJ1 PflECIPlThTIO1 III 1EfTIIS OF JUl I NCH S. 4. 3. -. t•'H * 0J -. U 19 4J .4-. (I) C #7 01 - ; .5--- k "M h 41111111,111" I - INTENSITYrDUMT!QN DESIGN CHART iiirniirni I ji.;i hi uiiuI4Ji,uiiIIflIr . Directions for Application: Equatiân: ::= 7.44 p6 D-645 j precipitation maps determine 6 h. and I = Intensity (n./Hr.) - 24 hr. amounts for the Selected frequency. Ij p These maps are printed In the County Hydrology 6 6 Hr. Precipitation (In.) - Manual (10, 50 and 100 yr. maps included in the Duration (Min.) Design and Procedure Manual). Adjust 6 hr. precipitation (If necessary) so that it is within the range of 45% to 65% 0 the 24 hr. precipitation. (Not aprlicabl to Desert Cn Plot 6 hr. precipitation on the right side of the chart. 1 • ' 4) Draw a line through the point parallel to the plotted lines. .; Ct 5) This line is the intensity-duration curve for 16 0 . the location being analyzed. - 4i4.5 Application Form: 3.5 • 0) Selected Frequency /Lyr. 3.0 1) P6 2.? n., P24= , p24 1EII120; 2) Adjusted *6 27 in. 115 3) t /t mm. i4',li' 15 20 30 40 50 Minutes fl,,-,, tp llllI •NUNlUIN .Nuiuuui -us"," 'IiIiIIllhIllll ""lull iullH!U .--I -. -c -- 4) I.. q,$-;5- In/hr. *Not Applicable to Desert Region APPENDIX XI-.A 30' 15' 117 115' 30' 15' II6 I 1151 ram - LuUlffY OF SAN DIEGO: - - - DEPARTMENT OF SANITATION & FLOOD CONTROL 100-YEAR61OII PRECI PITATIOrl"I "2O' ISOPLUVIALS 10F 100-YEAR 6-HOUR 4- PRECIPITATI ON R'I ET1IS O L\r'I ICU Lm 115' I \iutiiA1Q) U'i.i1_\a, lkwp 30 15 33. 1e5' U.S. PEP/tRIM NA1$ONAs. OCEANIC AND UPLCIAI. PTUDI1 DRANCII. OrfICR O 30' COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION 100-YEAR. 24410t 11 PRECIPITATION FLOOD CONTROL '20.-'lSOPLUlIl1LS OF 109 -V[Afl 24-HOUR P[1ECIPITJ\llffl1 III 7HITHS OF All ItiCli 1151 100 LI P. 10 AG IA SACK fuu 30 1 flip. SAN Ct 161 43 15 1 0_ 411 00- 40 _______ _______ • co : 70 .336 4' 1 \TiiL' 115 1 lip IOO8O) E N- P"i 4bv U.S. DCPARTMEN 1* OF COMMERCE UL.) RATION AL ocI*ic 0454 SPACIAL 1TUDI UHA'dC$I. OPIsC DY II S)UOLflGY. NATIONAl. WATSIgK svcg SA • O - 4 (-10-6550 — UiOSthJ1O .30' 30' 1T,' 1170 ic;' ía' •.i•51 • 116" 1\J I -)\ \ELrV '(i?t \ - 'II 1 4 .. f-\. -\ • ,-, • 1' * 1$ Ii '-S — / I : Z\ '( — N I ItVcT ))fl tf ' k9%&½ ITI Thj 075 'I . • • • Aeo lam DRAINAGE BASINS ** Th e Home D epot - _ A USHTEI 'O''•'''' •' S ,Encinitas, ................... .•. . •. -, . .. •• • G IR 0 U 0 • • 0• S •'•* S S S S I P 5 •PP. S •o- 0- 0_ •• -0- STORM DRAIN REPORT OLIVENHAIN ROAD IMPROVEMENTS DECEMBER 21, 1994 Prepared For: CITY OF CARLSBAD, CALIFORNIA Pre5ared By:. PROJECT DESIGN CONSULTANTS 701 B Street, Suite 800 San Diego, California 92101 (619)235-6471 PDC Job No. 1033.00 M.J. "Tom" Tomlinson, P.E. RCE 26417 PREPARED BY: DS Registration Expires 3/31/96 CHECKED BY: File: 1033.00 Dec. 21, 1994 TABLE OF CONTENTS 1.0 INTRODUCTION ........................................1 2.0 EXISTING CONDITIONS .....................................3 3.0 EXISTING CONDITIONS - FLOW CALCULATIONS .................5 3.1 Intensity Calculation ..............................5 3.2 Flow to Points of Interest 1, 2, and 3 ...................5 4.0 IMPROVED CONDITIONS ................................. 6 SUMMARY HYDROLOGY TABLE ........................7 5.0 TIME OF CONCENTRATION ................................8 5.1 Basin AB ....................................8 5.2 Basin AA .....................................8 5.3 Basin AC ....................................8 5.4 Basin BC ....................................9 5.5 Basin BB .......................................9 5.6 Basin BA ....................................10 5.7 Basin CA ....................................11 5.8 Basin DC ......................................11 5.9 Basin DA ....................................11 5.10Basin DB .....................................12 5.11 Basin DD .....................................12 APPENDIX A ................................................13 RJI033STRM.RP'r EDt (3) II File: 1033.00 Dec. 21, 1994 1.0 INTRODUCTION This drainage report has been prepared to document the design procedures and calculations used to determine the storm drain facilities for the improvement of Olivenhain Road, located in the City of Carlsbad, California. The proposed improvements extend from the intersection of El Camino Real and Olivenhain Road, east approximately 1,700 feet. (See Figure 1 on page 2.) The pre- and post-development drainage basins, storm drain layout, points of concentration, inlets, outlet points, and other drainage facilities are shown on Exhibits 'A' and 'B' attached at the end of this report. Storm drain improvements have been designed in accordance with the following reference documents: Standard Design Criteria for the Design of Public Works Improvements in the City of Carlsbad, dated June 19, 1987 ("Carlsbad Design Manual"). City of Carlsbad Standard Drawings and Specifications, dated November 1990. San Diego Area Regional Standard Drawings, dated September 1988, by the San Diego County Department of Public Works ("Regional Standard Drawings"). Encinitas Creek Master Drainage Plan. City of Carlsbad Zones 11. 12. and 23, dated July 28, 1988 ("Master Drainage Plan"). Hydrology Manual. County of San Diego, dated January 1985 ("County Design Manual"). Hydrology Design of Floodwater Detention Basin for La Costa Southwest, dated October 1989, by Howard H. Chang, PhD, PE ("Chang Detention Basin Report"). Handbook of Hydraulics for the Solution of Hydraulic Engineering Problems, Sixth Edition, dated 1976, by Ernest F. Brater and Horace Williams King ("King's Handbook"). Standard Specifications for Public Works Construction, dated 1988. Cityof Carlsbad Riprap Design Guidelines, dated March 20, 1991. Erosion and Sediment Control Handbook, by Goldman, Jackson and Burszynsky. RiI033srRM.RPr £01 (3) 1 I • File: 1033.00 Dec. 21, 1994 RANCHO SANTA FE ROAD ROAD \ ppogi pPLOt ' LA COSTA • MEADOWS DRIVE Op'0 0 . • MELROSE AVENUE BATIQUITOS QUESTHAVEN LA COSTA ROAD' LAGOON AVENUE • CALLEDE FUENTE' o -OUVENHAIN • • ' ":ROAD'' . . RANcHOSANTA,FE, ' : • lOAD I•1 * / , I - - .: •- ENcrs2 BLVD . .. ', ' v LOOMION MAP • ; . ... '.. , SCALE Figure l' RJ10339tRM.RPT EDI (3) - 2 File: 1033.00 Dec. 21, 1994 2.0 EXISTING CONDITIONS The existing section of Olivenhain Road to be improved is a two-lane street with a 60-foot right- of-way. Olivenhain Road lies north of the east branch Encinitas Creek and acts as a berm for stormwater flows from the land to the north. This land is undeveloped and is covered with various natural vegetation throughout, mainly sagebrush, chaparral, and annual grasses, per the Final Environmental Impact Report for the Arroyo La Costa Master Plan, pages 149 and 150. Elevations range from 64 feet ± to 217 feet ±, with small steep slopes in isolated areas. The natural drainage area is divided into three drainage basins that are shown on Exhibit 'A' at the end of this report. Basin No. 1 drains to the southwest as overland flow and gutter flow. Runoff collects at an existing 24-inch CMP under. Olivenhain Road and discharges into the east branch of Encinitas Creek, east of El Camino Real. Basin No. 2 drains to the south toward Olivenhain Road. The flow is mainly overland flow, shallow concentrated flow, and a few natural channel flows collecting at Olivenhain Road. The combined flow passes under Olivenhain Road through two 24-inch CMPs outletting into the east branch of Encinitas Creek. Basin No. 3 consists of a 2:1 slope created with the Rancho Del Ponderosa development that flows southwest to Olivenhain Road, and approximately 23 acres of natural land. The 2:1 slope collects in a concrete brow ditch and combines with the flow from the remainder of the basin that is collected in a large, natural channel. These two flows discharge into Basin No. 2. Refer to the Encinitas Creek Master Drainage Plan. City of Carlsbad Zones 11. 12. and 23, prepared by Rick Engineering Company, July 1988, and the Hydrologic Design of Floodwater Detention Basin for La Costa Southwest, prepared by Howard H. Chang, PE, October 1989, and the Drainage Study for Encinitas Creek, prepared by Howard H. Chang, PE, May 1991, that RJI033STRM.RPF ThI (3) 3 File: 1033.00 Dec. 21, 1994 describe existing stormwater runoff conditions and amounts, and propose recommendations regarding improvements associated with the development. RII033STRM.RFF EM (3) 4 File: 1033.00 Dec. 21, 1994 3.0 EXISTING CONDITIONS - FLOW CALCULATIONS 3.1 Intensity Calculation I = 7.44 P6 T 5 P6 = 100-YR 6-HR PRECIP = 2.7 in FROM ISOPLUVIALS Tc = TIME OF CONCENTRATION IN MINUTES - SEE APPENDIX 'A' FOR DETAILED CALCULATIONS BASIN 1 I = 7.44 (2.7)(12.8)0M5 1100 = 3.9 in/hr BASIN 2 I = 7.44 (2 .7)(13 .5) -0645 1100 3.7 in/hr BASIN 3 I = 7.44 -0.645 I100 = 3.1 in/hr 3.2 Flow to Points of Interest 1, 2, and 3 Qi =CIA = (0.7) (3.9 in/hr) (6.0 ac) Q1 = 16.4 cfs =CIA = (0.7) (3.7 in/hr) (10.2 •ac) Q2 = 26.4 cfs Q3 =CIA = (0.6)(3.1 in/hr) (23.2 ac) Q3 = 43.2 cfs R1I033STRM.RPT EDI (3) 5 File: 1033.00 Dec. 21, 1994 4.0 IMPROVED CONDITIONS The proposed improvements for Olivenhain Road consist of realigning and widening the roadway and installing the necessary drainage systems to convey the 100-year flow. Four pipe systems are proposed to transmit stormwater flows to the east branch of Encinitas Creek from the lands north of Olivenhain Road in their fully developed condition. Systems 'A' through 'D' consist of overland flows collecting in concrete brow ditches or a curb and gutter system (see Exhibit 'B'). All pipes shall be reinforced concrete pipe (RCP) with a minimum diameter of 18 inches, unless otherwise noted on plans. The systems are sized to carry at least the 10-year storm in an underground system, the 50-year storm to the top of curb, and the 100-year storm in the right- of-way without causing damage to the adjacent property. Riprap will be placed, reducing velocities and eliminating erosion potential at all outlets discharging to unprotected or natural channels. All concrete brow ditches will be placed at a minimum slope of 2%. Concrete ditches will be placed at the tip of 2:1 slopes, diverting flow that may pass over the slope. All concrete brow ditches will discharge into natural channels with riprap energy dissipation or into a storm drain system. R/I033STRM.RPT EM (3) 6 File: 1033.00 Dec. 21, 1994 SUMMARY HYDROLOGY TABLE BASIN AREA (ac) 'c' Tc (mm) I (in/hr) Q (cfs) AB 2.6 0.80 13.6 3.8 7.9 AA 5.5 0.50 31.1 2.2 6.1 AC 0.4 0.91 2.1 12.0 4.6 BC 1.3 0.95 4.0 8.2 10.1 BB 2.0 0.80 4.5 7.6 12.2 BA 2.7 0.48 12.3 4.0 5.2 CA 3.7 0.55 12i. 4.0 8.1 DC 0.6 0.95 2.4 11.4 6.5 DA 15.7 0.55 12.9 3.8 32.8 DB 2.3 0.45 4.0 8.2 8.5 DD 0.7 0.95 2.6 10.8 7.2 BASIN NAME AREA 1 COVERAGE I 'C' COEFF. (WEIGHTED) AB 2.6 ac 1/2 slope, ½ imp. 0.80 AA 5.5 ac ½ dev., ½ rural 0.50 AC 0.4 ac impervious 0.95 BC 1.3 ac impervious 0.95 BB 2.0 ac /z slope, 1/2 imp. 0.80 BA 2.7 ac 1/3 dev., % rural 0.48 CA 3.7 ac developed 0.55 DC 0.6 ac impervioUs 0.95 DA 15.7 ac developed 0.55 DB 2.3 ac rural 0.45 DD 0.7 ac impervious 0.95 'C' COEFF DEVELOPED = 0.55 IMPERVIOUS = 0.95 RURAL (NAT. SLP) = 0.45 SLOPE = 0.65 RJI033STRM.RPT 01 (3) 7 File: 1033.00 Dec. 21, 1994 5.0 TIME OF CONCENTRATION 5.1 Basin AB To = Tc DOWN 2:1 SLOPE H = 25 L = 60' Tc =1 11.9 (0.011) ° = 0.004 hr 25 = 0.24 mm A = 2.6 ac To = 10.2 mm C = 0.80 L = 700 ft S = 2.0% T0 = 10.2 mm ASSUME Tc = 11 mm I = 7.44 (2.7)(11)-° = 4.28in/hr Q = (0.8) (4.28) (2.6) = 8.9 cfs Q/2 = 4.4 cfs Vave = 3.5 fps (see Appendix A) To = 700' = 3.3 mm (3.5)(6.0) Tc To + T0 = 10.2 + 3.3 =,13.5 ASSUME Tc = 13.5 ifljfl I = 7.44 (2.7)(13.5)-°5 = 3.75 in/hr Q =7.8cfs Q/2 =3.9 Vave = 3.4 fps = 700' = 3.4 3.4 (60) = 10.2 + 3.4 = 13.6 1fl1fl OK 5.2 Basin AA OVERLAND FLOW - URBAN L1 =170 L2 =500 L3 =350 = 4.7% S2 = 2.7% S3 = 3.0% C = 0.55 Tc = 1.8 (1.1-c)'L Vs T1 = 2.4 Tc2 = 15.9 Tc3 = 12.8 Tc = 31.1 Tflifl 5.3 Basin AC A = 0.4 To = 0 ALL GUTTER GLOW R/I033sTRM.RPT EDI (3) 8 File: 1033.00 Dec. 21, 1994 C =0.95 L = 350' S = 1.5% ASSUME TG = 3 mm I = 7.44 (2.7) (3)0645 = 9.9 in/hr Q = 3.75 cfs Q/2 = 1.9 cfs Vave = 2.7 fps To = 350' = 2.2 mm (2.7)(6.0) ASSUME To = 2.2 mm I = 7.44 (2.7) (2.2)-o-64' = 12 in/hr Q =4.6cfs Q/2 = 2.3 cfs Vave = 2.8 fps To 350' = 2.1 in/hr OK 2.8(60) 5.4 Basin BC A =1.3ac C =0.95 L = 800 1 S = 1.5% To = 0 ALL CUTTER FLOW ASSUME Tc = 3 mm I = 7.44 (2.7)(3)° = 9.9 in/hr Q = (0.95) (9.9) (1.3) = 12.2 cfs Q/2 = 6.1 cfs Vave = 3.2 fps Tc 800' = 4.1 mm 3.2(60) ASSUME Tc = 4 mm I = 7.44 (2.7)(4)-°5 = 8.2 in/hr Q = (0.95) (8.2) (1.3) = 10.1 cfs Q/2 = 5.1 cfs Vave = 3.2 fps Tc = 800' =4 min OK 3.2(60) 5.5 Basin BB A = 2.0 ac To ='O ALL GUTTER FLOW C =0.80 RJI033STRM.RPT Fol (3) 9 File: 1033.00 Dec. 21, 1994 L = 870' S =1.5% ASSUME T0 = 5 mm I 7.44 (27)(5)M.645 = 7.11 in/hr Q (0.8) (7.11) (2.0) = 11.4 cfs Q/2 = 5.7 cfs Vave = 3.2 fps Tc = 870' =4.5lfllfl (3.2) (60) ASSUME TG = 4.5 mm I = 7.44 (2.7) (4•5)0645 = 7.61 in/hr Q =12.2 cfs Q/2 = 6.1 cfs Vave = 3.25 fps. Tc = 870' = 4.5 min OK (3.25) (60) 5.6 Basin BA - Natural Watershed A =2.7ac C. =0.45W L = 600' = 0.114 miles H = 80' Tc =( 11.9(0.114) 0.385 = 0.04 hrs = 2.3 mm 80 Tc 12.3 him R11033STRM.RPT EOI (3) 10 File: 1033.00 Dec. 21, 1994 5.7 Basin CA - Gutter + Overland Flow (Lot) To = 10 min for flow over lot (see Appendix A) A =3.7ac C =0.48 L = 600' S =4.3% ASSUME Tc = 12 flhifl I = 7.44 (2.7) (12)0645 = 4.0 in/hr Q =7.2cfs Q/2 = 3.6 cfs Vave = 4.8 fps T0 = 600' = 2.1 mm 4.8(60) Tc To + To 10 + 2.1 = 12.1 Iftifl OK 5.8 Basin DC - Gutter Flow A = 0.6 ac To = 0 ALL GUTTER FLOW C =0.95 L = 550' S =3% ASSUME Tc = 3 ltljfl I = 7.44 (2.7) (3)0.M5 = 9.9 in/hr Q =5.6cfs Q/2 = 2.8 cfs Vave = 3..8 fps T =, 550' = 2.4 mm (3.8) (60) ASSUME Tc = 2.4 lllifl I = 7.44 (2.7)(2.4)0M5 = 11.4 in/hr Q =6.5.cfs Q/2 = 3.3 cfs Vave = 3.9 fps Tc 550' = 2.4 min OK (3.9)(60) 5.9 Basin DA FLOW OVER LOT To = 10 mm A =15.7ac C =0.55 L = 1400' 5 =8.5% ASSUME T = 13 mm I = 7.44 (2.7)(13)05 = 3.8 in/hr Q = (0.55) (3.8) (15.7) = 32.8 cfs RiI033srR1rn E01 (3) 11 File: 1033.00 De. 21, 1994 Q/2 = 16.4 cfs Vave = 8 fps To = 1400' = 2.9 mm (8) (60) Tc = To + T0 = 10 + 2.9 = 12.9 min OK 5.10 BasinDB A =2.3ac C =0.45 L = 1500' S =9% - To =0 ASSUME Tc = 5 mm I = 7.44 (2•7)(5)M5 = 7.11 in/hr Q (0.45) (7.11) (2.3) = 7.36 cfs Q/2 = 3.7 cfs Vave = 6.2 fps Tc = 1500' = 4.0 mm (6.2)(60)' ASSUME Tc = 4 mm I =7.44 (2.7)(4)MM5 = 8.2 in/hr Q =8.5cfs Q/2 = 4.2 cfs Vave = 6.3 fps Tc = 1500' = 4.0 min OK (6.3)(60) * 5.11 Basin DD A = 0.7 ALL GUTTER FLOW C =0.95 L = 630' S =3% ASSUME T = 3 mm I = 7.44(2.7)(3 °5 = 9.9 in/hr Q =6.6cfs Q/2 = 3.3 cfs Vave = 4 fps To = 630' = 2.6 mm 4(60) ASSUME TG = 2.6 mm I = 10.8 in/hr Q =7.2cfs Q/2 =3.6 Vave =4fps To = 630' =2.6 min OK 4(60) K/I033srRM.R.PT EDI (3) 12 File: 1033.00 Dec. 21, 1994 APPENDIX A RJI033mM.Rpr SDI (3) U I FX(ST3& a7APrnO(\JS TABLE 1 RUNOFF COEFFICIENTS (RATIONAL METHOD) UNDEVELOPED AREAS (NON-URBAN) RELIEF Slopes > 30% Slopes 105% 1 Slopes 5% Slopes < 5% to'30% I to 100% Index Value 0.30 _.._ 0.20 0.10. - SURFACE Few Shallow Well -Defined Considerable Many Surface STORAGE Surface Depres- System of Surface De- Depressions. sions. No Ponds Drainways. No pressions. Undefined or Marshes. Ponds or Ponds and Drainage Marshes. Marshes Less System. Than 2% of Drainage Area. Index Value 0.20 0.15 - 0.10 0.05 SOIL TYPE(1) D C. B A Index Value 0.20. -. 0.15 0.10 0.05 GROUND' No Effective Poor Natural 50% of Drain- 70%-of Drain- COVER Soil Cover. Cover.. Less age Area Under 7 age. Area Undei Than: .10% Under Good. Cover. Good Cover. Good Cover. 1 Index Value 0.20 0.10 010 005 NOTE: . . (1)Obtain soil type from Appendices IX-CI thru ix-C4. OILTYPE - p __ + OIt ' 0, 05 2- >0.5. o i t5 +- 02- . 4 02- . Q05 IV-A-8 EQL/T/&' 3) .385 Dfl ONS Fee/re(ii - S' /' 2rne ci cO/7Ce,,/PZAD,7 I a Lei'9/h o/.wa/er.thed j$ H • D,//ere,,ce in e/ewa/,rn a/cng c//cc//re slooc line (See ,openda 1-8) 3 41//e5 ee/ #a,es Mimi/es 2L1cW 4— - 0 /1_ - 947o - - .800 - 2--/20 700 - soo - \ -.500 SD I--", 50 • 2: 10 —200 .\\ : . - -20 • • \• -/8 - -3000 s.. -AV 0% '(.7 - • - / —/2 - 3D = INOTE. • • ADD TEN MINUTES to /D0 - 1! 900 • • 0 1cOMPLJTED TIME OF CON- LCTRATboN —/0 . . 0 • -2 • .• /1' • I SAN DIEGO COUNTY NOMOGRAPH FOR DETERMINATION DEPARTMENT OF SPECIAL DISTRICT SERVICES OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS DESIGN MANUAL • APPROVED •.• • •t/.••p• T DATE : APPENDIX _84_ / Li'; bo f LL± I r-±-— - tL7 lo o:E1_:__I_ 17. j3 t@0 140 57 L -- - - --• ._.:_;.'.... - J.____.i__.4._._.._.t_._._..__..___... 100 H - 1 1 i• . 1111. 'I'il'fI 4O l 0trtto1T_T7ootTi OO f .-1Tf Tt - 1J IkS ivek 0, o4 I - LLL.L •L H 14. - $ rso.4.PN 34NflOS S 31D4m 03104038 66C0P 38Vfl03 S 3JJ}4M 03104038 U)1 5CSP 38Yfl0S S .35V313A3 S1331-IS OOZ 69C 3SflOS S .30V3-343 9133)-IS 031 SSC-S)- ° 38Vfl09 S .35Y3343 S.I3SHS OS IBC-SP 38V1IOS S 8311)4 SL3SHS SOS 58151 X(Sfl'JC,cc LL 2.01) — . •• •1 ... ; J _ -— n T: —. • t I -- ----- -i— T-- - I L J.1o. 100 — .+.•.4. 1• $ t I -.•-•_••_ I 1 i 100 Z&V 400 + - -- JLLj JL I VSO4UTh I 3VflOS S 31JI. GA33S 005 I 0UYflOS S 3JJM Q313A335 00t 06t5P I 3$$vfloS S .3A3 SJ3SHS 03S 6800P • I SIJVflOS S .SV?3A3 SI33HS Cot 5855$ I 3bNfl005.SSVO-JAOSL]SUSOS 185.5$ S$ivfloS c si-tii SISONS 005 55/.51 Y1N • H'2 2-Ito — I BAIN: Cl 31 I + 1 - L I --*--,-z .. _.._;_. ------------------.--- ..-.--- I 1 60. . .- 4. ii : • r * I • • •.L . -I • I .4... 4..: . _••__•__i .—•i-1. i_•••• •t•• • . -. I I t00 400 - (O-t ' .. 2jQx i--- -. ... • .- . - - ( . 1 3flOS S SIJHM 0313A335 005 665 OP 3)flOS S 3iJI-IM 010336051 36flOS S .30Y33A3 013348055 5655P 6055P oos s .30v3-3.l.3 s1o4s001 ogc-s P1WJ9I9UOIWNlIUJNI 3I1V(OS S .38V33A3 01334808 ISVOP 3IcPflOS 9 6311II S133)-4S 008 59101 TYPICAL LOT GRADING 60' . •-1 CURBUNE TIME OF CONCENTRATION OFF A TYPICAL LOT: L = 100 ft.. . 1. So =1% • S . . C=0.55 . . S • FROM APPENDIX A- • THE TIME OF CONCENTRATION Tc = 10 mm. S • • . • H . --I 700 C UR BAN A REAS OVERLAND TIM E OF FLOW. CURVE S Sfoc. Flow lim.Curves EXAMPLE:- C-7.1 L..EJ'.tGTt-i OF FLOW 400 Pt I.O/O Co i'c Ny or- RncP -C.-= .70 c2VE.-LA,4O FLOv.-,rrnE: I...,Vtr1LriE :• .. - - - .-; CHART 1-104.12 - L5 1.- •s.Q5 —1----- S AM NUIDCNTIAS. 5TrT ONC $C OKY • WAU • WAM LOU UIIR mou"Albollmol AWA MM I IIB'AIIhi!_ 00 WIIVA I. uuiT4 IIIPIJ!U ___ No IMF FAMEEP limlIIIiii__A.. DISCHARGE (cFs) ONE SIDE tXAMPt.E: Givtft; QztO 5.25% Chort vt$:Oepffi9Q4 Wocity '4.4 tø.s. EV. CITY OF SAN DIEGO- DESIGN GUIDE R HT. NO. GUTTER AND ROADWAY DISCHARGE- VELOCITY CHART I •••!.• I - 12