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HomeMy WebLinkAboutWalnut Ave Storm Drain.n. ALLARD ENGINEERING L.rJ e a lma surveft hmd acv City of Fontana Walnut Avenue Storm Drain From Tailwind Lane To Citrus Avenue Hydrology & Hydraulics Report August 6, 2004 1S Revision December 21, 2004 2n Revision March 30, 2005 Prepared under the supervision of: w O � David S. Hammer, P.E. ACE 43976 Exp. 06 -30 -05 8253 Sierra Avenue Fontana, CA 92335 (909) 356 -1815 * (909) 356 -1795 Table of Contents Discussion Hydrology Reference Material Rational Methods for Mainline Storm Drain Citrus Avenue to Cypress Avenue Oleander Avenue Rational Methods for Lateral Storm Drain Lateral A2 & A3 Lateral A4 & A5 Lateral A6 Lateral A7 & A8 Lateral A9 Lateral B -I Lateral B -2 Lateral B -3 Flow Depth Calculations for Catch Basins Catch Basins 3 & 4 Catch Basin 5 Catch Basin Sizing Calculations Catch Basins 3 & 4 Catch Basin 5 CMP Riser Capacity Calculations CMP I & 2 CMP 3 WSPGW Dual Pipe Reach Line A - Walnut Avenue & Cypress Avenue Storm Drain Line B - Oleander Avenue Strom Drain Lateral Al Lateral A2 Lateral A3 Lateral A4 Lateral A5 Lateral A6 Lateral A7 Lateral A8 Lateral A9 Lateral B -1 Lateral B -2 Lateral B -3 Hydrology Exhibits Dual Pipe Junction Structure Baseline Avenue Storm Drain Reference Exhibit Existing A.B. Miller High School Storm Drain (2 Reference Exhibits) Walnut Avenue Mainline Storm Drain Hydrology Exhibit Walnut Avenue Lateral Storm Drain Exhibit Walnut Avenue Storm Drain Discussion OVERVIEW The Walnut Avenue Storm Drain is a drainage improvement project that is based on an alternative to the City of Fontana's Storm Drain Master Plan. The original plan called for one mainline lateral to run north off the baseline box at the intersection of Baseline with Citus Avenue and then continue east under Walnut Avenue to Sierra Avenue. However, the Baseline box currently ends at Citrus Avenue and in order to allow for further development in the area, this alternative has been proposed that is designed to convey storm runoff generated by the future commercial and residential developments off of South Highland Avenue, Oleander Avenue and Cypress Avenue. The storm drain line will be constructed within existing Walnut Avenue, Oleander Avenue, Cypress Avenue and Citrus Avenue right of way and it will run from Baseline Avenue to South Highland Avenue. The original plan called for a significantly larger volume of water to be intercepted by the Baseline box at the intersection of Citrus Avenue and Cypress Avenue. Therefore, there is no concern about the HGL at the tie in point because the box will be receiving less discharge than it was originally designed to receive at this point (See WSPG in Reference Material Section). Currently, the natural terrain flows in a south to southwesterly direction at a slope of approximately 2 %. The tributary area consists of a mixture of school, residential, commercial and natural ground. Soil type A can be found throughout the watershed. CRITERIA The criteria utilized for design is the San Bernardino County Hydrology Manual. Civil Cad, Softdesk and AES computer software were utilized to perform the computations. METHODOLOGY Drainage boundaries were set according to USGS Quadrangle Maps and field evaluations. Generally, the drainage boundaries are Highland Avenue to the North, Juniper Avenue to the East, Baseline Avenue to the South and Citrus Avenue to the West. Catch Basins were sized and placed in existing streets with curb and gutter, while CMP risers were placed in all other areas where there were no existing curb and gutter. The 36" RCP storm drain alignment along Cypress Avenue that was shown on sheet 6 of 15 has been removed due to the fact that in the ultimate condition this line will not convey storm water runoff. Ultimately, their will be 0 cfs flowing through this reach because the upper tributary inlets will be plugged. Laterals A -7 and A -12 serve a school's detention basin and one flow rate was calculated for the entire area and then divided by 2 in order to calculate the flow that will be conveyed by each lateral. This method is conservative due to the fact that flow reductions as a result of the detention basin are not accounted for. In regards to pipe sizes, they do not consistently match between the plans and the rational method as a result of the velocities that the rational method calculates. Therefore, the rational method program and the wspg program often predict different pipe sizes for the same amount of flow. PURPOSE The purpose of this report is to determine storm water runoff for the watershed and show that the drainage system, that is comprised of the proposed streets, catch basins, storm drain pipes, are adequately sized. The hydraulic calculation for the storm drain system is included in this report. FINDINGS / SUMMARY This hydrology report shows the ultimate condition of development for the whole area within the watershed boundaries. By conveying the 100 year storm water runoff in a safe and acceptable manner the proposed streets, catch basins and storm drain systems will provide adequate flood protection. Laterals A10 & AI I shall be temporary structures and will not intercept runoff in the ultimate condition. Therefore, in order to allow the WSPG program to run, the mainline WSPG was run with 0.01 cfs flowing through the laterals. Also, Lateral B2 shall be a temporary structure, for the ultimate condition will utilize Lateral B3 to intercept drainage north of A.B.Miller High School. Results demonstrate that the 72 " stub existing under Citrus Avenue is undersized. Therefore a 48" pipe will be added in order to convey the 100 year flow volume (See Hydrology Exhibits). Lateral Al does not have the capacity to convey the 100 year storm event as the HGL is above the top of curb elevation, it is not cost effective to alter the design of the storm drain in order to reduce the HGL for this lateral. The 48" pipe and the 72" pipe were analyzed in WSPG in order to acquire a consistent water surface elevation of 1398.2 ft that was equal in both pipes. The acquired water surface elevation was then used as the initial water surface for the mainline. Hydrology Reference Material F y, N • 3 tu m m y= a7 � y a m c c 3 my c q c °C O G o cs C m i m O. U a? d bc U m p C . F •O ,y N C I W V � > y �+ o �' o w o 3 G w O, d7 t D o tG c°. C •.. 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As a "� Ia 1` ; �= I = 1` _ • l - - * 1 _ .I ._ 4 _ _ - -.-*-1-.1. r IF' _ ue . ='n i_L ..1 r - 1 N ir I J y y .5 1!r M - � .._- . .... 1 - _� I ll 11 if... e � � � � r� V a � i _"tee- •`�,5 i - - -- 1 9 - >_ ? w Ii i,. ,-� -„" • I -' • ' t ' 4 . . _ A -. �.._ �I ' La -- w s } .■ Q 4 1- r 1 1 1 • A • ==.--- � \._ - + - ' --- ' ,..- - - -*�` ±' . �. , , - -� .t x 3 AV 3 __ iROUP BOUNDARY _ ' UP DESIGNATION SCALE �1 48,000 roF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST —A AREA L• 1.6 - - — - - -- I. R8 R7W 1 -- r- r j — a .. t' I T4N •3o I,•. / I 4W R2W r RIW 4� RIE R2E + T'4N 1,2_ 1.4 2 I rEST /' 1. • I T i• —+ I � I O` I c, I I 1 twlLn — — �- -7 j - - - -- �_ _ _ — _ 2 _� -,, I. i - — - �, s� R a . 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COLTON x z 1 -- Lf - � — 4. -- - - ... ` r • L2 -•. t I LS ' `•+ 71 7 ° 011ANf T[R E YUCAIPA Q� S ae , �%6 -- __ _ - - - _- - - - _- P, 11 ` PAr 'tG1N ��•' yva l —�• 45 ' • r A JOW R 2 T2S . - Ivy pa C"T 'D i S�''� � I -- - f , ` I R R3 R2W I / ` SAN KRNA COUNTY FLOOD DISTRICT MADO - Z R IF ONTROL T3s T - i N REDUCED DRAWIFJG VALLEY AREA - -- - - _ - Lf %� _ta - - SCALE 1 = 4 MILES Yon-00 gOEAR I • - - - SAN BER ARaI EAR F HOUR WS '` N NO COUNTY°°��• �, _ ,s 8 W W HYDROLOGY M ANUAL LE A •'•• ..,•••••••••.........•..••.••'• C8 1SOLINES PRECIPITATION (INCHES) ME so" /ti ■4 X1 In low r•20L *"-I' 1 N it - !c FIGURE B -4 T1 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 0 T2 FN = REVBLINEBOX T3 SO 2202.2501266.950 1 1275.330 R 2336.8201267.730 1 .014 .000 .000 0 JX 2338.8201267.740 1 2 .014 20.400 1270.510 90.0 .000 R 2575.1101269.110 1 .014 .000 .000 0 JX 2576.6101269.120 1 3 .014 6.900 1272.370 90.0 .000 R 3060.0001271.920 1 .014 .000 .000 0 R 3210.0001275.990 1 .014 .000 .000 0 R 3302.7801276.610 1 .014 .000 .000 0 JX 3304.2801276.620 1 3 .014 19.200 1279.870 90.0 .000 R 4106.2201281.990 1 .014 .000 .000 0 JX 4110.2201282.020 1 4 .014 37.600 1283.940 90.0 .000 R 4176.2401282.460 1 .014 .000 .000 0 JX 4177.7401282.470 1 3 .014 6.400 1285.720 90.0 .000 R 4292.7201283.240 1 .014 .000 .000 0 JX 4295.7201283.260 1 5 .014 11.500 1285.760 90.0 .000 R 4620.0001285.440 1 .014 .000 .000 0 TS 4652.0001285.610 6 .014 .000 R 5500.0001290.020 6 .014 .000 .000 0 TS 5520.0001290.120 7 .014 .000 R 6497.2701295.200 7 .014 .000 .000 0 JX 6502.7701295.230 7 8 .014 301.000 1296.390 45.0 .000 R 6700.0001296.250 7 .014 .000 .000 0 R 7312.1701301.640 7 .014 .000 .000 0 JX 7316.1701301.670 7 4 .014 44.000 1303.660 60.0 .000 R 9135.0901317.680 7 .014 .000 .000 0 JX 9141.0901317.730 7 8 .014 167.000 1318.700 45.0 .000 R 10496.6501329.660 7 .014 .000 .000 0 JX 10502.6501329.710 7 9 .014 310.000 1330.700 45.0 .000 R 10580.0001330.690 7 .014 0 TS 10600.0001330.940 11 .014 R 11850.0001346.940 11 .014 0 R 11885.1401347.060 11 .014 0 JX 11888.1401347,070 11 5 .014 23.500 .000 R 12062.7101347.980 11 .014 0 JX 12064.7101347.987 11 2 .014 4.700 .000 R 12314.7101349.296 11 .014 0 JX 12316.7101349.297 11 2 .014 4.700 .000 R 12568.7101350.607 11 .014 0 JX 12570.7101350.618 11 2 .014 4.700 .000 R 12620.0001350.870 11 .014 0 R 12818.7101352.758 11 .014 0 JX 12820.7101352.777 11 2 .014 4.700 .000 R 13066.6901355.110 11 .014 0 JX 13068.6901355.150 11 2 .014 4.700 .000 R 13320.4101357.520 11 .014 0 JX 13322.4101357.542 11 2 .014 7.000 .000 R 13698.7501361.118 11 .014 0 JX 13703.2501361.161 11 12 .014 73.000 .000 R 13785.0001361.940 11 .014 0 R 14117.0201364.596 11 .014 0 JX 14119.0201364.612 11 2 .014 4.000 .000 R 14381.0201366.708 11 .014 0 JX 14383.0201366.724 11 2 .014 9.000 .000 R 14800.0001370.065 11 .014 0 R 14803.0701370.080 11 .014 0 R 14996.9401371.640 11 .014 0 R 15000.0101371.660 11 .014 0 1348.620 1353.040 1354.350 1355.660 1357.800 1360.200 1362.600 1362.720 1369.680 1371.800 .000 .000 .000 .000 .000 .000 .000 80.0 .000 .000 80.0 .000 .000 80.0 .000 .000 80.0 .000 .000 .000 .000 80.0 .000 .000 80.0 .000 .000 80.0 .000 .000 45.0 .000 .000 .000 .000 80.0 .000 .000 80.0 .000 .000 -.586 .000 .000 .000 .586 .000 R 15118.0001372.604 11 .014 .000 .000 0 JX 15123.0001372.644 11 13 .014 385.000 1374.240 45.0 .000 R 15170.0001373.020 11 .014 .000 .000 0 R 16450.0001377.884 11 .014 .000 .000 0 JX 16454.0001377.899 11 4 .014 51.000 1.379.600 60.0 .000 R 17116.8001380.418 11 .014 .000 .000 0 JX 17122.8001380.441 11 9 .014 781.400 1381.430 45.0 .000 R 17200.0001380.734 11 .014 .000 .000 0 R 17420.0001381.570 11 .014 .000 .000 0 R 18520.5001384.980 11 .014 .000 .000 0 JX 18526.0001385.000 11 24 .014 103.800 1385.980 -45.0 .000 R 18536.0001385.030 11 .014 .000 .000 0 TS 18561.0001385.100 25 .014 .000 R 19853.2501389.120 25 .014 .000 .000 0 JX 19858.7501389.130 25 26 .014 75.200 1389.620 -45.0 .000 R 21107.2501393.000 25 .014 .000 .000 0 JX 21112.7501393.020 25 27 .014 354.200 1393.500 -45.0 .000 R 22443.9701397.150 25 .014 .000 .000 0 JX 22449.4701397.160 25 28 .014 24.800 1397.650 -45.0 .000 R 23766.2701401.240 25 .014 .000 .000 0 SH 23766.2701401.240 25 1401.240 CD 1 3 2 1.000 8.000 32.000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 4.000 .000 .000 .000 .00 CD 5 4 1 .000 3.000 .000 .000 .000 .00 CD 6 3 1 1.000 8.000 29.000 .000 .000 .00 CD 7 3 1 1.000 8.000 25.000 .000 .000 .00 CD 8 4 1 .000 5.500 .000 .000 .000 .00 CD 9 4 1 .000 6.000 .000 .000 .000 .00 CD 10 4 1 .000 8.000 .000 .000 .000 .00 CD 11 3 1 1.000 8.000 21.000 .000 .000 .00 CD 12 4 1 .000 4.500 .000 .000 .000 .00 CD 13 4 1 .000 5.000 .000 .000 .000 .00 CD 14 3 1 1.000 8.000 17.000 .000 .000 .00 CD 15 4 1 .000 2.000 .000 .000 .000 .00 CD 16 3 1 1.000 8.000 25.000 .000 .000 .00 CD 17 4 1 .000 2.000 .000 .000 .000 .00 CD 20 4 1 .000 2.000 CD 21 4 1 .000 1.500 CD 22 4 1 .000 2.000 CD 23 4 1 .000 2.000 CD 24 4 1 .000 5.000 CD 25 3 1 1.000 6.000 CD 26 4 1 .000 5.000 CD 27 4 1 .000 5.000 CD 28 4 1 .000 5.000 Q 613.600 .0 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 20.000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX ****, t, r*, r***** �* r*+*********«+ t.*** r* t** r�+*** �, rr****** r* �****, r��r***** �******:******** w��wrt *� *x * *r * +� « *,r * «� * * *w * * « * * *� * *• w «� * * * ** AR Used I Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight /IBase Wti INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ******, t** ICh Slope I I, rt, e«*, t, t** Ir*** I rr* rI* r, t*, t* t* rltt****+** I I I+** t�++ I«*, SF Avel tr+** It, HF r, trwr*** ISE DpthIFroude I* rtt** rIt*, NINorm t+ t, r** I+ Dp tt * * *,t *Ir I "N" I *r * * *,rI X -Fall * *,tr *r,�I ZR * * *r• IType Ch I + *r,r *,t« 2202.250 1266.950 8.380 1275.330 3453.00 14.43 3.23 1278.56 .00 7.44 32.00 8.000 32.000 .00 2 1.0 134.570 .0058 .0064 .86 8.38 .93 6.98 .014 .00 .00 BOX 2336.820 I I 1267.730 I 8.462 1276.192 I I 3453.00 14.43 I 3.23 1279.43 i .00 I 7.44 I 32.00 I 8.000 I I 32.000 .00 I 2 1.0 JUNCT STR .0050 .0063 .01 8.46 .93 .014 .00 .00 BOX 2338.820 -I- I I 1267.740 I 8.540 1276.280 i I 3432.60 14.35 I 3.20 1279.48 i .00 I 7.41 I 32.00 I 8.000 I I 32.000 .00 I 2 1.0 236.290 -I- .0058 -I- -I- -I- -I- -I- .0063 -I- 1.49 -I- 8.54 -I- .92 -I- 6.95 -I- .014 -I- .00 .00 1- BOX 2575.110 I I 1269.110 I 8.665 1277.775 I I 3432.60 14.35 I 3.20 1280.97 I .00 i 7.41 I 32.00 I 8.000 I I 32.000 .00 I 2 1.0 JUNCT STR .0067 .0063 .01 8.67 .92 .014 .00 .00 BOX 2576.610 I I 1269.120 I 8.691 1277.811 I I 3425.70 14.32 I 3.18 1280.99 i .00 I 7.40 I 32.00 I I 8.000 I 32.000 .00 I 2 1.0 312.359 .0058 .0063 1.97 8.69 .92 6.94 .014 .00 .00 BOX 2888.959 I I 1270.929 I 8.848 1279.778 I I 3425.70 14.32 I 3.18 1282.96 I .00 I 7.40 i 32.00 I 8.000 I I 32.000 .00 I 2 1.0 HYDRAULIC JUMP 2888.969 1270.929 5.400 1276.329 3425.70 21.15 6.94 1283.27 .00 7.40 32.00 8.000 32.000 .00 2 1.0 33.775 .0058 .0114 .39 5.40 1.66 6.94 .014 .00 .00 BOX 2922.743 I I 1271.125 I 5.291 1276.416 I I 3425.70 21.58 I 7.23 1283.65 I .00 I 7.40 I 32.00 I 8.000 I I 32.000 .00 I 2 1.0 70.780 .0058 .0125 .89 5.29 1.71 6.94 .014 .00 .00 I_ BOX 2993.523 I I 1271.535 I 5.045 1276.580 I I 3425.70 22.64 7.96 I 1284.54 I .00 I 7.40 i 32.00 I 8.000 I I 32.000 .00 I 2 1.0 66.477 .0058 .0142 .95 5.04 1.83 6.94 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 2 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX AR Used I Invert Depth Water ( Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtl ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip L /Elem ICh *«*• �**** I**,+ Slope I I �***,+t l***, �r* a* I**, r�* r*.* Ir** rw**** I++ r«** rl, SF Avel r, rwrr** I« HF �* r***, r* ISE DpthlFroude I** �:.+ �I* NINorm r,+., r* r. l Dp * * *. «� * *I,+ I "N" «. * * * +I�r I X -Fall * *+ * *I ZR * * : :* IType Ch I *rs *... 3060.000 1271.920 4.810 1276.730 3425.70 23.74 8.75 1285.48 .00 7.40 32.00 8.000 32.000 .00 2 1.0 39.723 .0271 .0143 .57 4.81 1.97 3.88 .014 .00 .00 BOX 3099.723 1272.998 5.021 1278.019 3425.70 22.74 8.03 1286.05 .00 7.40 32.00 8.000 32.000 .00 2 1.0 33.593 .0271 .0127 .43 5.02 1.85 3.88 .014 .00 .00 BOX 3133.316 1273.909 5.266 1279.175 3425.70 21.69 7.30 1286.48 .00 7.40 32.00 8.000 32.000 .00 2 1.0 25.509 .0271 .0112 .29 5.27 1.72 3.88 .014 .00 .00 BOX 3158.825 1274.601 5.523 1280.124 3425.70 20.68 6.64 1286.76 .00 7.40 32.00 8.000 32.000 .00 2 1.0 19.338 .0271 .0099 .19 5.52 1.60 3.88 .014 .00 .00 BOX 3178.163 1275.126 5.792 1280.918 3425.70 19.71 6.03 1286.95 .00 7.40 32.00 8.000 32.000 .00 2 1.0 14.431 .0271 .0087 .13 5.79 1.49 3.88 .014 .00 .00 BOX 3192.594 1275.518 6.075 1281.593 3425.70 18.80 5.49 1287.08 .00 7.40 32.00 8.000 32.000 .00 2 1.0 10.402 .0271 .0077 .08 6.08 1.39 3.88 .014 .00 .00 BOX 3202.996 1275.800 6.372 1282.172 3425.70 17.92 4.99 1287.16 .00 7.40 32.00 8.000 32.000 .00 2 1.0 7.004 .0271 .0068 .05 6.37 1.29 3.88 .014 .00 .00 BOX 3210.000 1275.990 6.683 1282.673 3425.70 17.09 4.53 1287.21 .00 7.40 32.00 8.000 32.000 .00 2 1.0 92.780 .0067 .0062 .58 6.68 1.20 6.56 .014 .00 .00 BOX 3302.780 1276.610 6.816 1283.426 3425.70 16.75 4.36 1287.78 .00 7.40 32.00 8.000 32.000 .00 2 1.0 JUNCT STR .0067 .0064 .01 6.82 1.17 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 3 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX AR Used I Invert Depth Water Q ( Vel Vel I Energy I Super ICriticalIFlow ToplHeight /IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch I I I I I I i I I I i I I 3304.280 1276.620 6.531 1283.151 3406.50 17.39 4.69 1287.84 .00 7.37 32.00 8.000 32.000 .00 2 1.0 380.812 .0067 .0067 2.55 6.53 1.24 6.53 .014 .00 .00 I_ BOX 3685.092 I I 1279.170 I 6.531 i 1285.701 I 3406.50 17.39 I 4.69 1290.39 I .00 I I 7.37 32.00 I 8.000 I i 32.000 .00 I 2 1.0 304.089 .0067 .0065 1.97 6.53 1.24 6.53 .014 .00 .00 BOX 3989.181 I I 1281.206 I 6.700 1287.907 i I 3406.50 16.95 I 4.46 1292.37 I .00 I I 7.37 32.00 I 8.000 I I 32.000 .00 I 2 1.0 99.586 .0067 .0059 .59 6.70 1.19 6.53 .014 .00 .00 I_ BOX 4088.767 I I 1281.873 I 7.027 1288.901 I I 3406.50 16.16 I 4.05 1292.95 I .00 I I 7.37 32.00 I 8.000 I I 32.000 .00 I 2 1.0 17.453 .0067 .0052 .09 7.03 1.11 6.53 .014 .00 .00 I_ BOX 4106.220 I I 1281.990 I 7.371 1289.361 I I 3406.50 15.40 I 3.68 1293.05 I .00 I I 7.37 32.00 I 8.000 I I 32.000 .00 I 2 1.0 JUNCT STR .0075 .0061 .02 7.37 1.03 .014 .00 .00 I_ BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 4110.220 I 1282.020 8.043 1290.063 3368.90 14.08 3.08 1293.14 .00 7.32 32.00 8.000 32.000 .00 2 1.0 34.857 .0067 .0061 .21 8.04 .91 6.49 .014 .00 .00 BOX 4145.078 I I 1282.252 I 8.021 1290.273 I I 3368.90 14.08 I 3.08 1293.35 I .00 I I 7.32 32.00 I 8.000 I I 32.000 .00 I 2 1.0 HYDRAULIC JUMP 4145.078 1282.252 6.531 1288.783 3368.90 17.19 4.59 1293.37 .00 7.32 32.00 8.000 32.000 .00 2 1.0 31.163 .0067 .0065 .20 6.53 1.22 6.49 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 4 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX ****•**** �** �** �**+* �* t* r* �r** �**t rs***+***+*** �**+ �, rr* t**, r+ �«** r+ r******+* �**, rr***, r** r�*****, a * *r�� * * *� * *r *wrr +r *,t,rr *r * +r� rrr *asar AR Used I Invert Depth Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa11I ZR IType Ch I I I I I I I I I I I I I 4176.240 1282.460 6.540 1289.000 3368.90 17.17 4.58 1293.58 .00 7.32 32.00 8.000 32.000 .00 2 1.0 I_ JUNCT STR .0067 .0066 .01 6.54 1.22 .014 .00 .00 BOX I I I I I I I I I I I I I 4177.740 1282.470 6.457 1288.927 3362.50 17.36 4.68 1293.61 .00 7.31 32.00 8.000 32.000 .00 2 1.0 -I- -I- -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- 1- 114.980 .0067 .0067 .77 6.46 1.24 6.47 .014 .00 .00 BOX I I I I I I I I I I I I I 4292.720 1283.240 6.449 1289.689 3362.50 17.38 4.69 1294.38 .00 7.31 32.00 8.000 32.000 .00 2 1.0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0067 .0069 .02 6.45 1.25 .014 .00 .00 BOX I I I I I I I I I I I I 4295.720 1283.260 6.316 1289.576 3351.00 17.69 4.86 1294.43 .00 7.29 32.00 8.000 32.000 .00 2 1.0 -I- -I- -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- 1- 150.028 .0067 .0073 1.09 6.32 1.28 6.44 .014 .00 .00 BOX I I I I I I I i I I I I 4445.748 1284.269 6.174 1290.442 3351.00 18.09 5.08 1295.53 .00 7.29 32.00 8.000 32.000 .00 2 1.0 I_ 174.252 .0067 .0080 1.39 6.17 1.33 6.44 .014 .00 .00 BOX I I I I I I I I I I I I I 4620.000 1285.440 5.886 1291.326 3351.00 18.98 5.59 1296.92 .00 7.29 32.00 8.000 32.000 .00 2 1.0 I_ TRANS STR .0053 .0069 .22 5.89 1.42 .014 .00 .00 BOX I I I I I I I I I I I I I 4652.000 1285.610 6.807 1292.417 3351.00 17.58 4.80 1297.22 .00 7.63 29.00 8.000 29.000 .00 1 1.0 I_ 331.150 .0052 .0055 1.81 6.81 1.21 6.84 .014 .00 .00 BOX I I I I I I I I I I i I I 4983.149 1287.332 6.621 1293.954 3351.00 18.07 5.07 1299.03 .00 7.63 29.00 8.000 29.000 .00 1 1.0 I_ 233.471 .0052 .0061 1.41 6.62 1.26 6.84 .014 .00 .00 BOX I I I I I I I I I I I I 1 5216.620 1288.546 6.313 1294.860 3351.00 18.96 5.58 1300.44 .00 7.63 29.00 8.000 29.000 .00 1 1.0 I_ 156.826 .0052 .0069 1.08 6.31 1.35 6.84 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 5 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX * *�t� * * *, rte* r, t, t*, t, t* r, r* t«, t�, t** r** r, trr* �*** t, t, t, t*** rr�, t** x, r***+* ��*+« r*« �*, t, t, t, e*, trt* �r �, t*, t***«+***, t * *r,rxr * *,r +s++rt,tr *t,r�w�,r« ♦rt +r * ** AR Used I Invert Depth Water Q Vel Vel I Energy I Super (CriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width jDia. -FTjor I.D.1 ZL IPrs /Pip P I I I I I P P X -Fall ZR Type Ch L /Elem Ch Slo SF Ave HF SE D th Froude N Norm D "N" * *�,r ,t *rtr I *,t ,t *t *� *x I,t * * *t * ** I * * *• *rr *t I *�,t *,t�rtr I r «,r ,twr• I,t *t * * *r I t•r,t•,t *xt I rx *r *t* I *t,r *t,t ** I r *,t *x,r :r ,t I •,t ,tr• *t I *rtt * :r I *•r,tr I * *,t *,t ** 5373.446 1289.362 6.020 1295.381 3351.00 19.88 6.14 1301.52 .00 7.63 29.00 8.000 29.000 .00 1 1.0 126.554 .0052 .0078 .99 6.02 1.45 6.84 .014 .00 .00 BOX 5500.000 1290.020 5.739 1295.759 3351.00 20.85 6.75 1302.51 .00 7.63 29.00 8.000 29.000 .00 1 1.0 TRANS STR .0050 .0068 .14 5.74 1.56 .014 .00 .00 BOX 5520.000 1290.120 8.000 1298.120 3351.00 17.45 4.73 1302.85 .00 8.00 25.00 8.000 25.000 .00 1 1.0 475.983 .0052 .0053 2.51 8.00 1.11 8.00 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 5995.983 1292.594 8.000 1300.594 3351.00 17.50 4.75 1305.35 .00 8.00 25.00 8.000 25.000 .00 1 1.0 501.287 .0052 .0085 4.25 8.00 1.11 8.00 .014 .00 .00 BOX 6497.270 1295.200 9.649 1304.849 3351.00 17.50 4.75 1309.60 .00 8.00 25.00 8.000 25.000 .00 1 1.0 JUNCT STR .0055 .0070 .04 9.65 1.11 .014 .00 .00 BOX 6502.770 1295.230 10.856 1306.086 3050.00 15.93 3.94 1310.02 .00 7.95 25.00 8.000 25.000 .00 1 1.0 197.230 .0052 .0070 1.39 10.86 1.01 7.47 .014 .00 .00 BOX 6700.000 1296.250 11.223 1307.473 3050.00 15.93 3.94 1311.41 .00 7.95 25.00 8.000 25.000 .00 1 1.0 612.170 .0088 .0070 4.30 11.22 1.01 6.10 .014 .00 .00 BOX 7312.170 1301.640 10.137 1311.777 3050.00 15.93 3.94 1315.72 .00 7.95 25.00 8.000 25.000 .00 1 1.0 JUNCT STR .0075 .0068 .03 10.14 1.01 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 6 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX �**: xs*****, t** �:*, rx* �*****, e, t* r** �+ r**** r+* ��** r• t, r, t*..* x*, r�, rrrr*, t««* �****, et, r* �+, r, r** t:, r***, r**r* �x * *x : *�r * * * * * *e,r * *trs * *,r.xrr ,t *r * *•rr AR Used I Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 7316.170 -I- 1301.670 -I- 10.348 -I- 1312.018 -I- 3006.00 -I- 15.70 -I- 3.83 1315.84 .00 7.87 25.00 8.000 25.000 .00 1 1.0 818.003 .0088 -I- .0068 -I- 5.59 -I- 10.35 -i- 1.00 -I- 6.03 -I- .014 -I- .00 .00 1- BOX I 8134.173 I 1308.870 I 8.735 1317.605 I I 3006.00 15.70 I 3.83 1321.43 I .00 I 7.87 I 25.00 I I 8.000 I 25.000 .00 I 1 1.0 HYDRAULIC JUMP I 8134.173 I 1308.870 I 6.035 1314.905 I I 3006.00 20.75 I 6.69 1321.59 I .00 i 7.87 I 25.00 I 8.000 I I 25.000 .00 I 1 1.0 42.098 .0088 .0088 .37 6.03 1.52 6.03 .014 .00 .00 BOX I 8176.271 I 1309.241 I 6.035 1315.276 I I 3006.00 20.75 I 6.69 1321.96 I .00 I 7.87 I 25.00 I 8.000 I I 25.000 .00 I 1 1.0 605.819 .0088 .0084 5.08 6.03 1.52 6.03 .014 .00 .00 BOX 8782.091 1314.573 6.261 1320.834 3006.00 20.00 6.21 1327.05 .00 7.87 25.00 8.000 25.000 .00 1 1.0 -I- 200.529 -I- .0088 -I- -I- -I- -i- -I- .0075 -i- 1.51 -I- 6.26 -I- 1.44 -I- 6.03 -I- .014 -I- .00 .00 1- BOX I 8982.620 I 1316.338 I 6.567 1322.905 I I 3006.00 19.07 I 5.65 1328.55 I .00 I 7.87 I 25.00 I 8.000 I I 25.000 .00 I 1 1.0 88.547 .0088 .0066 .59 6.57 1.34 6.03 .014 .00 .00 I_ BOX I 9071.167 I 1317.117 I 6.887 1324.005 I I 3006.00 18.19 I 5.14 1329.14 i .00 I 7.87 I 25.00 I 8.000 I I 25.000 .00 I 1 1.0 44.188 .0088 .0058 .26 6.89 1.25 6.03 .014 .00 .00 I_ BOX 9115.354 1317.506 7.224 1324.730 3006.00 17.34 4.67 1329.40 .00 7.87 25.00 8.000 25.000 .00 1 1.0 19.735 .0088 .0052 .10 7.22 1.16 6.03 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------- - - - - -- FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 7 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX AR Used I Invert I Depth I Water I Q I Vel Vel ( Energy I Super ICriticallFlow ToplHeight /IBase Wt) INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fal1I ZR IType Ch I I I I I I I I I I I I I 9135.090 1317.680 7.576 1325.256 3006.00 16.53 4.24 1329.50 .00 7.87 25.00 8.000 25.000 .00 1 1.0 I_ JUNCT STR .0083 .0068 .04 7.58 1.08 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- I I I I I I I I I I I I I 9141.090 1317.730 5.782 1323.512 2839.00 20.46 6.50 1330.01 .00 7.58 25.00 8.000 25.000 .00 1 1.0 739.102 .0088 .0088 6.50 5.78 1.53 5.78 .014 .00 .00 BOX I I I I I I I I I I I I I 9880.191 1324.235 5.782 1330.017 2839.00 20.46 6.50 1336.52 .00 7.58 25.00 8.000 25.000 .00 1 1.0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 616.459 .0088 .0089 5.51 5.78 1.53 5.78 .014 .00 .00 BOX 10496.650 1329.660 5.715 1335.375 2839.00 20.70 6.65 1342.03 .00 7.58 25.00 8.000 25.000 .00 1 1.0 I_ JUNCT STR .0083 .0119 .07 5.71 1.56 .014 .00 .00 BOX I I i I I I I I i I I I I 10502.650 1329.710 4.394 1334.104 2529.00 23.98 8.93 1343.03 .00 7.01 25.00 8.000 25.000 .00 1 1.0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- 1- 77.350 .0127 .0150 1.16 4.39 2.06 4.64 .014 .00 .00 BOX I I I I I I i I I I i I I 10580.000 1330.690 4.336 1335.026 2529.00 24.30 9.17 1344.20 .00 7.01 25.00 8.000 25.000 .00 1 1.0 TRANS STR .0125 .0141 .28 4.34 2.10 .014 .00 .00 BOX I I I I I I I I I I I I I 10600.000 1330.940 5.532 1336.472 2529.00 22.86 8.11 1344.59 .00 7.92 21.00 8.000 21.000 .00 1 1.0 I_ 67.952 .0128 .0128 .87 5.53 1.76 5.53 .014 .00 .00 BOX I I I i I I I I I I I I I 10667.950 1331.810 5.532 1337.342 2529.00 22.86 8.11 1345.46 .00 7.92 21.00 8.000 21.000 .00 1 1.0 I_ 628.741 .0128 .0124 7.79 5.53 1.76 5.53 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 8 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX AR Used I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticaljFlow ToplHeight /IBase Wt1 INO Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch * �***:+*. I.*:, r****, rlw*** r* w* I* �.:** tr+ rl. �. r, r***« I** r***• I***+* t* I*, r, rt** r* rl, rr* �* ��I*:**+**. I * *t * *rr *Ixrr * * «.I *rrr * * *I,rrr *r I * * : + * *w I i I I I f I I I I I I I 11296.690 1339.858 5.672 1345.530 2529.00 22.29 7.72 1353.25 .00 7.92 21.00 8.000 21.000 .00 1 1.0 I_ 279.800 .0128 .0113 3.16 5.67 1.69 5.53 .014 .00 .00 BOX I I I I I I I I I I I I I 11576.490 1343.439 5.949 1349.388 2529.00 21.26 7.02 1356.40 .00 7.92 21.00 8.000 21.000 .00 1 1.0 I_ 122.459 .0128 .0100 1.22 5.95 1.57 5.53 .014 .00 .00 BOX I I I I I I I I I I I I I 11698.950 1345.007 6.239 1351.246 2529.00 20.27 6.38 1357.62 .00 7.92 21.00 8.000 21.000 .00 1 1.0 68.897 .0128 .0088 .61 6.24 1.47 5.53 .014 .00 .00 BOX I I I I I I I I I I I I I 11767.850 1345.888 6.544 1352.432 2529.00 19.32 5.80 1358.23 .00 7.92 21.00 8.000 21.000 .00 1 1.0 I_ 41.431 .0128 .0078 .32 6.54 1.36 5.53 .014 .00 .00 BOX I I I I I I I I I I I I I 11809.280 1346.419 6.863 1353.282 2529.00 18.42 5.27 1358.55 .00 7.92 21.00 8.000 21.000 .00 1 1.0 24.405 .0128 .0069 .17 6.86 1.27 5.53 .014 .00 .00 BOX I I I I I I I I I I I I I 11833.690 1346.731 7.198 1353.929 2529.00 17.57 4.79 1358.72 .00 7.92 21.00 8.000 21.000 .00 1 1.0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 12.588 .0128 .0061 .08 7.20 1.18 5.53 .014 .00 .00 BOX I I I I I I I I I I I I i 11846.270 1346.892 7.550 1354.442 2529.00 16.75 4.36 1358.80 .00 7.92 21.00 8.000 21.000 .00 1 1.0 I_ 3.727 .0128 .0054 .02 7.55 1.10 5.53 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- I I I I I I I I I I I I I 11850.000 1346.940 7.919 1354.859 2529.00 15.97 3.96 1358.82 .00 7.92 21.00 8.000 21.000 .00 1 1.0 _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ 1- 15.755 .0034 .0050 .08 7.92 1.02 8.00 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------- - - - - -- FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 9 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX * * * * * * * * * * * * * * * * * ** ** * * ** ** ** *** ** **** * +*** ***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ***** * ** *** ** ** *,t** III * * * * * * *t* AR Used Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj (No Wth Station Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 11865.750 1346.994 8.000 1354.994 2529.00 15.86 3.90 1358.90 .00 7.92 21.00 8.000 21.000 .00 1 1.0 19.385 .0034 .0077 .15 8.00 1.01 8.00 .014 .00 .00 BOX 11885.140 1347.060 8.084 1355.144 2529.00 15.86 3.90 1359.05 .00 7.92 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0033 .0076 .02 8.08 1.01 .014 .00 .00 BOX 11888.140 1347.070 8.238 1355.308 2505.50 15.71 3.83 1359.14 .00 7.87 21.00 8.000 21.000 .00 1 1.0 174.570 .0052 .0076 1.32 8.24 1.00 7.78 .014 .00 .00 BOX 12062.710 1347.980 8.652 1356.632 2505.50 15.71 3.83 1360.46 .00 7.87 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0035 .0076 .02 8.65 1.00 .014 .00 .00 BOX 12064.710 1347.987 8.689 1356.676 2500.80 15.68 3.82 1360.49 .00 7.86 21.00 8.000 21.000 .00 1 1.0 250.000 .0052 .0076 1.89 8.69 1.00 7.76 .014 .00 .00 BOX 12314.710 1349.296 9.269 1358.565 2500.80 15.68 3.82 1362.38 .00 7.86 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0005 .0075 .02 9.27 1.00 .014 .00 .00 BOX 12316.710 1349.297 9.312 1358.609 2496.10 15.65 3.80 1362.41 .00 7.85 21.00 8.000 21.000 .00 1 1.0 252.000 .0052 .0075 1.90 9.31 1.00 7.77 .014 .00 .00 BOX I 1 1 12568.710 1350.607 9.898 1360.505 2496.10 15.65 3.80 1364.31 .00 7.85 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0055 .0075 .01 9.90 1.00 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W - CIVILDESIGN Version 12.95 PAGE 10 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX *****+*, t*** r** r* �, r*, t** �**, r+, r* r�+ rr�* r* �*« r* �* r, t**►*, r**, r�«**+ w* r�***, r�: r*«*** t**, r��**:**** r*** x ,r * * +,rw * « * *rr�+ * +r +,r * *rr * « * *• rt+r * * * *. AR Used I Invert Depth Water Q ( Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch **.**, er** I***:**«** I, t*.. e+** I*** wr* wr* It*.** �, rr, rl* ��* w** I**•** r�l* w�* �.**• I�** ,r * * *I * * *� * * : *I * *�,r *� *rlr * *�+r *,tl * * * *,r *+rl * «,r +« Ittx *xx* 12570.710 1350.618 9.931 1360.549 2491.40 15.62 3.79 1364.34 .00 7.84 21.00 8.000 21.000 .00 1 1.0 49.290 .0051 .0075 .37 9.93 1.00 7.81 .014 .00 .00 BOX 12620.000 1350.870 10.048 1360.918 2491.40 15.62 3.79 1364.71 .00 7.84 21.00 8.000 21.000 .00 1 1.0 198.710 .0095 .0075 1.49 10.05 1.00 6.13 .014 .00 .00 BOX 12818.710 1352.758 9.651 1362.409 2491.40 15.62 3.79 1366.20 .00 7.84 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0095 .0075 .01 9.65 1.00 .014 .00 .00 BOX I 1 1 12820.710 1352.777 9.675 1362.452 2486.70 15.59 3.77 1366.23 .00 7.83 21.00 8.000 21.000 .00 1 1.0 245.980 .0095 .0075 1.84 9.67 1.00 6.12 .014 .00 .00 BOX 13066.690 1355.110 9.180 1364.290 2486.70 15.59 3.77 1368.06 .00 7.83 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0200 .0074 .01 9.18 1.00 .014 .00 .00 BOX 13068.690 1355.150 9.183 1364.333 2482.00 15.56 3.76 1368.09 .00 7.82 21.00 8.000 21.000 .00 1 1.0 251.720 .0094 .0074 1.87 9.18 1.00 6.13 .014 .00 .00 BOX 13320.410 1357.520 8.686 1366.206 2482.00 15.56 3.76 1369.97 .00 7.82 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0110 .0074 .01 8.69 1.00 .014 .00 .00 BOX 13322.410 1357.542 8.721 1366.263 2475.00 15.52 3.74 1370.00 .00 7.81 21.00 8.000 21.000 .00 1 1.0 161.392 .0095 .0074 1.19 8.72 .99 6.10 .014 .00 .00 BOX I 1 1 13483.800 1359.076 8.376 1367.451 2475.00 15.52 3.74 1371.19 .00 7.81 21.00 8.000 21.000 .00 1 1.0 HYDRAULIC JUMP FILE: revblinebox.WSW W S P G W - CIVILDESIGN Version 12.95 PAGE 11 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX ********************* **** ********************** ************************** ******* *** ******** ** * * * * * ** *** *r * * ***** * * * * ** ** ** * * ** **** AR Used Invert Depth Water Q i Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch I I I I I I I I I I I I I 13483.800 1359.076 6.418 1365.493 2475.00 19.28 5.77 1371.27 .00 7.81 21.00 8.000 21.000 .00 1 1.0 -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- 1- 121.961 .0095 .0079 .96 6.42 1.37 6.10 .014 .00 .00 BOX I I I I i I I I I I I I I 13605.760 1360.234 6.692 1366.926 2475.00 18.49 5.31 1372.24 .00 7.81 21.00 8.000 21.000 .00 1 1.0 I_ 63.495 .0095 .0070 .45 6.69 1.29 6.10 .014 .00 .00 BOX I I I I I I i I i I I I I 13669.260 1360.838 7.018 1367.856 2475.00 17.63 4.83 1372.68 .00 7.81 21.00 8.000 21.000 .00 1 1.0 I_ 29.492 .0095 .0062 .18 7.02 1.20 6.10 .014 .00 .00 BOX I I I I I I I I I I I I I 13698.750 1361.118 7.361 1368.479 2475.00 16.81 4.39 1372.87 .00 7.81 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0095 .0071 .03 7.36 1.12 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- I I I I I I I I I I I I I 13703.250 1361.161 6.239 1367.400 2402.00 19.25 5.75 1373.15 .00 7.65 21.00 8.000 21.000 .00 1 1.0 -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- -1- -I- 1- 81.750 .0095 .0082 .67 6.24 1.39 5.95 .014 .00 .00 BOX 13785.000 1361.940 6.377 1368.317 2402.00 18.83 5.51 1373.82 .00 7.65 21.00 8.000 21.000 .00 1 1.0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- -I- 1- 332.020 .0080 .0079 2.62 6.38 1.35 6.37 .014 .00 .00 BOX 14117.020 1364.596 6.433 1371.029 2402.00 18.67 5.41 1376.44 .00 7.65 21.00 8.000 21.000 .00 1 1.0 I_ JUNCT STR .0081 .0079 .02 6.43 1.33 .014 .00 .00 BOX I I I I I I I I l i I I I 14119.020 1364.612 6.382 1370.995 2398.00 18.79 5.48 1376.47 .00 7.64 21.00 8.000 21.000 .00 1 1.0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- -I- -I- 1- 262.000 .0080 .0078 2.05 6.38 1.34 6.36 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W - CIVILDESIGN Version 12.95 PAGE 12 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX *•**** t** �.* r********** r*********. �, r,+*+« w•. r* r***** �, r, r*** �r«, ��.:**** �* trr***** �* �* �*****.*+, e* r * *,+r *� «rr *r� * # * «t «rx * *,rr * * ** «x * *�� *� AR Used I Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 14381.020 1366.708 6.453 1373.161 2398.00 18.58 5.36 1378.52 .00 7.64 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0080 .0079 .02 6.45 1.32 .014 .00 .00 BOX 14383.020 I I 1366.724 I 6.340 1373.064 I I 2389.00 18.84 I 5.51 1378.58 I .00 I 7.62 21.00 I 8.000 I I 21.000 .00 1 1.0 416.980 .0080 .0078 3.26 6.34 1.35 6.34 .014 .00 .00 BOX 14800.000 1370.065 6.459 1376.523 2389.00 18.49 5.31 1381.83 .35 7.62 21.00 8.000 21.000 .00 1 1.0 3.070 .0049 .0076 .02 6.81 1.31 7.69 .014 .00 .00 BOX 14803.070 1370.080 6.445 1376.525 2389.00 18.53 5.33 1381.86 .00 7.62 21.00 8.000 21.000 .00 1 1.0 193.870 .0080 .0073 1.41 6.45 1.32 6.33 .014 .00 .00 BOX 14996.940 1371.640 6.705 1378.345 2389.00 17.81 4.93 1383.27 .66 7.62 21.00 8.000 21.000 .00 1 1.0 3.069 .0065 I .0069 .02 7.36 1.24 6.86 .014 .00 .00 BOX 15000.010 I 1371.660 I 6.702 1378.362 I I 2389.00 17.82 I 4.93 1383.29 I .00 I 7.62 21.00 I 8.000 I I 21.000 .00 1 1.0 67.563 .0080 .0066 .45 6.70 1.24 6.34 .014 .00 .00 BOX 15067.570 1372.201 6.930 1379.131 2389.00 17.24 4.61 1383.74 .00 7.62 21.00 8.000 21.000 .00 1 1.0 40.556 .0080 .0060 .24 6.93 1.18 6.34 .014 .00 .00 BOX 15108.130 1372.525 7.268 1379.793 2389.00 16.43 4.19 1383.99 .00 7.62 21.00 8.000 21.000 .00 1 1.0 9.872 .0080 .0053 .05 7.27 1.10 6.34 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------- - - - - -- FILE: revblinebox.WSW W S P G W - CIVILDESIGN Version 12.95 PAGE 13 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX *** r*+******, e***, t***, r, trs***, t*, t* �, t** t**** �*, e* t* t**, t, t«*, t***«, t*, ttr**, t** r** s# ,r *t,t,t� *,t * *,t * * * * *,t,tt * *r *t *,tom *tr *w * *,r ,t *w *r *trre,tt r,t* •�,t *,t *,t* AR Used Invert Depth Water Q Vel Vel Energy I Super ICriticalIFlow ToplHeight /Base Wtj ENO Wth Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X - Fall ZR IType Ch 15118.000 1372.604 _I_ _I_ JUNCT STR .0080 1 1 15123.000 1372.644 47.000 .0080 15170.000 1373.020 1280.000 .0038 16450.000 1377.884 JUNCT STR .0038 16454.000 1377.899 662.801 .0038 17116.800 1380.418 JUNCT STR .0038 17122.800 1380.441 77.199 .0038 17200.000 1380.734 220.000 .0038 7.624 1380.228 2389.00 15.67 3.81 1384.04 .00 7.62 21.00 8.000 21.000 .0049 .02 7.62 1.02 .014 .00 -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 8.985 1381.629 2004.00 12.56 2.45 1384.08 .00 6.78 21.00 8.000 21.000 .0049 .23 8.98 .80 5.54 .014 .00 8.837 1381.857 2004.00 12.56 2.45 1384.31 .00 6.78 21.00 8.000 21.000 .0049 6.21 8.84 .80 7.39 .014 .00 10.183 1388.068 2004.00 12.56 2.45 1390.52 .00 6.78 21.00 8.000 21.000 .0046 .02 10.18 .80 .014 .00 10.414 1388.313 1953.00 12.24 2.33 1390.64 .00 6.67 21.00 8.000 21.000 .0046 3.05 10.41 .78 7.24 .014 .00 10.949 1391.367 1953.00 12.24 2.33 1393.70 .00 6.67 21.00 8.000 21.000 .0017 .01 10.95 .78 .014 .00 12.435 1392.876 1171.60 7.35 .84 1393.71 .00 4.74 21.00 8.000 21.000 .0017 .13 12.43 .47 4.90 .014 .00 12.270 1393.004 1171.60 7.35 .84 1393.84 .00 4.74 21.00 8.000 21.000 .0017 .36 12.27 .47 4.90 .014 .00 .00 1 1.0 I- .00 BOX .00 I 1 1.0 .00 BOX .00 I 1 1.0 00 BOX .00 I 1 1.0 .00 BOX .00 I 1 1.0 .00 BOX .00 I 1 1.0 00 BOX .00 I 1 1.0 .00 BOX .00 I 1 1.0 .00 BOX FILE: revblinebox.WSW W S P G W - CIVILDESIGN Version 12.95 PAGE 14 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX AR Used Invert Depth Water Q Vel Vel Energy I Super ICriticalIFlow ToplHeight/ Base Wtl INo Wth Station Elev (FT) I Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINOrm Dp I "N" I X -Fall ZR IType Ch 17420.000 1381.570 11.799 1393.369 1171.60 7.35 .84 1394.21 .00 4.74 21.00 8.000 21.000 .00 1 1.0 1100.500 .0031 .0017 1.83 11.80 .47 5.29 .014 .00 .00 BOX 18520.500 1384.980 10.214 1395.194 1171.60 7.35 .84 1396.03 .00 4.74 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0036 .0014 .01 10.21 .47 .014 .00 .00 BOX 18526.000 1385.000 10.411 1395.411 1067.80 6.69 .70 1396.11 .00 4.46 21.00 8.000 21.000 .00 1 1.0 10.000 .0030 .0014 .01 10.41 .43 4.99 .014 .00 .00 BOX 18536.000 1385.030 10.394 1395.424 1067.80 6.69 .70 1396.12 .00 4.46 21.00 8.000 21.000 .00 1 1.0 TRANS STR .0028 .0014 .03 10.39 .43 .014 .00 .00 BOX 18561.000 1385.100 9.843 1394.943 1067.80 9.41 1.37 1396.32 .00 4.61 20.00 6.000 20.000 .00 1 1.0 1292.250 .0031 .0035 4.53 9.84 .70 5.18 .014 .00 .00 BOX 19853.250 1389.120 10.356 1399.476 1067.80 9.41 1.37 1400.85 .00 4.61 20.00 6.000 20.000 .00 1 1.0 JUNCT STR .0018 .0030 .02 10.36 .70 .014 .00 .00 BOX 1 1 19858.750 1389.130 10.682 1399.812 992.60 8.75 1.19 1401.00 .00 4.39 20.00 6.000 20.000 .00 1 1.0 1248.500 .0031 .0030 3.78 10.68 .65 4.91 .014 .00 .00 BOX I 1 1 21107.250 1393.000 10.596 1403.596 992.60 8.75 1.19 1404.78 .00 4.39 20.00 6.000 20.000 .00 1 1.0 JUNCT STR .0036 .0013 .01 10.60 .65 .014 .00 .00 BOX I 1 1 21112.750 1393.020 11.285 1404.305 638.40 5.62 .49 1404.80 .00 3.27 20.00 6.000 20.000 .00 1 1.0 1331.221 .0031 .0013 1.67 11.28 .42 3.54 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W - CIVILDESIGN Version 12.95 PAGE 15 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:12- 3 -2001 Time: 1:13:55 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX + r*, t* �*, r*, r****., r** �*+** r*+* �w«****« ��* r**.****** �, r�**** r�r* �***, t* r�r* �*« �, r** ��*, rw+ e: ��, r*****«, r* * * * *r���r *w *� *r * * * *,r *.,+ * *,r *r � * *,r.�w• AR Used I Invert Depth ( Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch I I I I I I I I I I I I I 22443.970 1397.150 8.824 1405.974 638.40 5.62 .49 1406.47 .00 3.27 20.00 6.000 20.000 .00 1 1.0 I_ JUNCT STR .0018 .0012 .01 8.82 .42 .014 .00 .00 BOX I I I I I I I I I I I I I 22449.470 1397.160 8.889 1406.049 613.60 5.41 .45 1406.50 .00 3.19 20.00 6.000 20.000 .00 1 1.0 1316.799 .0031 .0012 1.53 8.89 .40 3.45 .014 .00 .00 BOX I I I I I I i I I I I I I 23766.270 1401.240 6.335 1407.575 613.60 5.41 .45 1408.03 .00 3.19 20.00 6.000 20.000 .00 1 1.0 _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _i_ I_ T1 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 0 T2 FN = REVBLINEBOX T3 SO 2202.2501266.950 1 1275.330 R 2336.8201267.730 1 .014 .000 .000 0 JX 2338.8201267.740 1 2 .014 20.400 1270.510 90.0 .000 R 2575.1101269.110 1 .014 .000 .000 0 JX 2576.6101269.120 1 3 .014 6.900 1272.370 90.0 .000 R 3060.0001271.920 1 .014 .000 .000 0 R 3210.0001275.990 1 .014 .000 .000 0 R 3302.7801276.610 1 .014 .000 .000 0 JX 3304.2801276.620 1 3 .014 19.200 1279.870 90.0 .000 R 4106.2201281.990 1 .014 .000 .000 0 JX 4110.2201282.020 1 4 .014 37.600 1283.940 90.0 .000 R 4176.2401282.460 1 .014 .000 .000 0 JX 4177.7401282.470 1 3 .014 6.400 1285.720 90.0 .000 R 4292.7201283.240 1 .014 .000 .000 0 JX 4295.7201283.260 1 5 .014 11.500 1285.760 90.0 .000 R 4620.0001285.440 1 .014 .000 .000 0 TS 4652.0001285.610 6 .014 .000 R 5500.0001290.020 6 .014 .000 .000 0 TS 5520.0001290.120 7 .014 .000 R 6497.2701295.200 7 .014 .000 .000 0 JX 6502.7701295.230 7 8 .014 301.000 1296.390 45.0 .000 R 6700.0001296.250 7 .014 .000 .000 0 R 7312.1701301.640 7 .014 .000 .000 0 JX 7316.1701301.670 7 4 .014 44.000 1303.660 60.0 .000 R 9135.0901317.680 7 .014 .000 .000 0 JX 9141.0901317.730 7 8 .014 167.000 1318.700 45.0 .000 R 10496.6501329.660 7 .014 .000 .000 0 JX 10502.6501329.710 7 9 .014 310.000 1330.700 45.0 .000 R 10580.0001330.690 7 .014 .000 .000 0 TS 10600.0001330.940 11 .014 .000 R 11850.0001346.940 11 .014 .000 .000 0 R 11885.1401347.060 11 .014 .000 .000 0 JX 11888.1401347.070 11 5 .014 23.500 1348.620 80.0 .000 R 12062.7101347.980 11 .014 .000 .000 0 JX 12064.7101347.987 11 2 .014 4.700 1353.040 80.0 .000 R 12314.7101349.296 11 .014 .000 .000 0 JX 12316.7101349.297 11 2 .014 4.700 1354.350 80.0 .000 R 12568.7101350.607 11 .014 .000 .000 0 JX 12570.7101350.618 11 2 .014 4.700 1355.660 80.0 .000 Mainline Rational Methods '1 f 0 u i D ******** ************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Walnut Avenue Storm Drain Hydrology * Citrus Avenue to Cypress Avenue * 100 Year Storm Event ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: WALSDI.DAT TIME /DATE OF STUDY: 15: 4 11/ 4/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2.1 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MODEL* MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 .018/ .018/ .020 .67 2.00.03125 .1670 .01500 2 22.0 11.0 .020/ .020/ - -- .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .24 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2.1 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 7 >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1517.80 DOWNSTREAM(FEET) = 1494.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.552 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.668 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.20 .98 .10 32 9.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.94 TOTAL AAEA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6.1 ------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1494.00 DOWNSTREAM ELEVATION(FEET) = 1477.20 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 33 �HALFSTREET FLOOD WIDTH(FEET) = 8.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.51 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 3.09 Tc(MIN.) = 12.64 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.946 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 2.77 EFFECTIVE AREA(ACRES) = 2.00 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 6.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 8.86 FLOW VELOCITY(FEET /SEC.) = 3.56 DEPTH *VELOCITY(FT *FT /SEC.) = 1.19 Ci u 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 6.1 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >(STANDARD CURB SECTION USED) « «< ------------------------- - - - - -- UPSTREAM ELEVATION(FEET) = 1477.20 DOWNSTREAM ELEVATION(FEET) = 1462.30 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 10.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.52 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 3.08 Tc(MIN.) = 15.72 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.463 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.03 EFFECTIVE AREA(ACRES) = 3.00 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 9.09 END OF SUBAREA-STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 10.33 FLOW VELOCITY(FEET /SEC.) = 3.61 DEPTH *VELOCITY(FT *FT /SEC.) = 1.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 40.00 IS CODE ------------------------------------------------------------ »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < 1 MAINLINE Tc(MIN) = 15.72 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.463 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA.AVERa_GE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.94 Fi u � 4 1 1 EFFECTIVE AREA(ACRES) = 4.30 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 13.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40:00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.72 RAINFALL INTENSITY(INCH /HR) = 3.46 AREA - AVERAGED Fm(INCH /HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 4.30 TOTAL STREAM AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PROCESS FROM NODE 60.00 TO NODE 20.00 IS CODE = 2.1 - - FLOW » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« - ------ -- - - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1517.50 DOWNSTREAM(FEET) = 1494.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.576 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.661 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 12.50 .98 .10 32 9.58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 51.34 TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 51.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8.1 - - FLOW ---------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE MIN) 9. 58__________________ _______________________________ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.661 SUBAREA LOSS RATE DATA(AMC II): ' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK A 6.40 .98 .85 32 SUBAREA.AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SU BAREA AREA = 6.40 SUBAREA RUNOFF(CFS) = 22.08 AREA(ACRES) EFFECTIVE AREA(ACRES) = 18.90 AREA - AVERAGED Fm(INCH /HR) = 35 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .35 TOTAL AREA(ACRES) = 18.90 PEAK FLOW RATE(CFS) = 73.42 FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1485.00 DOWNSTREAM(FEET) = 1468.20 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.76 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 73.42 PIPE TRAVEL TIME(MIN.) = .69 Tc(MIN.) = 10.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.26 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.471 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SCHOOL A 18.60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 18.60 SUBAREA RUNOFF(CFS) = 65.06 EFFECTIVE AREA(ACRES) = 37.50 AREA - AVERAGED Fm(INCH /HR) _ .46 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .48 TOTAL AREA(ACRES) = 37.50 PEAK FLOW RATE(CFS) = 135.24 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8.1 PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 3.1 - - FLOW »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1468.20 DOWNSTREAM(FEET) 1460.80 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.86 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 135.24 ' PIPE TRAVEL TIME(MIN.) = .35 Tc(MIN.) = 10.61 FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8.1 0 -- » » > ADDITION - OF - SUBAREA - TO - MAINLINE - PEAK - FLOW<< < << --------------- - - --- MAINLINE Tc(MIN) = 10.61 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.383 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 17.90 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 17.90 SUBAREA RUNOFF(CFS) = 61.19 EFFECTIVE AREA(ACRES) = 55.40 AREA - AVERAGED Fm(INCH /HR) _ .50 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = 1 .52 TOTAL AREA(ACRES) = 55.40 PEAK FLOW RATE(CFS) = 193.46 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - - -- 3500 - TO - NODE - - - -- 4000 - IS - CODE = 3 _ 1 --- - - - - -- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1460.80 DOWNSTREAM(FEET) = 1453.30 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.86 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 193.46 PIPE TRAVEL TIME(MIN.) _ .25 Tc(MIN.) = 10.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 1 ---------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < - - » »> AND - COMPUTE - VARIOUS _ CONFLUENCED STREAM - VALUES <<< << --------------- - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.86 RAINFALL INTENSITY(INCH /HR) = 4.32 AREA - AVERAGED Fm(INCH /HR) _ .50 AREA - AVERAGED Fp(INCH /HR) _ - .98 AREA - AVERAGED Ap = .52 EFFECTIVE STREAM AREA(ACRES) 55.40 TOTAL STREAM AREA(ACRES) = 55.40 t PEAK FLOW RATE(CFS) AT CONFLUENCE = 193.46 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 13.02 15.72 3.463 .98( .10) .10 4.30 10.00 2 193.46 10.86 4.322 .98( .50) .52 55.40 60.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 1 ---------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 162.9 15.72 3.463 .975( .474) .49 59.7 10.00 2 204.8 10.86 4.322 .975( .483) .49 58.4 60.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 204.76 Tc(MIN.) = 10.86 EFFECTIVE AREA(ACRES) = 58.37 AREA - AVERAGED Fm(INCH /HR) _ .48 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .49 TOTAL AREA(ACRES) = 59.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PROCESS FROM NODE 40.00 TO NODE 80.00 IS CODE = 3.1 - - FLOW ---------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING COMPUTER-ESTIMATED - PIPESIZE - (NON- PRESSURE FLOW)<< < << -- - - - - -- - - - ELEVATION DATA: UPSTREAM(FEET) = 1462.30 DOWNSTREAM(FEET) 1448.20 FLOW LENGTH(FEET) = 1235.00 MANNING'S N = .013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 44.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.68 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 204.76 PIPE TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 12.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.018 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 31.85 .98 .10 32 PUBLIC PARK A 11.25 .98 .85 32 COMMERCIAL A .90 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 29 SUBAREA AREA(ACRES) = 44.00 SUBAREA RUNOFF(CFS) = 147.86 EFFECTIVE AREA(ACRES) = 102.37 AREA - AVERAGED Fm(INCH /HR) _ .40 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .41 TOTAL AREA(ACRES) = 103.70 PEAK FLOW RATE(CFS) = 333.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 1 ---------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 t CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.26 RAINFALL INTENSITY(INCH /HR) = 4.02 AREA - AVERAGED Fm(INCH /HR) = .40 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 102.37 TOTAL STREAM AREA(ACRES) = 103.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 333.61 t ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - - -- 1000 - TO - NODE - - -- 150.00 - IS 2.1 - CODE = »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1517.80 DOWNSTREAM(FEET) = 1513.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.016 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.709 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.50 .98 .10 32 14.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.88 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 4.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 130.00 IS CODE = 6.1 - - » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »» >(STANDARD CURB SECTION USED) ««< -- ------------------- UPSTREAM ELEVATION(FEET) = 1513.00 DOWNSTREAM ELEVATION(FEET) = 1509.00 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 8.0 t STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 t INSIDE STREET CROSSFALL(DECIMAL) = - .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 I HALFSTREET FLOOD WIDTH(FEET) = 12.72 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.95 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.22 STREET FLOW TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 15.83 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.448 f] SUBAREA LOSS RATE DATA(AM C III: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .90 EFFECTIVE AREA(ACRES) = 1.80 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 5.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 12.79 FLOW VELOCITY(FEET /SEC.) = 2.97 DEPTH *VELOCITY(FT *FT /SEC.) = 1.23 FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE «< » -------------------- -- » >( STANDARD (STANDARD CURB SECTI ON USED) ««< UPSTREAM ELEVATION(FEET) = 1509.00 DOWNSTREAM ELEVATION(FEET) = 1498.50 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 4 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .38 HALFSTREET FLOOD WIDTH(FEET) = 11.25 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.03 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.54 STREET FLOW TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 17.48 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.248 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .85 EFFECTIVE AREA(ACRES) = 2.10 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 5.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 11.39 FLOW VELOCITY(FEET /SEC.) = 4.01 DEPTH *VELOCITY(FT *FT /SEC.) = 1.55 FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1498.50 DOWNSTREAM ELEVATION(FEET) = 1488.50 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 12.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.81 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.53 STREET FLOW TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 19.50 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.043 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .80 EFFECTIVE AREA(ACRES) = 2.40 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 6.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 12.16 FLOW VELOCITY(FEET /SEC.) = 3.81 DEPTH *VELOCITY(FT *FT /SEC.) = 1.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 6.1 » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1488.50 DOWNSTREAM ELEVATION(FEET) = 1481.30 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.51 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.84 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.57 STREET FLOW TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 20.93 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.916 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) _ .76 EFFECTIVE AREA(ACRES) = 2.70 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) = .97 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 6.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.58 FLOW VELOCITY(FEET /SEC.) = 3.86 DEPTH *VELOCITY(FT *FT /SEC.) = 1.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 6.1 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) ««< --------------------------------------- UPSTREAM ELEVATION(FEET) = 1481.30 DOWNSTREAM ELEVATION(FEET) = 1469.30 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 7.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.51 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.11 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.68 STREET FLOW TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 22.87 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.764 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) _ .72 EFFECTIVE AREA(ACRES) = 3.00 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .97 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 7.20 J 1 L� 1 1 r � END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.44 FLOW VELOCITY(FEET /SEC.) = 4.14 DEPTH *VELOCITY(FT *FT /SEC.) = 1.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 6.1 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< » » >(STANDARD - CURB SECTION USED) ««< -- ---------------------------- UPSTREAM ELEVATION(FEET) = 1469.30 DOWNSTREAM ELEVATION(FEET) = 1457.50 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.65 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.28 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.76 STREET FLOW TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 24.63 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.645 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .40 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) _ .92 EFFECTIVE AREA(ACRES) = 3.40 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .97 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 7.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.79 FLOW VELOCITY(FEET /SEC.) = 4.27 DEPTH *VELOCITY(FT *FT /SEC.) = 1.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 80.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>> < » » ---------------- - - > USING USING COMPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < ELEVATION DATA: UPSTREAM(FEET) = 1448.50 DOWNSTREAM(FEET) = 1448.20 FLOW LENGTH(FEET) = 15.00 MANNING'S N = .015 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.48 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.79 t PIPE TRAVEL TIME(MIN.) _ .03 Tc(MIN.) = 24.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 24.66 RAINFALL INTENSITY(INCH /HR) = 2.64 AREA - AVERAGED Fm(INCH /HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .97 AREA - AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 3.40 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.79 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 269.63 17.18 3.283 .98( .39) .40 103.70 10.00 e 1 333.61 12.26 4.018 .98( .40) .41 102.37 60.00 2 7.79 24.66 2.642 .97( .10) .10 3.40 10.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 339.6 12.26 4.018 .975( .393) .40 104.1 60.00 2 276.4 17.18 3.283 .975( .387) .40 106.1 10.00 3 217.7 24.66 2.642 .975( .384) .39 107.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 339.58 Tc(MIN.) = 12.26 EFFECTIVE AREA(ACRES) = 104.06 AREA - AVERAGED Fm(INCH /HR) _ .39 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .40 TOTAL AREA(ACRES) = 107.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 3.1 ---------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< ' - - » »> USING - COMPUTER-ESTIMATED - PIPESIZE - ( NON - PRESSURE - FLOW) «« <----- - - - -_- ELEVATION DATA: UPSTREAM(FEET) = 1448.20 DOWNSTREAM(FEET) 1447.90 FLOW LENGTH(FEET) = 40.00 MANNING'S N = .013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 56.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.39 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 339.58 PIPE TRAVEL TIME(MIN.) = .05 Tc(MIN.) = 12.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 10 ---------------------------------------------------------------------------- »» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 2.1 ---------------------------------------------------------------------------- - - »» > RATIONAL - METHOD INITIALSUBAREAANALYSIS «« < » N ------------------ USE TIME -OF- CONCENTRATION NOMOGRAPH H SUBARE FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1528.00 DOWNSTREAM(FEET) = 1517.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.229 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.480 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.80 .98 .10 32 10.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 26.82 TOTAL AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) = 26.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 6.1 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < » » >(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 1517.00 DOWNSTREAM ELEVATION(FEET) = 1510.10 STREET LENGTH(FEET) = 560.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .66 HALFSTREET FLOOD WIDTH(FEET) = 25.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.37 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.88 STREET FLOW TRAVEL TIME(MIN.) = 2.14 Tc(MIN.) = 12.37 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.999 SUBAREA LOSS RATE DATA(AMC II): FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 4.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1500.00 DOWNSTREAM(FEET) _ ,1489.50 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 2.81 EFFECTIVE AREA(ACRES) = 7.60 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 26.82 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .65 HALFSTREET FLOOD WIDTH(FEET) = 24.57 FLOW VELOCITY(FEET /SEC.) = 4.31 DEPTH *VELOCITY(FT *FT /SEC.) = 2.80 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW"" «< MAINLINE Tc(MIN) = 12.37 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.999 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 6.60 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 23.17 EFFECTIVE AREA(ACRES) = 14.20 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 14.20 PEAK FLOW RATE(CFS) 49.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 4.1 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1501.10 DOWNSTREAM(FEET) = 1500.00 ' FLOW LENGTH(FEET) = 90.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.98 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE FLOW(CFS) = 49.86 PIPE TRAVEL TIME(MIN.) = .14 Tc(MIN.) = 12.50 FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 4.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1500.00 DOWNSTREAM(FEET) _ ,1489.50 FLOW LENGTH(FEET) = 400.00 MANNING'S N = . 013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.70 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 49.86 PIPE TRAVEL TIME(MIN.) _ . Tc(MIN.) = 12.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 8.1 ---------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINETc(MIN) = 12. 96__________________ _______________________________ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.888 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 10.20 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 10.20 SUBAREA RUNOFF(CFS) = 34.80 .EFFECTIVE AREA(ACRES) = 24.40 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = . AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 24.40 PEAK FLOW RATE(CFS) = 83.24 FLOW PROCESS FROM NODE 140.00 TO NODE 190.00 IS CODE = 3.1 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1489.50 DOWNSTREAM(FEET) = 1448.50 FLOW LENGTH(FEET) = 1700.00 MANNING'S N = . 013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.95 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 83.24 PIPE TRAVEL TIME(MIN.) = 1.78 TC(MIN.) = 14.73 ***************** .**: k** ir******: k* -k * * * * * * * * *,t *:F * * * *ir *.* * * *.F it * * - k * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.73 RAINFALL INTENSITY(INCH /HR) = 3.60 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 24.40 I TOTAL STREAM AREA(ACRES) = 24.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 83.24 I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 2.1 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < - - >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1509.00 DOWNSTREAM(FEET) = 1498.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.916 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.666 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .30 .98 .10 32 6.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = .30 PEAK FLOW RATE(CFS) = 1.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE = 6.1 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1498.50 DOWNSTREAM ELEVATION(FEET) = 1488.50 STREET LENGTH(FEET) = 460..00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1_ * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .30 HALFSTREET FLOOD WIDTH(FEET) = 7.17 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.02 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .91 STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 9.45 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.697 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.24 EFFECTIVE AREA(ACRES) _ .60 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .60 PEAK FLOW RATE(CFS) = 2.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .31 HALFSTREET FLOOD WIDTH(FEET) = 7.80 FLOW VELOCITY(FEET /SEC.) = 3.11 DEPTH *VELOCITY(FT *FT /SEC.) _ .98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 6.1 » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 1488.50 DOWNSTREAM ELEVATION(FEET) = 1481.30 STREET LENGTH(FEET) 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .33 HALFSTREET FLOOD WIDTH(FEET) = 8.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 11.15 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.256 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE, PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) _ .90 AREA - AVERAGED Fm (INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) = 3.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 9.14 FLOW VELOCITY(FEET /SEC.) = 3.29 DEPTH *VELOCITY(FT *FT /SEC.) = 1.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - -- 17000 - TO - NODE - - -- 180 - IS - CODE 6 � 1 --- - - - - -- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1481.30 DOWNSTREAM ELEVATION(FEET) = 1469.30 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0 I STREET HALFWIDTH(FEET) = 20.00 rl C t I d 0 F-1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 9.42 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.60 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 2.23 Tc(MIN.) = 13.37 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.815 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) = 1.00 EFFECTIVE AREA(ACRES) = 1.20 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 9.56 FLOW VELOCITY(FEET /SEC.) = 3.64 DEPTH *VELOCITY(FT *FT /SEC.) = 1.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 6.1 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) ««< -- ------------------------ UPSTREAM ELEVATION(FEET) = 1469.30 DOWNSTREAM ELEVATION(FEET) = 1457.50 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 10.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.81 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.38 STREET FLOW TRAVEL TIME(MIN.) = 1.97 Tc(MIN.) _ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.514 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH//HR) 4.63 15.34 P_p SCS (DECIM_AL) CN 1] COMMERCIAL A .40 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.23 EFFECTIVE AREA(ACRES) = 1.60 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .97 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.92 END OF SUBAREA STREET FLOW HYDRAULICS: ' DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 10.40 FLOW VELOCITY(FEET /SEC.) = 3.87 DEPTH *VELOCITY(FT *FT /SEC.) = 1.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ---------------------------------------------------------------------------- t » » > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.34 RAINFALL INTENSITY(INCH /HR) = 3.51 AREA - AVERAGED Fm(INCH /HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .97 AREA - AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.92 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 83.24 14.73 3.600 .98( .10) .10 24.40 100.00 2 4.92 15.34 3.514 .97( .10) .10 1.60 130.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 88.1 14.73 3.600 .975( .098) .10 25.9 100.00 2 86.1 15.34 3.514 .975( .098) .10 26.0 130.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 88.09 Tc(MIN.) = 14.73 EFFECTIVE AREA(ACRES) = 25.94 AREA - AVERAGED Fm(INCH /HR) _ .10 ' AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 26.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOTiJ PROCESS FROM NODE 190.00 TO NODE 90.00 IS CODE = 3.1 ---------------------------------------------------------------------------- ' » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ----------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1448.50 DOWNSTREAM(FEET) = 1447.90 FLOW LENGTH(FEET) = 70.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.75 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 88.09 PIPE TRAVEL TIME(MIN.) = .11 Tc(MIN.) = 14.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 88.09 14.84 3.584 .98( .10) .10 25.9 100.00 2 86.12 15.45 3.499 .98( .10) .10 26.0 130.00 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 339.58 12.31 4.009 .98( .39) .40 104.1 60.00 2 276.43 17.23 3.277 .98( .39) .40 106.1 10.00 3 217.69 24.71 2.639 .98( .38) .39 107.1 10.00 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Int.ensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 395.2 14.84 3.584 .975( .332) .34 131.0 100.00 2 385.4 15.45 3.499 .975( .331) .34 131.3 130.00 3 421.6 12.31 4.009 .975( .342) .35 125.6 60.00 4 356.9 17.23 3.277 .975( .330) .34 132.1 10.00 5 282.0 24.71 2.639 .975( .328) .34 133.1 10.00 TOTAL AREA(ACRES) = 133.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 421.57 Tc(MIN.) = 12.310 EFFECTIVE AREA(ACRES) = 125.58 AREA - AVERAGED Fm(INCH /HR) _ .34 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .35 TOTAL AREA(ACRES) = 133.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 220.00 IS CODE = 3.1 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1447.90 DOWNSTREAM(FEET) = 1435.40 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.72 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 421.57 PIPE TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 13.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.61 RAINFALL INTENSITY(INCH /HR) = 3.78 AREA - AVERAGED Fm(INCH /HR) = .34 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .35 EFFECTIVE STREAM AREA(ACRES) = 125.58 TOTAL STREAM AREA(ACRES) = 133.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 421.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - -- 20000 - TO - NODE - - -- 210_00 - IS 2.1 - CODE = »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 1463.40 DOWNSTREAM(FEET) = 1455.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.712 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.758 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.90 .98 .60 32 13.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 ' SUBAREA RUNOFF(CFS) = 13.99 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 13.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 6.2 ---------------------------------------------------------------------------- - - »» > STREETFLOW TRAVEL TIMESUBAREA« « < »» -------------------- >( STREET ( STREET TABLE S SECTION # 2 USED) ««)<<<<< < UPSTREAM ELEVATION(FEET) = 1455.00 DOWNSTREAM ELEVATION(FEET) = 1451.00 STREET LENGTH(FEET) = 730.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFP_LL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .55 HALFSTREET FLOOD WIDTH(FEET) = 19.62 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.52 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.39 STREET FLOW TRAVEL TIME(MIN.) = 4.84 Tc(MIN.) = 18.55 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.135 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 5.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 550 SUBAREA RUNOFF(CFS) = 12.62 EFFECTIVE AREA(ACRES) = 10.40 AREA - AVERAGED Fm(INCH /HR) _ .59 AREA- AVERAGED Fp(INCH /HR) = .97 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 23.87 ' END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 20.95 FLOW VELOCITY(FEET /SEC.) = 2.61 DEPTH *VELOCITY(FT *FT /SEC.) = 1.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW - PROCESS - FROM - NODE - - -- 22000 - TO - NODE 220.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS =-== 2_______________ _______________________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.55 RAINFALL INTENSITY(INCH /HR) = 3.14 AREA - AVERAGED Fm(INCH /HR) = .59 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 10.40 TOTAL STREAM AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.87 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 395.19 16.17 3.404 .98( .33) .34 131.03 100.00 1 385.44 16.78 3.330 .98( .33) .34 131.34 130.00 1 421.57 13.61 3.776 .98( .34) .35 125.58 60.00 1 356.93 18.59 3.130 .98( .33) .34 132.07 10.00 1 282.04 26.16 2.550 .98( .33) .34 133.10 10.00 2 23.87 18.55 3.135 .97( .59) .60 10.40 200.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 443.5 13.61 3.776 .975( .356) .37 133.2 60.00 ' 2 418.2 16.17 3.404 .975( .348) .36 140.1 100.00 3 408.7 16.78 3.330 .975( .348) .36 140.7 130.00 4 380.8 18.59 3.130 .975( .349) .36 142.5 10.00 5 300.4 26.16 2.550 .975( .347) .36 143.5 10.00 6 381.5 18.55 3.135 .975( .349) .36 142.4 200.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 10 ---------------------------------------------------------------------- » » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< - - >>USE - TIME- OF- CONCENTRATION NOMOGRAPH - FOR - INITIAL - SUBAREA« - - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1519.00 DOWNSTREAM(FEET) = 1504.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.391 ' * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.716 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.90 .98 .10 32 9.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .9'8 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 28.68 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 28.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 240.00 TO NODE 250.00 IS CODE = 6.1 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< -- »» >(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1504.00 DOWNSTREAM ELEVATION(FEET) = 1503.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 443.48 Tc(MIN.) = 13.61 EFFECTIVE AREA(ACRES) - 133.21 AREA - AVERAGED Fm(INCH /HR) _ .36 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .37 TOTAL AREA(ACRES) = 143.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 10 ---------------------------------------------------------------------- » » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< - - >>USE - TIME- OF- CONCENTRATION NOMOGRAPH - FOR - INITIAL - SUBAREA« - - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1519.00 DOWNSTREAM(FEET) = 1504.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.391 ' * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.716 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.90 .98 .10 32 9.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .9'8 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 28.68 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 28.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 240.00 TO NODE 250.00 IS CODE = 6.1 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< -- »» >(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1504.00 DOWNSTREAM ELEVATION(FEET) = 1503.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .74 HALFSTREET FLOOD WIDTH(FEET) = 33.25 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.76 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.31 STREET FLOW TRAVEL TIME(MIN.) = 5.68 Tc(MIN.) = 15.08 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.550 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.59 EFFECTIVE AREA(ACRES) = 8.70 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 28.68 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .72 HALFSTREET FLOOD WIDTH(FEET) = 31.22 FLOW VELOCITY(FEET /SEC.) = 1.73 DEPTH *VELOCITY(FT *FT /SEC.) = 1.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 250.00 TO NODE 260.00 IS CODE = 4.1 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < » »> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1496.00 DOWNSTREAM(FEET) = 1495.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 16.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.23 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 28.68 PIPE TRAVEL TIME(MIN.) = .39 Tc(MIN.) = 15.47 ************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 260.00 TO NODE ------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK MAINLINE Tc(MIN) = 15.47 * 100 YEAR RAINFALL INTENSITY(INCH /HR) _ SUBAREA.LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA 260.00 IS CODE = 8.1 --------------------------------- FLOW««< 3.496 Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 8.30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 25.39 EFFECTIVE AREA(ACRES) = 17.00 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap =, .10 TOTAL AREA(ACRES) = 17.00 PEAK FLOW RATE(CFS) = 52.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 260.00 TO NODE 280.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ======== ----- ---------------------- ELEVATION DATA: UPSTREAM(FEET) = 1495.00 DOWNSTREAM(FEET) = 1478.20 FLOW LENGTH(FEET) = 1440.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.65 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 52.00 PIPE TRAVEL TIME(MIN.) = 2.25 Tc(MIN.) = 17.72 FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 17.72 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.222 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 5.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 12.34 EFFECTIVE AREA(ACRES) = 22.20 AREA - AVERAGED Fm(INCH /HR) _ .21 AREA - AVERAGED Fp(INCH /HR) = .97 AREA - AVERAGED Ap = .22 TOTAL AREA(ACRES) = 22.20 PEAK FLOW RATE(CFS). = 60.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 280.00 TO NODE 290.00 IS CODE = 3.1 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1460.60 DOWNSTREAM(FEET) = 1450.90 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.45 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 60.15 PIPE TRAVEL TIME(MIN.) = .46 Tc(MIN.) = 18.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 290.00 TO NODE 290.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.18 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.173 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 37.00 .98 .60 32 SUBAREA'AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 37.00 SUBAREA RUNOFF(CFS) = 86.17 EFFECTIVE AREA(ACRES) = 59.20 AREA - AVERAGED Fm(INCH /HR) _ .45 AREA- AVERAGED Fp(INCH /HR) = .97 AREA - AVERAGED Ap = .46 TOTAL AREA(ACRES) = 59.20 PEAK FLOW RATE(CFS) = 145.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 290.00 TO NODE 300.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1450.90 DOWNSTREAM(FEET) = 1439.80 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.37 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 145.34 PIPE TRAVEL TIME(MIN.) = .17 Tc(MIN.) = 18.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 18.35 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.155 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 19.40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 19.40 SUBAREA RUNOFF(CFS) = 44.87 EFFECTIVE AREA(ACRES) = 78.60 AREA - AVERAGED Fm(INCH /HR) _ .48 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .49 TOTAL AREA(ACRES) = 78.60 PEAK FLOW RATE(CFS) = 189.26 t ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PROCESS FROM NODE 300.00 TO NODE 220.00 IS CODE = 4.1 - - FLOW ---------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 1 USING USER-SPECIFIED PIPESIZE (EXISTING - ELEMENT)< < < << ------- - - - - -- - - »»> - - ELEVATION DATA: UPSTREAM(FEET) = - 1439.80 DOWNSTREAM(FEET) = 1435.40 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 28.0 INCHES I PIPE -FLOW VELOCITY(FEET /SEC.) = 24.83 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 189.26 PIPE TRAVEL TIME(MIN.) _ .07 Tc(MIN.) = 18.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 11 ---------------------------------------------------------------------------- - - » »> CONFLUENCE - MEMORY - BANK - # - 1 - WITH - THE - MAIN - STREAM - MEMORY ««< - - - - -- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 189.26 18.42 3.148 .98( .48) .49 78.6 230.00 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 443.48 13.61 3.776 .98( .36) .37 133.2 60.00 2 418.19 16.17 3.404 .98( .35) .36 140.1 100.00 3 408.67 16.78 3.330 .98( .35) .36 140.7 130.00 4 381.54 18.55 3.135 .98( .35) .36 142.4 200.00 5 380.75 18.59 3.130 .97( .35) .36 142.5 10.00 6 300.43 26.16 2.550 .97( .35) .36 143.5 10.00 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 572.8 18.42 3.148 .975( .395) .41 220.9 230.00 2 616.2 13.61 3.776 .975( .393) .40 191.3 60.00 3 600.3 16.17 3.404 .975( .392) .40 209.1 100.00 4 592.8 16.78 3.330 .975( .393) .40 212.3 130.00 5 569.9 18.55 3.135 .975( .395) .41 221.0 200.00 6 568.8 18.59 3.130 .975( .395) .41 221.1 10.00 7 447.3 26.16 2.550 .975( .394) .40 222.1 10.00 I TOTAL AREA(ACRES) = 222.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 616.15 Tc(MIN.) = 13.606 EFFECTIVE AREA(ACRES) = 191.27 AREA - AVERAGED Fm(INCH %HR) _ .39 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .40 TOTAL AREA(ACRES) = 222.10 ii t FLOW PROCESS FROM NODE 220.00 TO NODE 310.00 IS CODE = 4.1 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1435.40 DOWNSTREAM(FEET) = 1409.40 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = . 013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 25.93 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 616.15 PIPE TRAVEL TIME(MIN.) _ . Tc(MIN.) = 14.44 - - FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 8.1 ---------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINETc( MIN) 14. 44__________________ _______________________________ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.643 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 34.60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = . SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = . SUBAREA AREA(ACRES) = 34.60 SUBAREA RUNOFF(CFS) = 95.22 EFFECTIVE AREA(ACRES) = 225.87 AREA - AVERAGED Fm(INCH /HR) _ . AREA - AVERAGED Fp(INCH /HR) = . AREA - AVERAGED Ap = . TOTAL AREA(ACRES) = 256.70 PEAK FLOW RATE(CFS) 654.59 FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 4.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1409.40 DOWNSTREAM(FEET) = 1396.50 FLOW LENGTH(FEET) = 650.00 MANNING'S N = . 013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 33.34 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 654.59 PIPE TRAVEL TIME(MIN.) _ . Tc(MIN.) = 14.77 FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 8.1 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 14.77 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.595 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 17.44 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 17.44 SUBAREA RUNOFF(CFS) = 47.24 EFFECTIVE AREA(ACRES) = 243.31 AREA - AVERAGED Fm(INCH /HR) _ .43 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .45 TOTAL AREA(ACRES) = 274.14 PEAK FLOW RATE(CFS) = 692.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 320.00 TO NODE 330.00 IS CODE = 4.1 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1396.50 DOWNSTREAM(FEET) = 1383.90 FLOW LENGTH(FEET) = 630.00 MANNING'S N = .013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 35.24 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 692.01 PIPE TRAVEL TIME(MIN.) _ .30 Tc(MIN.) = 15.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 8.1 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 15.06 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.552 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 8.34 .98 .10 32 PUBLIC PARK A 2.68 .98 .85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .28 SUBAREA AREA(ACRES) = 11.02 SUBAREA RUNOFF(CFS) = 32.50 EFFECTIVE AREA(ACRES) = 254.33 AREA - AVERAGED Fm(INCH /HR) _ .43 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .44 TOTAL AREA(ACRES) = 285.16 PEAK FLOW RATE(CFS) = 715.13 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 285.16 TC(MIN.) = 15.06 EFFECTIVE AREA(ACRES) = 254.33 AREA - AVERAGED Fm(INCH /HR)= .43 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .44 PEAK FLOW RATE(CFS) = 715.13 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES; NODE r L 0 it �l 1 I 1 715.1 15.06 3.552 .975( .428) .44 254.3 60.00 2 686.7 17.67 3.227 .975( .424) .43 272.1 100.00 3 678.2 18.30 3.161 .975( .424) .44 275.4 130.00 4 657.3 19.99 2.997 .975( .425) .44 284.0 230.00 5 654.5 20.13 2.985 .975( .425) .44 284.1 200.00 6 653.4 20.18 2.981 .975( .425) .44 284.1 10.00 ----- 7 - - - -- - 519.7 27.99 2.449 .975( .424) .43 285.2 10.00 I END --------- OF - - RATIONAL - - -- METHOD ANALYSIS L 0 it �l 1 I !1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Oleander Avenue * 100 Year Event * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< FILE NAME: OLEANDER.DAT TIME /DATE OF STUDY: 14:27 7/29/2004 USER _ SPECIFIED - HYDROLOGY _ AND - HYDRAULIC - MODEL _INFORMATION: - ----------- *TIME - - -- -- -- -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT. WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 018/ 018/ 020 .67 2.00 .03125 .1670 .01500 2 22.0 11.0 .020/ .020/ -- .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .24 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1528.00 DOWNSTREAM(FEET) = 1517.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.229 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.480 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.80 .98 .10 32 10.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 26.82 TOTAL AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) = 26.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 6.2 » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1517.00 DOWNSTREAM ELEVATION(FEET) = 1510.10 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.21 ** *STREET FLOW SPLITS OVER STREET - CROWN * ** FULL DEPTH(FEET) _ .60 FLOOD WIDTH(FEET) = 22.00 FULL HALF - STREET VELOCITY(FEET /SEC.) = 3.96 SPLIT DEPTH(FEET) _ .47 SPLIT FLOOD WIDTH(FEET) = 15.48 SPLIT FLOW(CFS) = 8.27 SPLIT VELOCITY(FEET /SEC.) = 3.20 STREETFLOW MODEL RESULTS USING IT FLOW: STREET FLOW DEPTH(FEET) _ .60 - HALFSTREET FLOOD WIDTH(FEET) = 22.00 AVERAGE FLOW VELOCITY(FEET /SEC.) 3.96 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.37 STREET FLOW TRAVEL TIME(MIN.) = 2.44 Tc(MIN.) = 12.67 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.941 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 2.77 EFFECTIVE AREA(ACRES) = 7.60 AREA - AVERAGED FM(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 26.82 2 I NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 22.00 FLOW VELOCITY(FEET /SEC.) = 3.96 DEPTH *VELOCITY(FT *FT /SEC.) = 2.37 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.67 *' 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.941 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 6.60 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 22.83 EFFECTIVE AREA(ACRES) = 14.20 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 14.20 PEAK FLOW RATE(CFS) = 49.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - -- 12000 - TO - NODE 140.00 IS CODE = 3.1 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1510.10 DOWNSTREAM(FEET) = 1498 50 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.34 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 49.12 PIPE TRAVEL TIME(MIN.) _ .46 Tc(MIN.) = 13.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 13. 13__________________ _______________________________ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.857 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 10.20 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 10.20 SUBAREA RUNOFF(CFS) = 34.51 EFFECTIVE AREA(ACRES) = 24.40 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 1 TOTAL AREA(ACRES) = 24.40 PEAK FLOW RATE(CFS) = 82.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 190.00 IS CODE = 3.1 ' ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1498.50 DOWNSTREAM(FEET) = 1457.50 FLOW LENGTH(FEET) = 1770.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.31 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 82.55 PIPE TRAVEL TIME(MIN.) = 1.93 Tc(MIN.) = 15.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: - TIME OF CONCENTRATION(MIN.) 15.06 RAINFALL INTENSITY(INCH /HR) = 3.55 AREA - AVERAGED FM(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 24.40 I TOTAL STREAM AREA(ACRES) = 24.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 82.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------ INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1509.00 DOWNSTREAM(FEET) = 1498.50 1 1 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.916 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.666 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) COMMERCIAL A .30 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION Ap = .10 Ap SCS Tc (DECIMAL) CN (MIN.) .10 32 6.92 .98 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) _ .30 PEAK FLOW RATE(CFS) = 1.50 4 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE = 6.2 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1498.50 DOWNSTREAM ELEVATION(FEET) = 1488.50 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) • 30 HALFSTREET FLOOD WIDTH(FEET) = 7.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.01 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .91 STREET FLOW TRAVEL TIME(MIN.) = 2.55 TC(MIN.) = 9.47 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.693 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) = 1.24 EFFECTIVE AREA(ACRES) _ .60 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .60 PEAK FLOW RATE(CFS) = 2.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .31 HALFSTREET FLOOD WIDTH(FEET) = 7.82 FLOW VELOCITY(FEET /SEC.) = 3.10 DEPTH *VELOCITY(FT *FT /SEC.) _ .97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 6.2 ------- ----- ----- ---------- ---- ---- ---------- ---- ---- ---- --- --------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1488.50 DOWNSTREAM ELEVATION(FEET) = 1481.30 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.04 u STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 8.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.23 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.07 STREET FLOW TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.250 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) = .90 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) = 3.36 END OF SUBAREA STREET FLOW HYDRAULICS• DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 9.07 FLOW VELOCITY(FEET /SEC.) = 3.32 DEPTH *VELOCITY(FT *FT /SEC.) = 1.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 6.2 ---------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< -- ------------------------------------ UPSTREAM ELEVATION(FEET) = 1481.30 DOWNSTREAM ELEVATION(FEET) = 1469.30 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) . 020 .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 9.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.61 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 13.39 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.813 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.00 EFFECTIVE AREA(ACRES) - 1.20 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.01 rel `\I I END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 9.62 FLOW VELOCITY(FEET /SEC.) = 3.60 DEPTH *VELOCITY(FT *FT /SEC.) = 1.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 6.2 ---------------------------------------------------------------------------- >>>>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED) < <<< ------------------------- UPSTREAM ELEVATION(FEET) = 1469.30 DOWNSTREAM ELEVATION(FEET) = 1457.50 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 10.40 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.63 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 2.34 Tc(MIN.) = 15.73 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.461 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .40 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 1.21 EFFECTIVE AREA(ACRES) = 1.60 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 10.63 FLOW VELOCITY(FEET /SEC.) = 3.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: - TIME OF CONCENTRATION(MIN.) 15.73 RAINFALL INTENSITY(INCH /HR) = 3.46 AREA- AVERAGED Fm(INCH /HR) _ .10 7 D t ?? i E:j AREA - AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.84 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 82.55 15.06 3.552 .98( .10) .10 24.40 100.00 2 4.84 15.73 3.461 .97( .10) .10 1.60 130.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH /HR) Fp(Fm) (INCH /HR) Ap Ae (ACRES) SOURCE NODE 1 87.3 15.06 3.552 .975( .097) .10 25.9 100.00 2 85.2 15.73 3.461 .975( .098) .10 26.0 130.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 87.31 Tc(MIN.) = 15.06 EFFECTIVE AREA(ACRES) = 25.93 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 26.00 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 26.00 TC(MIN.) = 15.06 EFFECTIVE AREA(ACRES) = 25.93 AREA- AVERAGED Fm(INCH /HR)= .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 87.31 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 87.3 15.06 3.552 .975( .097) .10 25.9 100.00 -___- 2852 - -- 1573_ - -_ 3461.975(_.098)_ .10 260_ - - -- 13 -_- END OF RATIONAL METHOD ANALYSIS ?? o? t ?? t ?? i E:j Li n � Rational Methods Lateral Storm Drains D FI 0 1 u �I 1 11 L ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Walnut Avenue Lateral Sizing * Lateral A -2 & A -3 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: WALLAT2.DAT TIME /DATE OF STUDY: 9:54 8/ 3/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL *-- _____________________ USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 180.00 ELEVATION DATA: UPSTREAM(FEET) = 1466.00 DOWNSTREAM(FEET) = 1465.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.001 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.625 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) SCS Tc CN (MIN.) COMMERCIAL A .20 .98 .10 32 7.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 J it SUBAREA RUNOFF(CFS) _ .99 TOTAL AREA(ACRES) _ .20 PEAK FLOW RATE(CFS) _ .99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6.1 --------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1465.10 DOWNSTREAM ELEVATION(FEET) = 1462.30 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .33 HALFSTREET FLOOD WIDTH(FEET) = 8.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.45 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .48 STREET FLOW TRAVEL TIME(MIN.) = 7.49 Tc(MIN.) = 14.49 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.635 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.10 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 110 SUBAREA RUNOFF(CFS) = 3.50 EFFECTIVE AREA(ACRES) = 1.30 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .97 AREA AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 4.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 10.61 FLOW VELOCITY(FEET /SEC.) = 1.57 DEPTH *VELOCITY(FT *FT /SEC.) _ .58 TOTAL AREA(ACRES) = 1.30 TC(MIN.) = 14.49 EFFECTIVE AREA(ACRES) = 1.30 AREA- AVERAGED Fm(INCH /HR)= .10 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 4.14 END OF RATIONAL METHOD ANALYSIS____________ _______________________________ F) d ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright, 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Cypress Avenue Lateral Sizing • Lateral A -4 & A -5 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FILE NAME: WALLAT4.DAT TIME /DATE OF STUDY: 10:26 8/ 3/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< « < D *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 .018/ 018/ 020 67 2.00 .03125 1670 .01500 2 20.0 10.0 .020/ .020/ - -- .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .24 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< « < D >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1517.80 DOWNSTREAM(FEET) = 1494.00 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.552 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.668 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.20 .98 .10 32 9.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.94 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 40.00 IS CODE = 6.2 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED)<<<<< ------ - - - - -- UPSTREAM ELEVATION(FEET) = 1494.00 DOWNSTREAM ELEVATION(FEET) = 1462.30 STREET LENGTH(FEET) = 1250.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 10.19 FLOW VELOCITY(FEET /SEC.) = 3.76 DEPTH *VELOCITY(FT *FT /SEC.) = 1.36 2 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 9.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.63 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 5.74 Tc(MIN.) = 15.29 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.520 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.54 EFFECTIVE AREA(ACRES) = 3.00 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 9.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 10.19 FLOW VELOCITY(FEET /SEC.) = 3.76 DEPTH *VELOCITY(FT *FT /SEC.) = 1.36 2 F1 I 11 N w L I I I I P1111 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.00 TC(MIN.) = 15.29 EFFECTIVE AREA(ACRES) = 3.00 AREA-AVERAGED FM(INCH/HR)= .10 AREA-AVERAGED Fp(INCH/HR) .98 AREA-AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 9.24 END OF RATIONAL METHOD ANALYSIS I 11 N w L I I I I P1111 7 1 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Cypress Avenue Lateral Sizing * Lateral A -6 * * FILE NAME: WALLAT6.DAT TIME /DATE OF STUDY: 17:23 8/ 3/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 2.1 ' ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 ELEVATION DATA: UPSTREAM(FEET) = 1484.00 DOWNSTREAM(FEET) = 1480.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.575 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.981 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.00 .98 .60 32 8.58 ' SUBAREA'AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 u SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 11.87 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 11.87 - - FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 3.1 ---------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< -_ >>>>> USING - COMPUTER-ESTIMATED _PIPESIZE_( NON - PRESSURE - FLOW) < « <-- _-- - - -_ -- ELEVATION DATA: UPSTREAM(FEET) = 1480.00 DOWNSTREAM(FEET) 1462.30 FLOW LENGTH(FEET) = 1050.00 MANNING'S N = .015 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.61 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.87 PIPE TRAVEL TIME(MIN.) = 2.30 Tc(MIN.) = 10.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< == MAINLINE Tc(MIN) = 10.87 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.319 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 14.90 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 14.90 SUBAREA RUNOFF(CFS) = 50.07 EFFECTIVE AREA(ACRES) = 17.90 AREA- AVERAGED Fm(INCH /HR) _ .58 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 17.90 PEAK FLOW RATE(CFS) = 60.16 = = END OF STUDY SUMMARY_______________________ _______________________________ TOTAL AREA(ACRES) = 17.90 TC(MIN.) = 10.87 EFFECTIVE AREA(ACRES) = 17.90 AREA- AVERAGED Fm(INCH /HR)= .58 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .60 PEAK FLOW RATE(CFS) 60.16 END OF RATIONAL METHOD ANALYSIS____________ _______________________________ t fl RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Cypress Avenue Lateral Sizing * Lateral A -7 & A8 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: WALLAT7.DAT TIME /DATE OF STUDY: 8:23 9/22/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 t ELEVATION DATA: UPSTREAM(FEET) = 1495.00 DOWNSTREAM(FEET) = 1492.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.083 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.811 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) SCHOOL A 3.00 .98 .60 32 9.08 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 I t SUBAREA RUNOFF(CFS) = 11.41 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 11.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.2 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< t 1 1 ELEVATION DATA: UPSTREAM(FEET) = 1492.00 DOWNSTREAM(FEET) = 1477.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 1200.00 CHANNEL SLOPE _ .0123 CHANNEL FLOW THRU SUBAREA(CFS) = 11.41 FLOW VELOCITY(FEET /SEC) = 2.87 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.97 Tc(MIN.) = 16.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>> ADDITION SUBAREA MAINLINE PEAK FLOW <<<<<_______________________ - OF - - TO - - - MAINLINE Tc(MIN) = 16.05 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.419 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SCHOOL A 15.60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 15.60 SUBAREA RUNOFF(CFS) = 39.79 EFFECTIVE AREA(ACRES) = 18.60 AREA - AVERAGED Fm(INCH /HR) _ .59 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 18.60 PEAK FLOW RATE(CFS) = 47.45 = = END OF STUDY SUMMARY:______________________ _______________________________ TOTAL AREA(ACRES) = 18.60 TC(MIN.) = 16.05 EFFECTIVE AREA(ACRES) = 18.60 AREA- AVERAGED Fm(INCH /HR)= .59 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .60 PEAK FLOW RATE(CFS) = 47.45 END OF RATIONAL METHOD ANALYSIS t 1 1 I� ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 - 95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Cypress Avenue Lateral Sizing * Lateral A -9 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: WALLAT8.DAT TIME /DATE OF STUDY: 9:15 8/ 3/2004 --------------- - - - -- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: = -============== = = = - -- *TIME -OF- CONCENTRATION MODEL *-- ================= = = = = == USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------ - - - - -- - INITIAL SUBAREA FLOW- LENGTH(FEET) 300.00 ELEVATION DATA: UPSTREAM(FEET) = 1501.20 DOWNSTREAM(FEET) = 1498.30 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.960 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.079 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 1.90 .98 .85 32 11.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 5.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 3.1 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< -------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1498.30 DOWNSTREAM(FEET) = 1494.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.56 PIPE TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) = 13.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 8.1 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 13.48 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.796 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK A 4.50 .98 .85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 12.02 EFFECTIVE AREA(ACRES) = 6.40 AREA - AVERAGED FM(INCH /HR) _ .83 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .85 TOTAL AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) = 17.09 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.40 TC(MIN.) = 13.48 EFFECTIVE AREA(ACRES) = 6.40 AREA - AVERAGED FM(INCH /HR)= .83 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .85 PEAK FLOW RATE(CFS) = 17.09 END OF RATIONAL METHOD ANALYSIS r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Oleander Avenue Lateral Sizing * 100 Year Storm Event • Lateral B -1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: OLAT3.DAT TIME /DATE OF STUDY: 13:24 8/ 2/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 018/ 018/ .020 67 2.00 03125 1670 01500 2 40.0 20.0 .020/ .020/ -- .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .24 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< u >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1509.00 DOWNSTREAM(FEET) = 1498.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.916 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.666 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .30 .98 .10 32 6.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 i SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) _ .30 PEAK FLOW RATE(CFS) = 1.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE = 6.2 ---------------------------------------------------------------------------- » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>( STREET TABLE SECTION # 2 USED) < <<< UPSTREAM ELEVATION(FEET) = 1498.50 DOWNSTREAM ELEVATION(FEET) = 1488.50 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .30 HALFSTREET FLOOD WIDTH(FEET) = 7.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.03 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .91 STREET FLOW TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 9.45 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.699 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) = 1.24 EFFECTIVE AREA(ACRES) _ .60 AREA - AVERAGED FM(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .60 PEAK FLOW RATE(CFS) = 2.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .31 HALFSTREET FLOOD WIDTH(FEET) = 7.83 FLOW VELOCITY(FEET /SEC.) = 3.10 DEPTH *VELOCITY(FT *FT /SEC.) _ .98 2 1I [J 1 1 1 ul 1 t D ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 6.2 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< --------------------------------------------- UPSTREAM ELEVATION(FEET) = 1488.50 DOWNSTREAM ELEVATION(FEET) = 1481.30 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .33 HALFSTREET FLOOD WIDTH(FEET) = 8.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 11.14 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.257 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ EFFECTIVE AREA(ACRES) _ .90 AREA- AVERAGED Fm(INCH /HR) AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) _ 1.12 .10 3.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 9.09 FLOW VELOCITY(FEET /SEC.) = 3.32 DEPTH *VELOCITY(FT *FT /SEC.) = 1.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 6.2 ---------------------------------------------------------------- - - - - -- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1481.30 DOWNSTREAM ELEVATION(FEET) = 1469.30 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 3 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 9.46 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.57 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.24 I STREET FLOW TRAVEL TIME(MIN.) = 2.24 Tc(MIN.) = 13.38 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.814 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.00 EFFECTIVE AREA(ACRES) = 1.20 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 9.61 FLOW VELOCITY(FEET /SEC.) = 3.61 DEPTH *VELOCITY(FT *FT /SEC.) = 1.26 FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 6.2 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< ------------------------------------- UPSTREAM ELEVATION(FEET) = 1469.30 DOWNSTREAM ELEVATION(FEET) = 1457.50 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 10.42 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.62 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 15.73 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.461 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .40 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) - 1.21 EFFECTIVE AREA(ACRES) = 1.60 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .10 4 1 11 91 it] t t 1 4.84 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 10.65 FLOW VELOCITY(FEET /SEC.) = 3.66 DEPTH *VELOCITY(FT *FT /SEC.) = 1.36 = = END OF STUDY SUMMARY:______________________ _______________________________ TOTAL AREA(ACRES) 1.60 TC(MIN.) = 15.73 EFFECTIVE AREA(ACRES) = 1.60 AREA- AVERAGED Fm(INCH /HR)= .10 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED AP = .10 PEAK FLOW RATE(CFS) = 4.84 ----------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 1 11 91 it] t t 1 [J t ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Oleander Avenue Lateral Sizing * 100 Year Storm Event • Lateral B -2 & B3 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: OLAT2.DAT TIME /DATE OF STUDY: 9:13 8/ 2/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 570.00 ELEVATION DATA: UPSTREAM(FEET) = 1517.80 DOWNSTREAM(FEET) = 1503.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.041 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.176 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.90 .98 .10 32 8.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 8.68 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 8.68 FLOW PROCESS FROM NODE 11.00 TO NODE 140.00 IS CODE = 3.1 1 ------------------------------------------------- - -------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1503.50 DOWNSTREAM(FEET) = 1498.50 FLOW LENGTH(FEET) = 840.00 MANNING'S N = .013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.29 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.68 PIPE TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 10.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 8.1 ---------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 10-69 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.364 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 8.30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 31.87 EFFECTIVE AREA(ACRES) = 10.20 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.20 PEAK FLOW RATE(CFS) = 39.16 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.20 TC(MIN.) = 10.69 EFFECTIVE AREA(ACRES) = 10.20 AREA - AVERAGED Fm(INCH /HR)= .10 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 -- PEAK - FLOW - RATE( CFS) ===== = = = = 16 _====_____ __ °___________________ °________ END OF RATIONAL METHOD ANALYSIS 1 I �l Pa ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 L Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * Oleander Avenue Lateral Sizing * 100 Year Storm Event * Lateral B -1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< FILE NAME: OLAT3.DAT TIME /DATE OF STUDY: 13:24 8/ 2/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 018/ 018/ 020 67 2.00 03125 .1670 .01500 2 40.0 20.0 .020/ .020/ -- .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .24 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1509.00 DOWNSTREAM(FEET) = 1498.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.916 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.666 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .30 .98 .10 32 6.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) _ .30 PEAK FLOW RATE(CFS) = 1.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE = 6.2 » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1498.50 DOWNSTREAM ELEVATION(FEET) = 1488.50 STREET LENGTH (FEET) = 460.00 CURB HEIGHT (INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 j DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .30 HALFSTREET FLOOD WIDTH(FEET) = 7.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.03 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .91 STREET FLOW TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 9.45 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.699 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) = 1.24 EFFECTIVE AREA(ACRES) _ .60 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .60 PEAK FLOW RATE(CFS) = 2.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .31 HALFSTREET FLOOD WIDTH(FEET) = 7.83 FLOW VELOCITY(FEET /SEC.) = 3.10 DEPTH *VELOCITY(FT *FT /SEC.) _ .98 t ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM - NODE - - - - 16 000 - TO - NODE - - - - 17 000 - IS CODE = 6.2 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>( STREET TABLE SECTION # 2 USED) < <<< UPSTREAM ELEVATION (FEET) = 1488 50 DOWNSTREAM ELEVATION (FEET) = 1481.30 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .33 HALFSTREET FLOOD WIDTH(FEET) = 8.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 11.14 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.257 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 1 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) _ .90 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) = 3.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 9.09 FLOW VELOCITY(FEET /SEC.) = 3.32 DEPTH *VELOCITY(FT *FT /SEC.) = 1.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 6.2 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< _ - >>>>>( STREET TABLE - SECTION _ # -_2 USED)<<<<<-------------------------------- UPSTREAM ELEVATION(FEET) = 1481.30 DOWNSTREAM ELEVATION(FEET) = 1469.30 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) . 020 .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 3 7 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 9.46 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.57 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 2.24 Tc(MIN.) = 13.38 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.814 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.00 EFFECTIVE AREA(ACRES) = 1.20 AREA- AVERAGED Fm(INCH /HR) = .10 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 9.61 FLOW VELOCITY(FEET /SEC.) = 3.61 DEPTH *VELOCITY(FT *FT /SEC.) = 1.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 6.2 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »>» (STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 1469.30 DOWNSTREAM ELEVATION(FEET) = 1457.50 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 10.42 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.62 PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 15.73 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.461 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .40 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.21 EFFECTIVE AREA(ACRES) = 1.60 AREA- AVERAGED Fm(INCH /HR) = .10 AREA- AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .10 4 1 I TOTAL 4.84 AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 10.65 FLOW VELOCITY(FEET /SEC.) = 3.66 DEPTH *VELOCITY(FT *FT /SEC.) = 1.36 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 1.60 TC(MIN.) = 15.73 EFFECTIVE AREA(ACRES) = 1.60 AREA - AVERAGED FM(INCH /HR)= .10 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .10 PEAK FLOW AATE(CFS) = 4.84 ------------------- END OF RATIONAL METHOD ANALYSIS lu a] 91 C 1 5 7 I Catch Basin Sizing Calculations 0 � 1 1 q n u 1 fl Cypress Avenue Flow Depth Calculation Catch Basin 3 & 4 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Therefore depth of water in approach gutter is 0.36' for catch basins 3 & 4 k it Cl » »STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.023000 CONSTANT STREET FLOW(CFS) = 9.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 l CONSTANT OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: - -- STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.16 AVERAGE FLOW VELOCTTY(FEET /SEC.) = 3.77 PRODUCT OF DEPTH &VELOCITY = 1.36 Therefore depth of water in approach gutter is 0.36' for catch basins 3 & 4 k it Cl Oleander Avenue Flow Depth Calculation Catch Basin 5 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREET FLOW MODEL RESULTS: - -- STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.72 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.62 PRODUCT OF DEPTH &VELOCITY = 1.35 Therefore depth of water in approach gutter is 0.37' for catch basin 5 D H 1 t » »STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.023000 CONSTANT STREET FLOW(CFS) = 4.84 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: - -- STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.72 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.62 PRODUCT OF DEPTH &VELOCITY = 1.35 Therefore depth of water in approach gutter is 0.37' for catch basin 5 D H 1 t H' Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.60 GUTTER FLOWDEPTH(FEET) = 0.36 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION Cypress Avenue Flow By Catch Basin Width Calculation Catch Basins 3 & 4 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 3.50 1.67 » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.60 GUTTER FLOWDEPTH(FEET) = 0.36 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.34 0.67 1.50 0.74 2.00 0.98 2.50 1.21 3.00 1.44 3.50 1.67 4.00 1.89 4.50 2.11 5.00 2.31 5.50 2.49 6.00 2.66 6.50 2.84 7.00 3.01 7.50 3.17 8.00 3.34 8.50 3.47 9.00 3.60 9.50 3.73 10.00 3.85 10.50 3.96 11.00 4.08 11.50 4.19 12.00 4.30 12.50 4.41 13.00 4.51 13.43 4.60 Recommended width =14' Therefore it is assumed that with a 14 foot catch basin 100% of the 4.6 cfs is intercepted I1 Oleander Avenue Flow By Basin Width Calculation Catch Basin 5 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.84. GUTTER FLOWDEPTH(FEET) = 0.37 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------- =----------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.37 0.71 1.50 0.77 2.00 1.01 2.50 1.25 3.00 1.49 3.50 1.73 4.00 1.96 4.50 2.19 5.00 2.40 5.50 2.59 6.00 2.77 6.50 2.95 7.00 3.13 7.50 3.30 8.00 3.46 8.50 3.61 9.00 3.75 9.50 3.88 10.00 4.01 10.50 4.13 11.00 4.25 11.50 4.36 12.00 4.47 12.50 4.58 13.00 4.69 13.50 4.79 13.73 4.84 Recommended width =14' Therefore it is assumed that a 14 foot catch basin will intercept 100% of the 4.84cfs is intercepted t I CMP Riser Capacity Calculations 11 j 11 1-1 t e e 4 e 1 f 1 1 CMP 1 & 2 Capacity Calculation Equations and Constants were Derived From Brater, E.F. and King, H.W. 1976. Handbook Of Hydraulics, 65th Edition. McGraw Hill, New York. H = (Q/CL) "(2/3) H = Distance Between Maximum Water Surface and Top of CMP Riser (ft) C = Constant Q = Q100 (cfs) = Q is taken from Lateral A2 & A3 Rational Method (4.1/2) L = Represents The Length Of The Opening And Can Be Calculated Using The Equation 2(Pi)R For.A 24 inch Pipe 2(Pi)(12) =75.4 inches = 6.3 ft C = 3.087 Q = 2.1 L = 6.3 H = 0.2268 H = 0.2 ft Therefore water will pond 0.2 feet above cmp riser opening CMP 3 Capacity Calculation Equations and Constants were Derived From Brater, E.F. and King, H.W. 1976. Handbook Of Hydraulics, 65th Edition. McGraw Hill, New York. H = (Q/CL) ^(2/3) H = Distance Between Maximum Water Surface and Top of CMP Riser (ft) C = Constant Q = Q100 (cfs) - Q is taken from Lateral A -9 Rational Method L = Represents The Length Of The Opening And Can Be Calculated Using The Equation 2(Pi)R For A 36 inch Pipe 2(Pi)(1 8)=1 13 inches = 9.4 ft C = 3.087 Q = 51 L = 9.4 H = 1.4564 H =1.5ft Therefore water will pond 1.5 feet above cmp riser opening Ei g L7 a lip , n Ll L D [1 1 1 DUAL PIPE REACH (72 & 48 ") W SPGW t T1 WALNUT STORM DRAIN T2 DUAL PIPE REACH T3 48" PIPE SO 995.0001381.300 1 1393.000 R 1055.5001381.905 1 JX 1062.5001382.375 3 2 R 1085.3301382.530 3 .013 R 1095.4101382.880 3 .000 .000 0 TS 1117.4901383.650 4 SH 1117.4901383.650 4 CD 1 4 1 .000 4.000 CD 2 4 1 .000 2.000 CD 3 4 1 .000 .000 .00 4.000 CD 4 4 1 .000 .000 6.500 Q 160.130 .0 .000 11 1393.000 .013 - 90.4990 .000 0 .013 11.600 1384.420 90.0 .000 .013 .000 .000 0 .013 .000 .000 0 .013 .000 1383.650 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 FILE: walnutstub2.WSW W S P G W - EDIT LISTING - Version 14.03 Date: 3 -30 -2005 Time: 2:22:35 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD 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) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 4.000 CD 2 4 1 2.000 CD 3 4 1 4.000 CD 4 4 1 6.500 WS PGW PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - WALNUT STORM DRAIN HEADING LINE NO 2 IS - DUAL PIPE REACH HEADING LINE NO 3 IS - 48' PIPE WS PGW PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 995.000 1381.300 1 1393.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1055.500 1381.905 1 .013 38.303 - 90.499 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1062.500 1382.375 3 2 0 .013 11.600 .000 1384.420 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1085.330 1382.530 3 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1095.410 1382.880 3 .013 .000 .000 .000 0 ELEMENT NO 6 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 1117.490 1383.650 4 .013 .000 .000 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1117.490 1383.650 4 1383.650 FILE: walnutstub2.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:22:40 WALNUT STORM DRAIN DUAL PIPE REACH 48" PIPE • rrrxr t, tr* �*« ��r�r*, r, t******+, e, r*., rr, r•, tr««, r�, r* r* �*t r��r.• rr* rr*, e�**** rr, r+, er�r�, rrt, rwwrr*, r�«** rrr, rrr «w * * * * *,► *� *r *rrr,trww « * * *r *,r * *• *�� *r Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.) Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem �,r,r *,t,rr�r ICh Slope I I *,r *�,r,r ,e «� I * *,r *r,r *• I I I I *r•• *,r *,r* (r *,r *,+rr�* I *,r * * *r* �,e SF Avel *� +r�* I HF ISE DpthIFroude r * * * +rrr,e I *� *rrrt NINorm I *rr� * * *r I Dp ,r,r *� *,r *,r I "N" I *,r *r * *,e I X -Fall I �tr,r *r* I ZR ,rr « ** IType Ch I • + * *�r• 995.000 1381.300 11.700 1393.000 171.73 13.67 2.90 1395.90 .00 3.74 .00 4.000 .000 .00 1 .0 60.500 .0100 .0143 .86 .00 .00 4.00 .013 .00 .00 PIPE 1055.500 1381.905 12.541 1394.446 171.73 13.67 2.90 1397.35 .00 3.74 .00 4.000 .000 .00 1 .0 JUNCT STR .0671 .0134 .09 12.54 .00 .013 .00 .00 PIPE 1062.500 1382.375 12.922 1395.297 160.13 12.74 2.52 1397.82 .00 3.67 .00 4.000 .000 .00 1 .0 22.830 .0068 .0124 .28 12.92 .00 4.00 .013 .00 .00 PIPE 1085.330 1382.530 13.051 1395.581 160.13 12.74 2.52 1398.10 .00 3.67 .00 4.000 .000 .00 1 .0 10.080 .0347 .0124 .13 13.05 .00 2.23 .013 .00 .00 PIPE 1095.410 1382.880 12.826 1395.706 160.13 12.74 2.52 1398.23 .00 3.67 .00 4.000 .000 .00 1 .0 TRANS STR 0349 .0067 .15 12.83 .00 .013 .00 .00 PIPE 1117.490 1383.650 14.579 1398.229 160.13 4.83 .36 1398.59 .00 3.36 .00 6.500 .000 .00 1 .0 T1 WALNUT STORM DRAIN T2 DUAL PIPE REACH T3 72" PIPE SO 995.0001381.300 1 R 1085.3301382.130 1 JX 1095.4101382.880 3 2 TS 1117.5501383.650 4 SH 1117.5501383.650 4 CD 1 4 1 .000 6.000 CD 2 4 1 .000 2.000 CD 3 4 1 .000 6.000 CD 4 4 1 .000 6.500 Q 531.800 .0 1393.000 .013 - 90.499 .013 11.600 1384.530 -90.0 .013 .000 1383.650 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 0 .000 0 .000 FILE: walnutstub.WSW W S P G W - EDIT LISTING - Version 14.03 Date: 3 -30 -2005 Time: 2:22:21 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD 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) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 6.000 CD 2 4 1 2.000 CD 3 4 1 6.000 CD 4 4 1 6.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - WALNUT STORM DRAIN HEADING LINE NO 2 IS - DUAL PIPE REACH HEADING LINE NO 3 IS - 72° PIPE W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 995.000 1381.300 1 1393.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1085.330 1382.130 1 .013 57.189 - 90.499 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1095.410 1382.880 3 2 0 .013 11.600 .000 1384.530 .000 - 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 1117.550 1383.650 4 .013 .000 .000 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1117.550 1383.650 4 1383.650 mom r am MI M No MM IIIIIIIIIIIIIIIt FILE: walnutstub.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:22:26 WALNUT STORM DRAIN DUAL PIPE REACH 72" PIPE +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 995.000 1381.300 11.700 1393.000 543.40 19.22 5.74 1398.74 .00 5.76 .00 6.000 .000 .00 1 .0 90.330 .0092 .0165 1.49 .00 .00 6.00 .013 .00 .00 PIPE 1085.330 1382.130 13.507 1395.637 543.40 19.22 5.74 1401.37 .00 5.76 .00 6.000 .000 .00 1 .0 JUNCT STR 0744 .0161 .16 13.51 .00 .013 .00 .00 PIPE 1095.410 1382.880 13.404 1396.284 531.80 18.81 5.49 1401.78 .00 5.74 .00 6.000 .000 .00 1 .0 TRANS STR 0348 .0130 .29 13.40 .00 .013 .00 .00 PIPE 1117.550 1383.650 14.578 1398.228 531.80 16.03 3.99 1402.22 .00 5.94 .00 6.500 .000 .00 1 .0 I 1 U � Line A Walnut Avenue &Cypress Avenue 1 mom M T1 Highland Ave., Baseline Ave., Juniper Ave. and Citrus Avenue Storm Drain T2 100 year storm T3 SO 1117.4901383.650 1 1398.228 R 1174.7001385.580 1 .013 .000 .000 0 R 1220.3901387.130 1 .013 28.820 .000 0 R 1265.0301388.640 1 .013 .000 .000 0 R 1300.7601390.500 1 .013 .000 .000 0 R 1326.3801391.070 1 .013 .000 .000 0 R 1372.0801392.080 1 .013 - 29.093 .000 0 JX 1377.8301392.150 1 .013 R 1630.0001396.840 1 .013 .000 .000 0 JX 1636.6701396.964 1 5 .013 37.420 1399.870 45.0 .000 R 1873.2901401.390 1 .013 .000 .000 0 JX 1877.9501401.470 1 .013 R 2302.6701409.710 1 .013 .000 .000 0 JX 2311.3901409.880 1 8 .013 38.440 1412.010 45.0 .000 R 2789.1801419.360 1 .013 .000 .000 0 JX 2793.8401419.460 1 .013 R 3204.4301427.690 1 .013 .000 .000 0 JX 3209.0901427.790 1 .013 R 3579.5001434.360 1 .013 39.586 .000 0 JX 3595.5001434.610 1 7 .013 194.380 1435.150 30.0 11.316 R 3651.5001435.170 1 .013 39.130 .000 0 JX 3656.1601435.210 1 8 8.013 .100 .1001437.1501437.230 -75.0 45.0 .000 R 4840.6001442.010 1 .013 .000 .000 0 R 4868.9701442.240 1 .013 -8.882 .000 0 R 4924.3001442.700 1 .013 - 30.000 .000 0 JX 4938.1301443.320 12 10 .013 87.960 1444.520 -30.0 .000 R 4963.5901443.530 12 .013 7.971 .000 0 R 4990.0701443.750 12 .013 8.291 .000 0 JX 5000.3901444.330 14 13 .013 128.850 1444.790 -45.0 .000 R 6181.2401450.600 2 .013 .000 .000 0 TS 6185.9101451.620 11 .013 .000 R 6224.0001451.730 11 .013 - 24.249 .000 0 JX 6226.0001451.740 11 8 .013 3.400 1452.980 70.0 -1.273 R 6294.3301451.950 11 .013 - 43.500 .000 0 JX 6302.3301451.970 11 8 8.013 3.950 3.9501453.1901453.220 58.0 90.0 -5.093 R 6327.3501452.040 11 .013 - 15.928 .000 0 R 6332.0201452.060 11 .013 .000 .000 1 R 6399.3201453.470 11 .013 .000 .000 0 JX 6406.7201454.120 3 6 .013 58.220 1454.260 45.0 .000 m m m m m R 6747.6701461.280 3 .013 .000 .000 0 R 6867.5001463.798 3 .013 .000 .000 1 JX 6870.0001463.850 3 9 .013 30.910 1464.560 30.0 .000 R 6954.5001465.630 3 .013 .000 .000 0 JX 6957.0001465.680 3 9 .013 30.910 1466.410 30.0 .000 R 7147.6701469.680 3 .013 .000 .000 0 R 7452.0001477.288 3 .013 .000 .000 0 JX 7459.0001477.447 3 8 .013 22.080 1478.350 -45.0 .000 R 7533.2801479.310 3 .013 .000 .000 0 TS 7537.9401480.420 10 .013 .000 R 7561.5001481.500 10 .013 29.998 .000 0 R 7608.4501483.950 10 .013 .000 .000 0 SH 7608.4501483.950 10 1483.950 CD 1 4 1 .000 6.500 .000 .000 .000 .00 CD 2 4 1 .000 5.500 .000 .000 .000 .00 CD 3 4 1 .000 4.000 .000 .000 .000 .00 CD 4 4 1 .000 4.000 .000 .000 .000 .00 CD 5 4 1 .000 4.000 .000 .000 .000 .00 CD 6 4 1 .000 3.500 .000 .000 .000 .00 CD 7 4 1 .000 5.000 .000 .000 .000 .00 CD 8 4 1 .000 2.000 .000 .000 .000 .00 CD 9 4 1 .000 2.500 .000 .000 .000 .00 CD 10 4 1 .000 3.000 .000 .000 .000 .00 CD 11 4 1 .000 4.500 .000 .000 .000 .00 CD 12 4 1 .000 6.000 .000 .000 .000 .00 CD 13 4 1 .000 4.000 .000 .000 .000 .00 CD 14 4 1 .000 5.500 .000 .000 .000 .00 Q 51.340 .0 FILE: walnutf.WSW W S P G W - EDIT LISTING - Version 14.03 Date: 3 -30 -2005 Time: 2:40:24 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD 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) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 6.500 CD 2 4 1 5.500 CD 3 4 1 4.000 CD 4 4 1 4.000 CD 5 4 1 4.000 CD 6 4 1 3.500 CD 7 4 1 5.000 CD 8 4 1 2.000 CD 9 4 1 2.500 CD 10 4 1 3.000 CD 11 4 1 4.500 CD 12 4 1 6.000 CD 13 4 1 4.000 CD 14 4 1 5.500 WS PGW PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Highland Ave., Baseline Ave., Juniper Ave. and Citrus Avenue Storm Drain HEADING LINE NO 2 IS - 100 year storm HEADING LINE NO 3 IS - W S PGW PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1117.490 1383.650 1 1398.228 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1174.700 1385.580 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1220.390 1387.130 1 .013 90.834 28.820 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1265.030 1388.640 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1300.760 1390.500 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1326.380 1391.070 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1372.080 1392.080 1 .013 90.002 - 29.093 .000 0 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 m m � 1377.830 1392.150 1 0 0 .013 .000 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 1630.000 1396.840 1 .013 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1636.670 1396.964 1 5 0 .013 37.420 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 1873.290 1401.390 1 .013 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1877.950 1401.470 1 0 0 .013 .000 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 2302.670 1409.710 1 .013 ELEMENT NO 14 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 2311.390 1409.880 1 8 0 .013 38.440 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 2789.180 1419.360 1 .013 ELEMENT NO 16 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 2793.840 1419.460 1 0 0 .013 .000 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N 3204.430 1427.690 1 .013 ELEMENT NO 18 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 3209.090 1427.790 1 0 0 .013 .000 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N 3579.500 1434.360 1 .013 ELEMENT NO 20 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1399.870 .000 45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT - 3 INVERT - 4 PHI 3 PHI 4 .000 1412.010 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * w Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 PAGE NO 4 RADIUS ANGLE ANG PT MAN H 536.122 39.586 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3595.500 1434.610 1 7 0 .013 194.380 .000 1435.150 .000 30.000 .000 RADIUS ANGLE 81.012 11.316 ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3651.500 1435.170 1 .013 81.998 39.130 .000 0 ELEMENT NO 22 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3656.160 1435.210 1 8 8 .013 .100 .100 1437.150 1437.330 - 75.000 45.000 RADIUS ANGLE .000 .000 ELEMENT NO 23 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4840.600 1442.010 1 .013 .000 .000 .000 0 ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4866.970 1442.240 1 .013 183.009 -8.882 .000 0 ELEMENT NO 25 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4924.300 1442.700 1 .013 105.672 - 30.000 .000 0 ELEMENT NO 26 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 4938.130 1443.320 12 10 0 .013 87.960 .000 1444.520 .000 - 30.000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 5 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 27 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4963.590 1443.530 12 .013 183.007 7.971 .000 0 ELEMENT NO 28 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4990.070 1443.750 12 .013 182.993 8.291 .000 0 ELEMENT NO 29 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5000.390 1444.330 14 13 0 .013 128.650 .000 1444.790 .000 - 45.000 .000 RADIUS ANGLE .000 .000 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 30 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6181.240 1450.600 2 .013 .000 .000 .000 0 ELEMENT NO 31 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 6185.910 1451.620 11 .013 .000 .000 ELEMENT NO 32 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AUG PT MAN H 6224.000 1451.730 11 .013 89.999 - 24.249 .000 0 ELEMENT NO 33 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6226.000 1451.740 11 8 0 .013 3.400 .000 1452.980 .000 70.000 .000 RADIUS ANGLE ELEMENT NO 34 IS A REACH -1.273 RADIUS U/S DATA STATION INVERT SECT N 90.001 * - 43.500 .000 * 6294.330 1451.950 11 .013 ELEMENT NO 35 IS A JUNCTION 1453.220 58.000 90.000 RADIUS ANGLE U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 6302.330 1451.970 11 8 8 .013 3.950 6 RADIUS W S P G W ANG PT MAN H WATER SURFACE PROFILE - ELEMENT CARD LISTING - 15.928 ELEMENT NO 36 IS A REACH RADIUS ANGLE ANG PT MAN H U/S DATA STATION INVERT SECT N 1 RADIUS 6327.350 1452.040 11 .013 ELEMENT NO 37 IS A REACH .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 U/S DATA STATION INVERT SECT N 45.000 .000 6332.020 1452.060 11 .013 ELEMENT NO 38 IS A REACH .000 RADIUS U/S DATA STATION INVERT SECT N .000 .000 .000 6399.320 1453.470 11 .013 ANGLE ELEMENT NO 39 IS A JUNCTION .000 * .000 .000 a 1 U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1464.560 .000 6406.720 1454.120 3 6 0 .013 58.220 ELEMENT NO 40 IS A REACH .000 .000 U/S DATA STATION INVERT SECT N ANG PT MAN H 6747.670 1461.280 3 .013 0 ELEMENT NO 41 IS A REACH PHI 3 PHI 4 .000 1466.410 .000 U/S DATA STATION INVERT SECT N ANGLE 6867.500 1463.798 3 .013 ELEMENT NO 42 IS A JUNCTION PAGE NO 7 U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 .000 .000 6870.000 1463.850 3 9 0 .013 30.910 ELEMENT NO 43 IS A REACH MAN H .000 .000 .000 U/S DATA STATION INVERT SECT N 6954.500 1465.630 3 .013 ELEMENT NO 44 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 6957.000 1465.680 3 9 0 .013 30.910 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 45 IS A REACH U/S DATA STATION INVERT SECT N 7147.670 1469.680 3 .013. ELEMENT NO 46 IS A REACH U/S DATA STATION INVERT SECT N 7452.000 1477.288 3 .013 90.017 -1.273 RADIUS ANGLE ANG PT MAN H 90.001 * - 43.500 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3.950 1453.190 1453.220 58.000 90.000 RADIUS ANGLE 89.999 -5.093 PAGE NO 6 RADIUS ANGLE ANG PT MAN H 90.001 - 15.928 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 1 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1454.260 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 a 1 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1464.560 .000 30.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1466.410 .000 30.000 .000 RADIUS ANGLE .000 .000 PAGE NO 7 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 A m wo ELEMENT NO 47 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 7459.000 1477.447 3 8 0 .013 22.080 .000 1478.350 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 48 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 7533.280 1479.310 3 .013 .000 .000 .000 0 ELEMENT NO 49 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 7537.940 1480.420 10 .013 .000 .000 ELEMENT NO 50 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 7561.500 1481.500 10 .013 44.999 29.998 .000 0 ELEMENT NO 51 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 7608.450 1483.950 10 .013 .000 .000 .000 0 ELEMENT NO 52 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 7608.450 1483.950 10 1483.950 FILE: walnutf.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:40:29 Highland Ave., Baseline Ave., Juniper Ave. and Citrus Avenue Storm Drain 100 year storm Invert Depth Water ( Q Vel Vel I Energy ( Super ICriticalIFlow TopIHeight/ Base Wtl ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh *,r * *�rrrr I Slope I * * * + +,rrr,r I I ,e * *�,e *,e+ I *�• * * *,r,rr I.,t I * « *rtrw I •ter• *�* I SF Aver ,r * *,r ,r,++, I HF ISE DpthIFroude NINorm *wt * *r• ** I rr *r *�,e I,e * * *wr�w Dp I �r�rwrr• I 'N' I I •r,rt *�t I X -Fall *w,t *• ** I ZR * * *r* IType Ch � + + *,r,r�* 1117.490 1383.650 14.578 1398.228 692.01 20.85 6.75 1404.98 .00 6.28 .00 6.500 .000 .00 1 .0 57.210 .0337 .0174 1.00 14.58 .00 4.08 .013 .00 .00 PIPE 1174.700 1385.580 13.645 1399.225 692.01 20.85 6.75 1405.98 .00 6.28 .00 6.500 .000 .00 1 .0 45.690 .0339 .0174 .80 .00 .00 4.07 .013 .00 .00 PIPE 1220.390 1387.130 13.655 1400.785 692.01 20.85 6.75 1407.54 .00 6.28 .00 6.500 .000 .00 1 .0 44.640 .0338 .0174 .78 13.66 .00 4.07 .013 .00 .00 PIPE 1265.030 1388.640 12.923 1401.563 692.01 20.85 6.75 1408.32 .00 6.28 .00 6.500 .000 .00 1 .0 35.730 .0521 .0174 .62 12.92 .00 3.55 .013 .00 .00 PIPE 1300.760 1390.500 11.685 1402.185 692.01 20.85 6.75 1408.94 .00 6.28 .00 6.500 .000 .00 1 .0 25.620 .0222 .0174 .45 11.69 .00 4.75 .013 .00 .00 PIPE 1326.380 1391.070 11.562 1402.632 692.01 20.85 6.75 1409.38 .00 6.28 .00 6.500 .000 .00 1 .0 45.700 .0221 .0174 .80 .00 .00 4.77 .013 .00 .00 PIPE 1372.080 1392.080 12.116 1404.196 692.01 20.85 6.75 1410.95 .00 6.28 .00 6.500 .000 .00 1 .0 JJNCT STR 0122 .0174 .10 12.12 .00 .013 .00 .00 PIPE 1377.830 1392.150 12.146 1404.296 692.01 20.85 6.75 1411.05 .00 6.28 .00 6.500 .000 .00 1 .0 252.170 .0186 .0174 4.39 12.15 .00 5.15 .013 .00 .00 PIPE 1630.000 1396.840 11.849 1408.689 692.01 20.85 6.75 1415.44 .00 6.28 .00 6.500 .000 .00 1 .0 JUNCT STR .0186 .0165 .11 11.85 .00 .013 .00 .00 PIPE FILE: walnutf.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:40:29 Highland Ave., Baseline Ave., Juniper Ave. and Citrus Avenue Storm Drain 100 year storm Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope ( I I SF Aver HF ISE DpthlFroude NINorm DP I "N" I X -Fall ZR IType Ch 1636.670 1396.964 13.183 1410.147 654.59 19.73 6.04 1416.19 .00 6.22 .00 6.500 .000 .00 1 .0 236.620 .0187 .0156 3.69 13.18 .00 4.88 .013 .00 .00 PIPE 1873.290 1401.390 12.445 1413.835 654.59 19.73 6.04 1419.88 .00 6.22 .00 6.500 .000 .00 1 .0 JUNCT STR 0172 .0156 .07 12.45 .00 .013 .00 .00 PIPE 1877.950 1401.470 12.438 1413.908 654.59 19.73 6.04 1419.95 .00 6.22 .00 6.500 .000 .00 1 .0 424.720 .0194 .0156 6.62 12.44 .00 4.80 .013 .00 .00 PIPE 2302.670 1409.710 10.819 1420.529 654.59 19.73 6.04 1426.57 .00 6.22 .00 6.500 .000 .00 1 .0 JUNCT STR 0195 .0147 .13 10.82 .00 .013 .00 .00 PIPE 2311.390 1409.880 11.844 1421.724 616.15 18.57 5.35 1427.08 .00 6.16 .00 6.500 .000 .00 1 .0 477.790 .0198 .0138 6.60 11.84 .00 4.54 .013 .00 .00 PIPE 2789.180 1419.360 8.963 1428.323 616.15 18.57 5.35 1433.68 .00 6.16 .00 6.500 .000 .00 1 .0 JUNCT STR 0215 .0138 .06 8.96 .00 .013 .00 .00 PIPE 2793.840 1419.460 8.927 1428.387 616.15 18.57 5.35 1433.74 .00 6.16 .00 6.500 .000 .00 1 .0 142.717 .0200 .0138 1.97 8.93 .00 4.52 .013 .00 .00 PIPE 2936.557 1422.321 8.037 1430.357 616.15 18.57 5.35 1435.71 .00 6.16 .00 6.500 .000 .00 1 .0 HYDRAULIC JUMP 2936.557 1422.321 4.678 1426.999 616.15 24.10 9.02 1436.02 .00 6.16 5.84 6.500 .000 .00 1 .0 70.710 .0200 .0182 1.29 4.68 2.03 4.52 .013 .00 .00 PIPE FILE: walnutf.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:40:29 Highland Ave., Baseline Ave., Juniper Ave. and Citrus Avenue Storm Drain 100 year storm Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev i (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'N' I X -Fa11I ZR IType Ch 3007.267 1423.738 4.714 1428.452 616.15 23.90 8.87 1437.32 .00 6.16 5.80 6.500 .000 .00 1 .0 197.163 .0200 .0171 3.37 4.71 2.00 4.52 .013 .00 .00 PIPE 3204.430 1427.690 4.935 1432.625 616.15 22.79 8.07 1440.69 .00 6.16 5.56 6.500 .000 .00 1 .0 -I- JUNCT STR -I- 0215 -I- -I- -I- -I- -I- .0161 -I- .08 -I- 5.10 -I- 1.82 -I- -I- .013 -I- .00 .00 I- PIPE 3209.090 1427.790 4.947 1432.737 616.15 22.74 8.03 1440.77 .17 6.16 5.54 6.500 .000 .00 1 .0 173.549 .0177 .0154 2.67 5.11 1.81 4.74 .013 .00 .00 PIPE I 3382.639 1430.868 I I 5.145 I 1436.013 I 616.15 21.87 I 7.43 I 1443.44 .15 I I 6.16 5.28 I i 6.500 I .000 .00 I 1 .0 110.853 .0177 .0141 1.56 5.29 1.67 4.74 .013 .00 .00 PIPE 3493.492 1432.834 5.416 1438.251 616.15 20.85 6.75 1445.00 .12 6.16 4.85 6.500 .000 .00 1 .0 -I- 61.217 -I- .0177 -I- -i- -I- -I- -I- .0129 -I- .79 -I- 5.54 -I- 1.49 -I- 4.74 -I- .013 -I- .00 .00 1- PIPE 3554.709 1433.920 5.734 1439.654 616.15 19.88 6.14 1445.79 .10 6.16 4.19 6.500 .000 .00 1 .0 24.791 .0177 .0122 .30 5.83 1.29 4.74 .013 .00 .00 PIPE 3579.500 1434.360 6.155 1440.515 616.15 18.96 5.58 1446.09 6.50 6.16 2.91 6.500 .000 .00 1 .0 JUNCT STR .0156 .0092 .15 6.50 1.00 .013 .00 .00 PIPE 3595.500 1434.610 10.451 1445.061 421.77 12.71 2.51 1447.57 .00 5.46 .00 6.500 .000 .00 1 .0 56.000 .0100 .0065 .36 .00 .00 4.42 .013 .00 .00 PIPE 3651.500 1435.170 10.584 1445.754 421.77 12.71 2.51 1448.26 .00 5.46 .00 6.500 .000 .00 1 .0 JUNCT STR .0086 .0065 .03 10.58 .00 .013 .00 .00 PIPE FILE: walnutf.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:40:29 Highland Ave., Baseline Ave., Juniper Ave. and Citrus Avenue Storm Drain 100 year storm « r** r*, er«* �, tr, t. �*• ttr+ rr* tr+««*., r*** �r•*• t, r+, t«, t«, r*, rt«** rrr• rr*, t*, r+ �, e, t, rt+* r*« �**, r•, r«*«*, tr, rr. rr+, t. • * «r *,e *,t *r + «,r. *rr *,t�,r• « « ++ r * * +�.r* Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh • *x,t *rr,r.l Slope I w *r� * * *r,r l I ,r *w «..,rr l I « «r. *r *r* I� *.. I *.r *+ l e ++. +�,r* SF Avel I ,r+.+. «. *� I. HF SSE «� «r «,rrr l DpthIFroude + *. «w�* NINorm I +. *�r * * «,t l Dp I "N" I ,r+.+.r,r *�« I r *,trrr« I X -Fall t «w. *rr l ZR +rww�• IType Ch I wr,r + *,rt 3656.160 1435.210 10.579 1445.789 421.57 12.70 2.51 1448.30 .00 5.46 .00 6.500 .000 .00 1 .0 1184.440 .0057 .0065 7.66 10.58 .00 5.79 .013 .00 .00 PIPE 4840.600 1442.010 11.437 1453.447 421.57 12.70 2.5 1455.95 .00 5.46 .00 6.500 .000 .00 1 .0 28.370 .0081 .0065 .18 .00 .00 4.79 .013 .00 .00 PIPE 4868.970 1442.240 11.548 1453.788 421.57 12.70 2.51 1456.29 .00 5.46 .00 6.500 .000 .00 1 .0 55.330 .0083 .0065 .36 .00 .00 4.74 .013 .00 .00 PIPE 4924.300 1442.700 11.736 1454.435 421.57 12.70 2.51 1456.94 .00 5.46 .00 6.500 .000 .00 1 .0 JUNCT STR 0448 .0063 .09 .00 .00 .013 .00 .00 PIPE 4938.130 1443.320 11.680 1455.000 333.61 11.80 2.16 1457.16 .00 4.97 .00 6.000 .000 .00 1 .0 25.460 .0083 .0062 .16 .00 .00 4.32 .013 .00 .00 PIPE 4963.590 1443.530 11.756 1455.286 333.61 11.80 2.16 1457.45 .00 4.97 .00 6.000 .000 .00 1 .0 26.480 .0083 .0062 .16 .00 .00 4.31 .013 .00 .00 PIPE 4990.070 1443.750 11.832 1455.582 333.61 11.80 2.16 1457.74 .00 4.97 .00 6.000 .000 .00 1 .0 JUNCT STR 0562 .0050 .05 11.83 .00 .013 .00 .00 PIPE 5000.390 1444.330 12.780 1457.110 204.76 8.62 1.15 1458.26 .00 4.01 .00 5.500 .000 .00 1 .0 1180.850 .0053 .0037 4.39 12.78 .00 3.85 .013 .00 .00 PIPE 6181.240 1450.600 10.900 1461.500 204.76 8.62 1.15 1462.65 .00 4.01 .00 5.500 .000 .00 1 .0 TRANS STR .2184 .0073 .03 10.90 .00 .013 .00 .00 PIPE FILE: walnutf.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:40:29 Highland Ave., Baseline Ave., Juniper Ave. and Citrus Avenue Storm Drain 100 year storm +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) ( Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 6185.910 1451.620 8.820 1460.440 204.76 12.87 2.57 1463.01 .00 4.07 .00 4.500 .000 .00 1 .0 38.090 .0029 .0108 .41 .00 .00 4.50 .013 .00 .00 PIPE 6224.000 1451.730 9.390 1461.120 204.76 12.87 2.57 1463.69 .00 4.07 .00 4.500 .000 .00 1 .0 JUNCT STR 0050 .0107 .02 .00 .00 .013 .00 .00 PIPE 6226.000 1451.740 9.568 1461.308 201.36 12.66 2.49 1463.80 .00 4.05 .00 4.500 .000 .00 1 .0 68.330 .0031 .0105 .72 .00 .00 4.50 .013 .00 .00 PIPE 6294.330 1451.950 10.421 1462.371 201.36 12.66 2.49 1464.86 .00 4.05 .00 4.500 .000 .00 1 .0 JUNCT STR 0025 .0101 .08 .00 .00 .013 .00 .00 PIPE 6302.330 1451.970 10.859 1462.829 193.46 12.16 2.30 1465.13 .00 3.99 .00 4.500 .000 .00 1 .0 25.020 .0028 .0097 .24 .00 .00 4.50 .013 .00 .00 PIPE 6327.350 1452.040 11.225 1463.265 193.46 12.16 2.30 1465.56 .00 3.99 .00 4.500 .000 .00 1 .0 4.670 .0043 .0097 .05 11.22 .00 4.50 .013 .00 .00 PIPE 6332.020 1452.060 11.365 1463.425 193.46 12.16 2.30 1465.72 .00 3.99 .00 4.500 .000 .00 1 .0 67.300 .0209 .0097 .65 11.36 .00 2.72 .013 .00 .00 PIPE 6399.320 1453.470 10.606 1464.076 193.46 12.16 2.30 1466.37 .00 3.99 .00 4.500 .000 .00 1 .0 JUNCT STR .0878 .0093 .07 10.61 .00 .013 .00 .00 PIPE 6406.720 1454.120 11.440 1465.560 135.24 10.76 1.80 1467.36 .00 3.47 .00 4.000 .000 .00 1 .0 340.950 .0210 .0089 3.02 11.44 .00 2.35 .013 .00 .00 PIPE FILE: walnutf.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:40:29 Highland Ave., Baseline Ave., Juniper Ave. and Citrus Avenue Storm Drain 100 year storm +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 6747.670 1461.280 7.302 1468.582 135.24 10.76 1.80 1470.38 .00 3.47 .00 4.000 .000 .00 1 .0 119.830 .0210 .0089 1.06 7.30 .00 2.35 .013 .00 .00 PIPE 6867.500 1463.798 5.936 1469.734 135.24 10.76 1.80 1471.53 .00 3.47 .00 4.000 .000 .00 1 .0 JUNCT STR 0208 .0071 .02 5.94 .00 .013 .00 .00 PIPE 6870.000 1463.850 6.941 1470.792 104.33 8.30 1.07 1471.86 .00 3.09 .00 4.000 .000 .00 1 .0 84.500 .0211 .0053 .45 6.94 .00 2.00 .013 .00 .00 PIPE 6954.500 1465.630 5.607 1471.237 104.33 8.30 1.07 1472.31 .00 3.09 .00 4.000 .000 .00 1 .0 JUNCT STR 0200 .0039 .01 5.61 .00 .013 .00 .00 PIPE 6957.000 1465.680 6.231 1471.911 73.42 5.84 .53 1472.44 .00 2.59 .00 4.000 .000 .00 1 .0 119.480 .0210 .0026 .31 6.23 .00 1.64 .013 .00 .00 PIPE 7076.480 1468.187 4.036 1472.223 73.42 5.84 .53 1472.75 .00 2.59 .00 4.000 .000 .00 1 .0 HYDRAULIC JUMP 7076.480 1468.187 1.594 1469.780 73.42 15.72 3.84 1473.62 .00 2.59 3.92 4.000 .000 .00 1 .0 71.189 .0210 .0241 1.72 1.59 2.54 1.64 .013 .00 .00 PIPE 7147.670 1469.680 1.565 1471.245 73.42 16.11 4.03 1475.28 .00 2.59 3.90 4.000 .000 .00 1 .0 175.928 .0250 .0245 4.32 1.57 2.63 1.56 .013 .00 .00 PIPE 7323.598 1474.078 1.578 1475.656 73.42 15.92 3.94 1479.59 .00 2.59 3.91 4.000 .000 .00 1 .0 128.402 .0250 .0227 2.91 1.58 2.58 1.56 .013 .00 .00 PIPE FILE: walnutf.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 7 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:40:29 Highland Ave., Baseline Ave., Juniper Ave. and Citrus Avenue Storm Drain 100 year storm ..*« �**+#.« s«., e« r�r•* r, e* ���. �*+ r+.. r*««+*.. t*, r+.,+« �• rr•+* �*f.** rr.*+«« �, r�r, rr.. rr *. « « «•..•r... « «,r�t�• * *•r *rr *« «•err• *,r *��t« �r�. *.r. Invert Depth Water Q Vel Vel I Energy I Super ICriticaliFlow ToplHeight/ Base Wt) INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch r*+ �** rrrlrrrrrr* rr �+* rrrrl rrrrrrrlrr* rrrrrrl« �*« rrrlrrrrrrrl�rrrrrr rrrlrrr* �rrrlrrr *rrrrl ����rrrlr * «rrrr :,+ Irrrrr *• 7452.000 1477.288 1.636 1478.924 73.42 15.18 3.58 1482.50 .00 2.59 3.93 4.000 .000 .00 1 .0 JUNCT STR .0227 .0271 .19 1.64 2.41 .013 .00 .00 PIPE 7459.000 1477.447 1.203 1478.650 51.34 16.14 4.05 1482.70 .00 2.15 3.67 4.000 .000 .00 1 .0 21.129 .0251 .0343 .72 1.20 3.06 1.29 .013 .00 .00 PIPE 7480.129 1477.977 1.180 1479.157 51.34 16.57 4.27 1483.42 .00 2.15 3.65 4.000 .000 .00 1 .0 29.747 .0251 .0381 1.13 1.18 3.17 1.29 .013 .00 .00 PIPE 7509.876 1478.723 1.140 1479.863 51.34 17.38 4.69 1484.55 .00 2.15 3.61 4.000 .000 .00 1 .0 23.403 .0251 .0435 1.02 1.14 3.39 1.29 .013 .00 .00 PIPE 7533.280 1479.310 1.102 1480.412 51.34 18.23 5.16 1485.57 .00 2.15 3.57 4.000 .000 .00 1 .0 TRANS STR 2382 .0392 .18 1.10 3.62 .013 .00 .00 PIPE 7537.940 1480.420 1.376 1481.796 51.34 16.23 4.09 1485.89 .54 2.33 2.99 3.000 .000 .00 1 .0 4.985 .0458 .0314 .16 1.92 2.78 1.24 .013 .00 .00 PIPE 7542.925 1480.649 1.387 1482.036 51.34 16.05 4.00 1486.04 .53 2.33 2.99 3.000 .000 .00 1 .0 18.575 .0458 .0291 .54 1.92 2.74 1.24 .013 .00 .00 PIPE 7561.499 1481.500 1.440 1482.940 51.34 15.30 3.64 1486.58 .00 2.33 3.00 3.000 .000 .00 1 .0 8.639 .0522 .0259 .22 1.44 2.55 1.20 .013 .00 .00 PIPE 7570.138 1481.951 1.484 1483.435 51.34 14.73 3.37 1486.80 .00 2.33 3.00 3.000 .000 .00 1 .0 8.604 .0522 .0231 .20 1.48 2.41 1.20 .013 .00 .00 PIPE FILE: walnutt.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 8 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:40:29 Highland Ave., Baseline Ave., Juniper Ave. and Citrus Avenue Storm Drain 100 year storm Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wti INo Wth Station ( Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh ,tr *r *• *r,t I Slope I r�+ *,r * * *• I ,e « *�,r,r,r* I w *.rx *r *,r I ,rar�,e• « *,r I *r,r,rr *« I SF Aver «r�rr ** I HF SSE *rr,r « * *�* I DpthIFroude r•,r * * ** NINorm I *,rr� « *,rr Dp I * * * *� *tt I "N" I ,r,t + *�t* I X -Fall I •tr• * *,r I ZR wr�r� IType Ch I �t,rrr•r 7578.741 1482.400 1.540 1483.940 51.34 14.04 3.06 1487.00 .00 2.33 3.00 3.000 .000 .00 1 .0 6.860 .0522 .0204 .14 1.54 2.24 1.20 .013 .00 .00 PIPE 7585.601 1482.758 1.600 1484.358 51.34 13.39 2.78 1487.14 .00 2.33 2.99 3.000 .000 .00 1 .0 5.581 .0522 .0180 .10 1.60 2.08 1.20 .013 .00 .00 PIPE 7591.182 1483.049 1.662 1484.711 51.34 12.76 2.53 1487.24 .00 2.33 2.98 3.000 .000 .00 1 .0 4.514 .0522 .0159 .07 1.66 1.94 1.20 .013 .00 .00 PIPE 7595.695 1483.284 1.728 1485.013 51.34 12.17 2.30 1487.31 .00 2.33 2.97 3.000 .000 .00 1 .0 3.644 .0522 .0140 .05 1.73 1.80 1.20 .013 .00 .00 PIPE 7599.339 1483.475 1.798 1485.273 51.34 11.60 2.09 1487.36 .00 2.33 2.94 3.000 .000 .00 1 .0 2.918 .0522 .0124 .04 1.80 1.67 1.20 .013 .00 .00 PIPE 7602.257 1483.627 1.872 1485.499 51.34 11.06 1.90 1487.40 .00 2.33 2.91 3.000 .000 .00 1 .0 2.277 .0522 .0110 .03 1.87 1.54 1.20 .013 .00 .00 PIPE 7604.534 1483.746 1.951 1485.697 51.34 10.55 1.73 1487.42 .00 2.33 2.86 3.000 .000 .00 1 .0 1.747 .0522 .0098 .02 1.95 1.43 1.20 .013 .00 .00 PIPE 7606.281 1483.837 2.034 1485.871 51.34 10.06 1.57 1487.44 .00 2.33 2.80 3.000 .000 .00 1 .0 1.191 .0522 .0087 .01 2.03 1.31 1.20 .013 .00 .00 PIPE 7607.472 1483.899 2.125 1486.024 51.34 9.59 1.43 1487.45 .00 2.33 2.73 3.000 .000 .00 1 .0 .739 .0522 .0078 .01 2.13 1.21 1.20 .013 .00 .00 PIPE w w �w rr w w w FILE: walnutf.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 9 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:40:29 Highland Ave., Baseline Ave., Juniper Ave. and Citrus Avenue Storm Drain 100 year storm ***« t., e«.+ r�rxr�, r*, r*** ��, r* �, r***, r* �x, t: �+* �*, e*., trr.*****, r•««, r, t. r.***•*, r * «,t « « +,e�f,r *•,rrr «a « *rrrr� *,r .,r ,r,rr + « +rtrr * *t,r «r * « * *r *� *. ,r * * « * * ** Invert Depth ( Water Q Vel Vel I Energy I Super ICriticalIFlow TopIHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch �* �r�r*** I*, r*• �, r�+, rl, rrr**+• rl, r*«+ x«+, rrlr, r*** �«+* I, r« �r, r�, tl«* ww«, rxlrr*, rr««** I* rrr+ r* I* r, e�rrrrltr, rr,r «,+rl•w *r *rrlrt * * *.wl�,r *rr I� *,rr,ti+ 7608.211 1483.938 2.222 1486.160 51.34 9.14 1.30 1487.46 .00 2.33 2.63 3.000 .000 .00 1 .0 .239 .0522 .0070 .00 2.22 1.10 1.20 .013 .00 .00 PIPE 7608.450 1483.950 2.330 1486.280 51.34 8.71 1.18 1487.46 .00 2.33 2.50 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- GQ � a w a 0 mmm man MM ws T1 Oleander Storm Drain Mainline 0 T2 T3 SO 1000.0001444.520 3 1455.000 R 1013.4101445.510 3 .013 .000 .000 0 R 1014.7701445.610 3 .013 .000 .000 0 R 1054.0601448.520 3 .013 - 51.163 .000 0 R 1089.0801451.110 3 .013 .000 .000 0 JX 1097.9901451.290 3 4 .013 4.760 1451.040 -30.0 .000 R 2535.5301481.230 3 .013 .000 .000 3 JX 2541.6901481.360 3 6 .013 0.010 1481.720 30.0 .000 R 2765.2701486.020 3 .013 .000 .000 3 JX 2771.9401486.660 2 6 .013 33.420 1486.510 30.0 .000 R 3058.2801492.620 2 .013 .000 .000 1 R 3062.9401492.720 2 .013 .000 .000 0 R 3086.8301495.110 2 .013 29.998 .000 0 R 3100.0001496.420 2 .013 .000 .000 0 R 3103.1701496.740 2 .013 .000 .000 0 R 3112.3901498.440 2 .013 .000 .000 0 R 3135.9501502.770 2 .013 - 29.998 .000 0 R 3139.9501503.500 2 .013 .000 .000 0 R 3143.1201504.020 2 .013 .000 .000 0 SH 3143.1201504.020 2 1504.020 CD 1 4 1 .000 4.000 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 3.000 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 3.000 .000 .000 .000 .00 CD 6 4 1 .000 2.000 .000 .000 .000 .00 CD 7 4 1 .000 2.000 .000 .000 .000 .00 Q 49.120 .0 FILE: oleader.WSW W S P G W - EDIT LISTING - Version 14.03 Date: 3 -30 -2005 Time: 2:57: 8 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD 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) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 4.000 CD 2 4 1 2.500 CD 3 4 1 3.000 CD 4 4 1 2.000 CD 5 4 1 3.000 CD 6 4 1 2.000 CD 7 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - oleander Storm Drain Mainline HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 1444.520 3 1455.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1013.410 1445.510 3 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1014.770 1445.610 3 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1054.060 1448.520 3 .013 44.000 - 51.163 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1089.080 1451.110 3 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1097.990 1451.290 3 4 0 .013 4.760 .000 1451.040 .000 - 30.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2535.530 1481.230 3 .013 .000 .000 .000 3 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2541.690 1481.360 3 6 0 .013 .010 .000 1481.720 .000 30.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H r no mm man 2765.270 1486.020 3 .013 .000 .000 .000 3 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2771.940 1486.660 2 6 0 .013 33.420 .000 1486.510 .000 30.000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3058.280 1492.620 2 .013 .000 .000 .000 1 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3062.940 1492.720 2 .013 .000 .000 .000 0 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3086.830 1495.110 2 .013 45.630 29.998 .000 0 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3100.000 1496.420 2 .013 .000 .000 .000 0 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3103.170 1496.740 2 .013 .000 .000 .000 0 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3112.390 1498.440 2 .013 .000 .000 .000 0 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3135.950 1502.770 2 .013 44.999 - 29.998 .000 0 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3139.950 1503.500 2 .013 .000 .000 .000 0 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3143.120 1504.020 2 .013 .000 .000 .000 0 ELEMENT NO 20 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 3143.120 1504.020 2 1504.020 FILE: oleader.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:57:16 Oleander Storm Drain Mainline +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I EleV (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Aver HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1000.000 1444.520 10.480 1455.000 87.31 12.35 2.37 1457.37 .00 2.83 .00 3.000 .000 .00 1 .0 13.410 .0738 .0171 .23 10.48 .00 1.47 .013 .00 .00 PIPE 1013.410 1445.510 9.720 1455.230 87.31 12.35 2.37 1457.60 .00 2.83 .00 3.000 .000 .00 1 .0 1.360 .0735 .0171 .02 9.72 .00 1.47 .013 .00 .00 PIPE 1014.770 1445.610 9.643 1455.253 87.31 12.35 2.37 1457.62 .00 2.83 .00 3.000 .000 .00 1 .0 39.290 .0741 .0171 .67 .00 .00 1.47 .013 .00 .00 PIPE 1054.060 1448.520 7.764 1456.284 87.31 12.35 2.37 1458.65 .00 2.83 .00 3.000 .000 .00 1 .0 35.020 .0740 .0171 .60 7.76 .00 1.47 .013 .00 .00 PIPE 1089.080 1451.110 5.774 1456.884 87.31 12.35 2.37 1459.25 .00 2.83 .00 3.000 .000 .00 1 .0 JUNCT STR 0202 .0162 .14 5.77 .00 .013 .00 .00 PIPE 1097.990 1451.290 6.213 1457.503 82.55 11.68 2.12 1459.62 .00 2.79 .00 3.000 .000 .00 1 .0 505.589 .0208 .0153 7.74 6.21 .00 2.14 .013 .00 .00 PIPE 1603.578 1461.820 3.537 1465.357 82.55 11.68 2.12 1467.47 .00 2.79 .00 3.000 .000 .00 1 .0 HYDRAULIC JUMP 1603.578 1461.820 2.139 1463.959 82.55 15.31 3.64 1467.60 .00 2.79 2.71 3.000 .000 .00 1 .0 716.287 .0208 .0208 14.92 2.14 1.91 2.14 .013 .00 .00 PIPE 2319.865 1476.738 2.139 1478.878 82.55 15.31 3.64 1482.52 .00 2.79 2.71 3.000 .000 .00 1 .0 215.665 .0208 .0205 4.42 2.14 1.91 2.14 .013 .00 .00 PIPE FILE: oleader.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:57:16 Oleander Storm Drain Mainline +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 2535.530 1481.230 2.167 1483.397 82.55 15.10 3.54 1486.94 .00 2.79 2.69 3.000 .000 .00 1 .0 JUNCT STR 0211 .0201 .12 2.17 1.87 .013 .00 .00 PIPE 2541.690 1481.360 2.169 1483.529 82.54 15.08 3.53 1487.06 .00 2.79 2.69 3.000 .000 .00 1 .0 109.539 .0208 .0194 2.12 2.17 1.86 2.14 .013 .00 .00 PIPE 2651.229 1483.643 2.241 1485.884 82.54 14.57 3.30 1489.18 .00 2.79 2.61 3.000 .000 .00 1 .0 59.828 .0208 .0177 1.06 2.24 1.74 2.14 .013 .00 .00 PIPE 2711.057 1484.890 2.350 1487.240 82.54 13.89 3.00 1490.24 .00 2.79 2.47 3.000 .000 .00 1 .0 30.946 .0208 .0159 .49 2.35 1.58 2.14 .013 .00 .00 PIPE 2742.003 1485.535 2.471 1488.006 82.54 13.25 2.73 1490.73 .00 2.79 2.29 3.000 .000 .00 1 .0 16.825 .0208 .0146 .24 2.47 1.41 2.14 .013 .00 .00 PIPE 2758.828 1485.886 2.613 1488.499 82.54 12.63 2.48 1490.98 .00 2.79 2.01 3.000 .000 .00 1 .0 6.442 .0208 .0136 .09 2.61 1.23 2.14 .013 .00 .00 PIPE 2765.270 1486.020 2.793 1488.813 82.54 12.04 2.25 1491.06 .00 2.79 1.52 3.000 .000 .00 1 .0 JUNCT STR .0960 .0138 .09 2.79 1.00 .013 .00 .00 PIPE 2771.940 1486.660 3.271 1489.931 49.12 10.01 1.55 1491.49 .00 2.29 .00 2.500 .000 .00 1 .0 33.541 .0208 .0143 .48 3.27 .00 1.74 .013 .00 .00 PIPE 2805.481 1487.358 3.064 1490.422 49.12 10.01 1.55 1491.98 .00 2.29 .00 2.500 .000 .00 1 .0 HYDRAULIC JUMP FILE: oleader.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:57:16 Oleander Storm Drain Mainline +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem - I Ch I Slope I I -� SF A ve l I HF ISE DpthlFroude NlNorm Dp I "N" I X -Fa11I ZR IType Ch 2805.481 I I 1487.358 1.657 I I 1489.016 I 49.12 14.22 I 3.14 I 1492.15 .00 I 2.29 I 2.36 I I 2.500 I .000 .00 I 1 .0 30.920 .0208 .0241 .75 1.66 2.07 1.74 .013 .00 .00 I_ PIPE 2836.402 I I 1488.002 1.635 I I 1489.637 I 49.12 14.43 I 3.23 I 1492.87 .00 I 2.29 I 2.38 I I 2.500 I .000 .00 I 1 .0 48.283 .0208 .0261 1.26 1.64 2.13 1.74 .013 .00 .00 I_ PIPE 2884.684 I I 1489.007 1.569 I I 1490.576 I 49.12 15.14 I 3.56 I 1494.13 .00 I 2.29 I 2.42 I 2.500 I I .000 .00 I 1 .0 -I- 33.870 -I- .0208 -I- -I- -I- -I- -I- .0295 -I- 1.00 -I- 1.57 -I- 2.30 -I- 1.74 -I- .013 -i- .00 .00 1- PIPE 2918.554 I 1489.712 I 1.507 I 1491.219 I I 49.12 15.88 3.91 I i 1495.13 .00 I 2.29 i 2.45 I 2.500 I I .000 .00 I 1 .0 26.661 .0208 .0333 .89 1.51 2.49 1.74 .013 .00 .00 I_ PIPE 2945.215 I 1490.267 I 1.449 I 1491.716 I I 49.12 16.65 I 4.31 I 1496.02 .00 I 2.29 I 2.47 I 2.500 i I .000 .00 I 1 .0 22.193 .0208 .0377 .84 1.45 2.68 1.74 .013 .00 .00 I_ PIPE 2967.408 I 1490.729 I 1.393 I 1492.122 I I 49.12 17.46 4.74 I I 1496.86 .00 I 2.29 i 2.48 I 2.500 I I .000 .00 I 1 .0 19.273 .0208 .0427 .82 1.39 2.89 1.74 .013 .00 .00 I_ PIPE 2986.682 I 1491.130 I 1.341 I 1492.471 I i 49.12 18.32 5.21 I I 1497.68 .00 i 2.29 I 2.49 I 2.500 I I .000 .00 I 1 .0 17.069 .0208 .0484 .83 1.34 3.11 1.74 .013 .00 .00 I_ PIPE 3003.750 I 1491.485 I 1.291 I 1492.776 I I 49.12 19.21 5.73 I I 1498.51 .00 I 2.29 I 2.50 I 2.500 I I .000 .00 I 1 .0 15.395 .0208 .0549 .85 1.29 3.35 1.74 .013 .00 .00 I_ PIPE 3019.145 I 1491.805 I 1.243 I 1493.048 I I 49.12 20.15 6.30 I I 1499.35 .00 I 2.29 I 2.50 I 2.500 I I .000 .00 I 1 .0 14.086 .0208 .0624 .88 1.24 3.60 1.74 .013 .00 .00 I_ PIPE FILE: oleader.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:57:16 Oleander Storm Drain Mainline +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert I Depth Water Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fa11I ZR IType Ch 3033.231 1492.099 1.198 1493.297 49.12 21.13 6.93 1500.23 .00 2.29 2.50 2.500 .000 .00 1 .0 12.973 .0208 .0709 .92 1.20 3.86 1.74 .013 .00 .00 PIPE I 3046.204 I 1492.369 1.154 I I 1493.523 I 49.12 22.16 I 7.63 I 1501.15 .00 I I 2.29 2.49 I 2.500 I I .000 .00 I 1 .0 12.076 .0208 .0806 .97 1.15 4.14 1.74 .013 .00 .00 PIPE 3058.280 1492.620 1.113 1493.733 49.12 23.24 8.39 1502.12 .00 2.29 2.48 2.500 .000 .00 1 .0 4.660 .0215 .0881 .41 1.11 4.44 1.72 .013 .00 .00 PIPE 3062.940 1492.720 1.097 1493.817 49.12 23.70 8.72 1502.54 .95 2.29 2.48 2.500 .000 .00 1 .0 23.890 .1000 .0883 2.11 2.05 4.57 1.07 .013 .00 .00 PIPE 3086.830 1495.110 1.112 1496.222 49.12 23.29 8.42 1504.65 .00 2.29 2.48 2.500 .000 .00 1 .0 13.170 .0995 .0849 1.12 1.11 4.46 1.07 .013 .00 .00 PIPE 3100.000 1496.420 1.122 1497.542 49.12 23.01 8.22 1505.77 .00 2.29 2.49 2.500 .000 .00 1 .0 3.170 .1009 .0831 .26 1.12 4.38 1.06 .013 .00 .00 PIPE 3103.170 1496.740 1.125 1497.865 49.12 22.93 8.17 1506.03 .00 2.29 2.49 2.500 .000 .00 1 .0 3.229 .1844 .0803 .26 1.12 4.36 .90 .013 .00 .00 PIPE 3106.398 1497.335 1.144 1498.479 49.12 22.42 7.81 1506.29 .00 2.29 2.49 2.500 .000 .00 1 .0 5.991 .1844 .0731 .44 1.14 4.21 .90 .013 .00 .00 PIPE 3112.390 1498.440 1.187 1499.627 49.12 21.38 7.10 1506.72 .79 2.29 2.50 2.500 .000 .00 1 .0 -I- 2.047 -I- .1838 -I- -I- -I- -i- -I- .0667 -i- .14 -I- 1.97 -I- 3.93 -I- .90 -I- .013 -I- .00 .00 1- PIPE M on mpg on W11 on on on FILE: oleader.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:57:16 Oleander Storm Drain Mainline +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel ( Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 3114.437 1498.816 1.204 1500.020 49.12 20.98 6.83 1506.85 .76 2.29 2.50 2.500 .000 .00 1 .0 4.691 .1838 .0612 .29 1.96 3.82 .90 .013 .00 .00 PIPE 3119.129 1499.678 1.250 1500.929 49.12 20.00 6.21 1507.14 .69 2.29 2.50 2.500 .000 .00 1 .0 3.978 .1838 .0539 .21 1.94 3.56 .90 .013 .00 .00 PIPE 3123.107 1500.410 1.298 1501.708 49.12 19.07 5.65 1507.36 .63 2.29 2.50 2.500 .000 .00 1 .0 3.400 .1838 .0475 .16 1.93 3.31 .90 .013 .00 .00 PIPE 3126.507 1501.034 1.348 1502.383 49.12 18.18 5.13 1507.52 .57 2.29 2.49 2.500 .000 .00 1 .0 2.916 .1838 .0419 .12 1.92 3.08 .90 .013 .00 .00 PIPE 3129.422 1501.570 1.401 1502.971 49.12 17.34 4.67 1507.64 .51 2.29 2.48 2.500 .000 .00 1 .0 2.509 .1838 .0370 .09 1.92 2.86 .90 .013 .00 .00 PIPE 3131.931 1502.031 1.457 1503.489 49.12 16.53 4.24 1507.73 .47 2.29 2.47 2.500 .000 .00 1 .0 2.163 .1838 .0327 .07 1.92 2.65 .90 .013 .00 .00 PIPE 3134.094 1502.429 1.516 1503.945 49.12 15.76 3.86 1507.80 .42 2.29 2.44 2.500 .000 .00 1 .0 1.856 .1838 .0290 .05 1.93 2.46 .90 .013 .00 .00 PIPE 3135.950 1502.770 1.579 1504.349 49.12 15.03 3.51 1507.86 .00 2.29 2.41 2.500 .000 .00 1 .0 1.438 .1825 .0258 .04 1.58 2.27 .91 .013 .00 .00 PIPE 3137.387 1503.032 1.638 1504.670 49.12 14.40 3.22 1507.89 .00 2.29 2.38 2.500 .000 .00 1 .0 1.392 .1825 .0231 .03 1.64 2.12 .91 .013 .00 .00 PIPE NMI www"Iml mom "Im"M no No ow no FILE: oleader.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 2:57:16 Oleander Storm Drain Mainline +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 3138.779 1503.286 1.709 1504.995 49.12 13.73 2.93 1507.92 .00 2.29 2.33 2.500 .000 .00 1 .0 1.171 .1825 .0206 .02 1.71 1.95 .91 .013 .00 .00 PIPE 3139.950 1503.500 1.786 1505.286 49.12 13.09 2.66 1507.95 .00 2.29 2.26 2.500 .000 .00 1 .0 .846 .1640 .0186 .02 1.79 1.79 .93 .013 .00 .00 PIPE 3140.796 1503.639 1.847 1505.486 49.12 12.63 2.48 1507.96 .00 2.29 2.20 2.500 .000 .00 1 .0 .926 .1640 .0169 .02 1.85 1.67 .93 .013 .00 .00 PIPE 3141.721 1503.791 1.936 1505.727 49.12 12.04 2.25 1507.98 .00 2.29 2.09 2.500 .000 .00 1 .0 .717 .1640 .0153 .01 1.94 1.52 .93 .013 .00 .00 PIPE 3142.438 1503.908 2.034 1505.942 49.12 11.48 2.05 1507.99 .00 2.29 1.95 2.500 .000 .00 1 .0 .487 .1640 .0139 .01 2.03 1.36 .93 .013 .00 .00 PIPE 3142.925 1503.988 2.147 1506.135 49.12 10.95 1.86 1508.00 .00 2.29 1.74 2.500 .000 .00 1 .0 .195 .1640 .0129 .00 2.15 1.20 .93 .013 .00 .00 PIPE 3143.120 -I- 1504.020 -I- 2.288 -I- 1506.308 -I- 49.12 -I- 10.43 -I- 1.69 -I- 1508.00 -I- .00 -I- 2.29 -I- 1.39 -I- 2.500 -I- .000 -I- .00 1 .0 I- r LJ "Fox Ali- I C� CC3 T1 Walnut Avenue Story T2 Lateral Avenue A -1 T3 SO 1000.0001443.830 R 1009.3201445.720 R 1029.6201447.750 WE 1029.6201447.750 SH 1029.6201447.750 CD 1 4 1 .000 CD 2 2 0 .000 Q 126.000 n Drain 1 1 1 2 1 4.000 8.000 .0 1457.110 .013 .013 .400 1447.750 .000 .000 .000 .00 14.000 .000 .000 .00 0 w w w w w w w 1 FILE: wallatal.WSW W S P G W - EDIT LISTING - Version 14.03 Date: 3 -30 -2005 Time: 3: 9:47 WATER SURFACE PROFILE.- CHANNEL DEFINITION LISTING PAGE 1 CARD 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) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 4.000 CD 2 2 0 .000 8.000 14.000 .00 WS PGW PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Walnut Avenue Storm Drain HEADING LINE NO 2 IS - Lateral Avenue A -1 HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 1443.830 1 1457.110 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1009.320 1445.720 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1029.620 1447.750 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1029.620 1447.750 2 .400 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1029.620 1447.750 1 1447.750 FILE: wallatal.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 3: 9:53 Walnut Avenue Storm Drain Lateral Avenue A -1 *, t�*++ r*.+ ra*** rr, r, rr***«+«, tt****** w, r+, rr ,r * +�• + * *,et + * * *� *,r,r * *rr� * *,s ,r , r *,rr•rwrx * «,rw,r,ea *,err,r,rr* *,rte *r��� *r *,t ,t *r *,t * * +,tr,t,r *,er *s *�� * *� *rte• Invert Depth Water Q Vel Vel I Energy I Super ICriticaljFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev ( Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh_Slope I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch «** rrrr��I•*, r*****+ I*, rr** �*. I««, r* r+ r*r. l.*«+. �*+ s�, rr***:* Ir, rr« �* rl** �* r**** Ir* ��r** I* r��*«t rl* wr* + * *+I� *,r * * *,rl,r * * *r,r�l,rt *rt I,r «,t. *�,r 1000.000 1443.830 13.280 1457.110 126.00 10.03 1.56 1458.67 .00 3.37 .00 4.000 .000 .00 1 .0 9.320 .2028 .0077 .07 13.28 .00 1.20 .013 .00 .00 PIPE 1009.320 1445.720 11.462 1457.182 126.00 10.03 1.56 1458.74 .00 3.37 .00 4.000 .000 .00 1 .0 20.300 .1000 .0077 .16 11.46 .00 1.44 .013 .00 .00 PIPE 1029.620 1447.750 9.588 1457.338 126.00 10.03 1.56 1458.90 .00 3.37 .00 4.000 .000 .00 1 .0 WALL ENTRANCE 1029.620 1447.750 11.761 1459.511 126.00 .77 .01 1459.52 .00 1.36 14.00 8.000 14.000 .00 0 .0 T1 Walnut Avenue Storm Drain T2 Lateral A -2 T3 SO 1000.0001451.980 1 R 1004.5901453.030 1 R 1006.0201453.040 1 R 1023.6901453.210 1 R 1079.5601453.760 1 R 1086.2901453.830 1 JX 1090.9201453.870 3 2 R 1114.9101455.070 3 R 1119.6101455.310 3 WE 1119.6101455.310 4 SH 1119.6101455.310 4 CD 1 4 1 .000 2.000 CD 2 4 1 .000 2.000 CD 3 4 1 .000 2.000 CD 4 4 1 .000 2.000 Q 2.100 .0 0 1461.308 .013 .000 .000 0 .013 .000 .000 0 .013 - 44.996 .000 0 .013 .000 .000 0 .013 -8.569 .000 0 .013 2.100 1453.850 55.0 -5.895 .013 - 30.545 .000 0 .013 .000 .000 0 .400 1455.310 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 FILE: wallata2.WSW W S P G W - EDIT LISTING - Version 14.03 Date: 3 -30 -2005 Time: 3:15: 4 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD 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(S) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 2.000 CD 3 4 1 2.000 CD 4 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Walnut Avenue Storm Drain HEADING LINE NO 2 IS - Lateral A -2 HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 1451.980 1 1461.308 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1004.590 1453.030 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1006.020 1453.040 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1023.690 1453.210 1 .013 22.500 - 44.996 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1079.560 1453.760 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1086.290 1453.830 1 .013 44.999 -8.569 .000 0 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1090.920 1453.870 3 2 0 .013 2.100 .000 1453.850 .000 55.000 .000 RADIUS ANGLE 45.001 -5.895 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1114.910 1455.070 3 .013 45.000 - 30.545 .000 0 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1119.610 1455.310 3 .013 .000 .000 .000 0 ELEMENT NO 10 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1119.610 1455.310 4 .400 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1119.610 1455.310 4 1455.310 FILE: wallata2.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 3:15: 9 Walnut Avenue Storm Drain Lateral A -2 Invert Depth Water Q Vel Vel I Energy I Super iCriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTjor I.D.1 ZL jPrs /Pip L /Elem lCh Slope I I I I SF Aver HF JSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1000.000 1451.980 9.328 1461.308 4.20 1.34 .03 1461.34 .00 .72 .00 2.000 .000 .00 1 .0 4.590 .2288 .0003 .00 9.33 .00 .27 .013 .00 .00 PIPE 1004.590 1453.030 8.280 1461.310 4.20 1.34 .03 1461.34 .00 .72 .00 2.000 .000 .00 1 .0 1.430 .0070 .0003 .00 8.28 .00 .64 .013 .00 .00 PIPE 1006.020 1453.040 8.270 1461.310 4.20 1.34 .03 1461.34 .00 .72 .00 2.000 .000 .00 1 .0 17.670 .0096 .0003 .01 .00 .00 .59 .013 .00 .00 PIPE 1023.690 1453.210 8.110 1461.320 4.20 1.34 .03 1461.35 .00 .72 .00 2.000 .000 .00 1 .0 55.870 .0098 .0003 .02 8.11 .00 .59 .013 .00 .00 PIPE 1079.560 1453.760 7.579 1461.339 4.20 1.34 .03 1461.37 .00 .72 .00 2.000 .000 .00 1 .0 6.730 .0104 .0003 .00 .00 .00 .58 .013 .00 .00 PIPE 1086.290 1453.830 7.513 1461.343 4.20 1.34 .03 1461.37 .00 .72 .00 2.000 .000 .00 1 .0 JUNCT STR 0086 .0002 .00 .00 .00 .013 .00 .00 PIPE 1090.920 1453.870 7.508 1461.378 2.10 .67 .01 1461.39 .00 .50 .00 2.000 .000 .00 1 .0 23.990 .0500 .0001 .00 .00 .00 .28 .013 .00 .00 PIPE 1114.910 1455.070 6.311 1461.381 2.10 .67 .01 1461.39 .00 .50 .00 2.000 .000 .00 1 .0 4.700 .0511 .0001 .00 6.31 .00 .28 .013 .00 .00 PIPE WALL ENTRANCE FILE: wallata2.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 3:15: 9 Walnut Avenue Storm Drain Lateral A -2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert ( Depth Water Q Vel Vel I Energy I Super ICriticalIFlow TopIHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1119.610 1455.310 6.071 1461.381 2.10 .67 .01 1461.39 .00 .50 .00 2.000 .000 .00 0 .0 T1 Walnut Avenue Storm Drain T2 Lateral A -3 T3 SO 1000.0001453.840 1 R 1002.0801453.850 1 .013 R 1048.3901453.990 1 .013 WE 1048.3901453.990 2 .500 SH 1048.3901453.990 2 CD 1 4 1 .000 2.000 CD 2 4 1 .000 2.000 Q 2.100 .0 R 1461.378 1453.990 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 0 .000 .000 0 FILE: wallata3.WSW W S P G W - EDIT LISTING - Version 14.03 Date: 3 -30 -2005 Time: 3:18:52 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD 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) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Walnut Avenue Storm Drain HEADING LINE NO 2 IS - Lateral A -3 HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 1453.840 1 1461.378 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1002.080 1453.850 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1048.390 1453.990 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1048.390 1453.990 2 .500 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1048.390 1453.990 2 1453.990 FILE: wallata3.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 3:18:57 Walnut Avenue Storm Drain Lateral A -3 Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow TOpIHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch **•. rwr** I* r• r+. r* �« I*****, r, r. l«*►* r#. x. �r, r*+*«•** I.*, r* rr, rl* �**, r* wl*** r««+** Ir«*, r• r* I*** w* �** I** r* �, rr «Irrrr « *�I,r *,r,+w *rl,r,rr,r* I� *r *,r *« 1000.000 1453.840 7.538 1461.378 2.10 .67 .01 1461.39 .00 .50 .00, 2.000 .000 .00 1 .0 2.080 .0048 .0001 .00 7.54 .00 .49 .013 .00 .00 PIPE 1002.080 1453.850 7.528 1461.378 2.10 .67 .01 1461.39 .00 .50 .00 2.000 .000 .00 1 .0 46.310 .0030 .0001 .00 7.53 .00 .56 .013 .00 .00 PIPE WALL ENTRANCE 1048.390 1453.990 7.392 1461.382 2.10 .67 .01 1461.39 .00 .50 .00 2.000 .000 .00 0 .0 w� w w ® �■r �w � � �■r ® e w �w ww w .w w� �w wr � T1 Walnut Avenue Storm Drain 0 T2 Lateral A -4 T3 SO 1000.0001452.220 1 1462.829 R 1004.2201453.430 1 .013 .000 .000 0 R 1023.4401454.390 1 .013 .000 .00.0 0 WE 1023.4401454.390 2 .400 SH 1023.4401454.390 2 1454.390 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 9.500 14.000 .000 .000 .00 Q 4.620 .0 ®r■ s M IM w FILE: wallata4.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 3:22:43 Walnut Avenue Storm Drain Lateral A -4 ..* ��**.** �** r, r*** r.* ��.*******+* r« �r�**• t, rr�**., r�«****, r+• r+ r, r.* �+. r« r*.*, rr***.* rr** r•* r, e*, �r * * «t• * *. *rt���.•�• *r *r « :•,r• «rx *.,r *.•rr Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow TopIHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I SF Aver HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch +., r**, t*«*, rl** �r*« w* rl�, rr.+.««, rl�* r****«+ I* r**« wr** I« rr«*, e« I. r*+*., rl, r. ww* �r�* I«* r, r** �I** �*«:* rlr * « * * *rrlr «� *�r «I *r * «+.r,rl *► *r« I *r,r *rx* 1000.000 1452.220 10.609 1462.829 4.62 1.47 .03 1462.86 .00 .76 .00 2.000 .000 .00 1 .0 4.220 .2868 .0004 .00 10.61 .00 .27 .013 .00 .00 PIPE 1004.220 1453.430 9.401 1462.831 4.62 1.47 .03 1462.86 .00 .76 .00 2.000 .000 .00 1 .0 19.220 .0499 .0004 .01 9.40 .00 .41 .013 .00 .00 PIPE 1023.440 1454.390 8.449 1462.839 4.62 1.47 .03 1462.87 .00 .76 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1023.440 1454.390 8.496 1462.886 4.62 .04 .00 1462.89 .00 .15 14.00 9.500 14.000 .00 0 .0 w ® M r7l = T1 Walnut Avenue Storm Drain T2 Lateral A -5 T3 SO 1000.0001452.190 1 R 1005.5301453.470 1 R 1020.3901454.210 1 WE 1020.3901454.210 2 SH 1020.3901454.210 2 CD 1 4 1 .000 2.000 CD 2 2 0 .000 9.600 Q 4.620 .0 1462.829 .013 .013 .400 1454.210 .000 .000 .000 .00 14.000 .000 .000 .00 000 000 0 .000 0 .000 0 N FILE: wallata5.WSW W S P G W - EDIT LISTING - Version 14.03 Date: 3 -30 -2005 Time: 3:24:25 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD 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) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 9.600 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Walnut Avenue Storm Drain HEADING LINE NO 2 IS - Lateral A -5 HEADING LINE NO 3 IS - WS PGW PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 1452.190 1 1462.829 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1005.530 1453.470 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1020.390 1454.210 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1020.390 1454.210 2 .400 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1020.390 1454.210 2 1454.210 FILE: wallata5.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 3:24:31 Walnut Avenue Storm Drain Lateral A -5 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICritical[Flow ToplHeight/ Base WtI ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1000.000 1452.190 10.639 1462.829 4.62 1.47 .03 1462.86 .00 .76 .00 2.000 .000 .00 1 .0 5.530 .2315 .0004 .00 10.64 .00 .28 .013 .00 .00 PIPE 1005.530 1453.470 9.361 1462.831 4.62 1.47 .03 1462.86 .00 .76 .00 2.000 .000 .00 1 .0 14.860 .0498 .0004 .01 9.36 .00 .41 .013 .00 .00 PIPE 1020.390 1454.210 8.628 1462.838 4.62 1.47 .03 1462.87 .00 .76 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1020.390 1454.210 8.675 1462.885 4.62 .04 .00 1462.88 .00 .15 14.00 9.600 14.000 .00 0 .0 �■s 1 T1 Walnut Avenue Storm Drain T2 Lateral A -6 T3 SO 1000.0001453.800 1 R 1007.1001454.610 1 .013 R 1020.7901455.640 1 .013 R 1056.2101458.300 3 .013 SH 1056.2101458.300 1 CD 1 4 1 .000 2.500 CD 3 4 1 .000 2.500 Q 60.160 .0 1465.560 .000 .000 45.098 0 1458.300 .000 .000 .000 .00 .000 .000 .000 .00 .000 0 .000 0 .000 0 m man m m m mom it m man FILE: wallata6.WSW W S P G W - EDIT LISTING - Version 14.03 Date: 3 -30 -2005 Time: 3:30: 5 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD 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) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 3 4 1 2.500 WS PGW PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Walnut Avenue Storm Drain HEADING LINE NO 2 IS - Lateral A -6 HEADING LINE NO 3 IS - W S PGW PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 1453.800 1 1465.560 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1007.100 1454.610 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1020.790 1455.640 1 .013 .000 .000 .000 0 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1056.210 1458.300 3 .013 45.000 45.098 .000 0 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1056.210 1458.300 1 1458.300 FILE: wallata6.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 3:30:12 Walnut Avenue Storm Drain Lateral A -6 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow TopIHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType, Ch 1000.000 1453.800 11.760 1465.560 60.16 12.26 2.33 1467.89 .00 2.39 .00 2.500 .000 .00 1 .0 7.100 .1141 .0215 .15 11.76 .00 1.15 .013 .00 .00 PIPE 1007.100 1454.610 11.103 1465.713 60.16 12.26 2.33 1468.05 .00 2.39 .00 2.500 .000 .00 1 .0 13.690 .0752 .0215 .29 11.10 .00 1.30 .013 .00 .00 PIPE 1020.790 1455.640 10.367 1466.007 60.16 12.26 2.33 1468.34 .00 2.39 .00 2.500 .000 .00 1 .0 35.420 .0751 .0215 .76 .00 .00 1.30 .013 .00 .00 PIPE 1056.210 1458.300 8.799 1467.099 60.16 12.26 2.33 1469.43 .00 2.39 .00 2.500 .000 .00 1 .0 T1 Walnut Avenue Store T2 Lateral A -7 T3 SO 1000.0001463.810 R 1008.1201464.970 R 1025.0001465.810 SH 1025.0001465.810 CD 1 4 1 .000 Q 23.725 n Drain 1 1 .013 1 .013 1 2.500 .0 0 1470.792 1465.810 000 .000 .000 .00 000 .000 0 000 .00.0 0 FILE: wallata7.WSW W S P G W - EDIT LISTING - Version 14.03 Date: 3 -30 -2005 Time: 3:34: 6 W S P G W 1470.792 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD 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) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP INVERT CD 1 4 1 2.500 1000.000 1463.810 1 W S P G W PAGE NO 1 2 IS A REACH W S ELEV WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - INVERT SECT N Walnut Avenue Storm Drain 1464.970 HEADING LINE NO 2 IS - ELEMENT NO 3 IS A REACH Lateral A -7 HEADING LINE NO 3 IS - SECT N PAGE NO 2 W S ELEV W S P G W 1470.792 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET ANGLE ANG PT MAN H .000 U/S DATA STATION INVERT SECT RADIUS ANGLE 1000.000 1463.810 1 .000 ELEMENT NO 2 IS A REACH W S ELEV U/S DATA STATION INVERT SECT N 1008.120 1464.970 1 .013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 1025.000 1465.810 1 .013 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1025.000 1465.810 1 PAGE NO 2 W S ELEV 1470.792 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 0 W S ELEV 1465.810 M Mw @w ftw FILE: wallata7.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -30 -2005 Time: 3:34:13 Walnut Avenue Storm Drain Lateral A -7 t++ t**** r* r* rt��r, r«* r*** r* ra« r��r******** r, r, r�***, r, r* �, r�**** t, t+ r* r, r, rw���+ �rrr, r, rr,+* r, r, r*.**, r+** ��: ��r, r * * *r�,e *�,r,rrrrr,e,► *rnr * «r,r• ,e ,r ,r « *�t,e Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch « r**** r�xl* r, r., r•*** I.*+ r..«* I* �+, r, r, r* �, rlr, r.+* e,+t rl* �, �r* �* I�r. w*** I�** r**«, r, el, r.« r**. Ir*** wr* �I* xr•.. * *I� *,r * *• *I *r *ww *sl «w *,er I� * *� «w« 1000.000 1463.810 6.982 1470.792 23.73 4.83 .36 1471.15 .00 1.66 .00 2.500 .000 .00 1 .0 8.120 .1428 .0033 .03 6.98 .00 .66 .013 .00 .00 PIPE 1008.120 1464.970 5.849 1470.819 23.73 4.83 .36 1471.18 .00 1.66 .00 2.500 .000 .00 1 .0 16.880 .0498 .0033 .06 5.85 .00 .87 .013 .00 .00 PIPE 1025.000 1465.810 5.066 1470.876 23.73 4.83 .36 1471.24 .00 1.66 .00 2.500 .000 .00 1 .0 T1 Walnut Avenue Storm Drain T2 Lateral A -8 T3 SO 1000.0001465.660 1 R 1008.1201466.820 1 .013 R 1025.0001467.660 1 .013 SH 1025.0001467.660 1 CD 1 4 1 .000 2.000 Q 23.725 .0 0 1471.911 1467.660 .000 .000 .000 .00 .000 .000 0 .000 .000 0 now �t rr M M FILE: wallatal2.WSW W S P G W - EDIT LISTING - Version 14.03 Date: 3 -31 -2005 Time: 8:19:54 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD 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) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 WS PGW PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Walnut Avenue Storm Drain HEADING LINE NO 2 IS - Lateral A -8 HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 1465.660 1 1471.911 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1008.120 1466.820 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1025.000 1467.660 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1025.000 1467.660 1 1467.660 FILE: wallatal2.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -31 -2005 Time: 8:20: 2 Walnut Avenue Storm Drain Lateral A -8 Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow TopIHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 EleV I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR (Type Ch 1000.000 1465.660 6.251 1471.911 23.73 7.55 .89 1472.80 .00 1.73 .00 2.000 .000 .00 1 .0 8.120 .1428 .0110 .09 6.25 .00 .72 .013 .00 .00 PIPE 1008.120 1466.820 5.180 1472.000 23.73 7.55 .89 1472.89 .00 1.73 .00 2.000 .000 .00 1 .0 16.880 .0498 .0110 .19 5.18 .00 .96 .013 .00 .00 PIPE 1025.000 1467.660 4.526 1472.186 23.73 7.55 .89 1473.07 .00 1.73 .00 2.000 .000 .00 1 .0 so on M T1 Walnut Avenue Strom Drain T2 Lateral A -9 T3 SO 1000.0001478.520 1 R 1008.1201479.680 1 .013 R 1060.0001482.270 1 .013 WE 1060.0001482.270 2 .400 SH 1060.0001482.270 2 CD 1 4 1 .000 2.000 CD 2 4 1 .000 36.000 Q 51.010 .0 9 1478.924 1482.270 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 0 .000 .000 0 mom FILE: wallata9.WSW W S P G W - EDIT LISTING - Version 14.03 Date: 3 -31 -2005 Time: 8:23:44 1478.924 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD 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) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP 1 CD 1 4 1 2.000 ANG PT CD 2 4 1 36.000 .000 U/S DATA STATION INVERT WS PGW PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING 1000.000 HEADING LINE NO 1 IS - ELEMENT NO 2 IS Walnut Avenue Strom Drain HEADING LINE NO 2 IS - U/S DATA STATION Lateral A -9 SECT HEADING LINE NO 3 IS - * PAGE NO 2 W S ELEV 1478.924 W S P G W RADIUS ANGLE WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET ANGLE ANG PT MAN H .000 .000 .000 U/S DATA STATION INVERT SECT 1000.000 1478.520 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 1008.120 1479.680 1 .013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 1060.000 1482.270 1 .013 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1060.000 1482.270 2 .400 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1060.000 1482.270 2 * PAGE NO 2 W S ELEV 1478.924 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1482.270 IMMM ow � ... M FILE: wallata9.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -31 -2005 Time: 8:23:54 Walnut Avenue Strom Drain Lateral A -9 Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station ( Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem * *,e *,e «� +* ICh Slope I I « * ,kw,t,tr *• I •,e *r * *r,r I I l * *•r * *��r I I * *� *,r� * *r I tr * *w,r+r SF Ave) I r,r,r� + ** I HF ISE * *r�r * *,tr I DpthIFroude *+.• * « «« NINorm I• *,r ,r,t��* Dp I �r *,r *• *� I "N" I w *�� *�* I X -Fall I r•,rrr,tt I ZR rr,t +* IType Ch I ,t *,rrr,r* 1000.000 1478.520 1.616 1480.135 51.01 18.76 5.47 1485.60 .00 1.98 1.58 2.000 .000 .00 1 .0 .272 .1429 .0521 .01 1.62 2.52 1.11 .013 .00 .00 PIPE 1000.272 1478.559 1.620 1480.179 51.01 18.70 5.43 1485.61 .00 1.98 1.57 2.000 .000 .00 1 .0 4.344 .1429 .0497 .22 1.62 2.50 1.11 .013 .00 .00 PIPE 1004.617 1479.180 1.709 1480.889 51.01 17.83 4.94 1485.83 .00 1.98 1.41 2.000 .000 .00 1 .0 3.503 .1429 .0459 .16 1.71 2.21 1.11 .013 .00 .00 PIPE 1008.120 1479.680 1.819 1481.499 51.01 17.00 4.49 1485.99 .00 1.98 1.15 2.000 .000 .00 1 .0 51.880 .0499 .0457 2.37 1.82 1.85 1.66 .013 .00 .00 PIPE 1060.000 1482.270 1.982 1484.252 51.01 16.26 4.11 1488.36 .00 1.98 .38 2.000 .000 .00 1 .0 WALL ENTRANCE 1060.000 1482.270 10.181 1492.451 51.01 .22 .00 1492.45 .00 1.18 32.43 36.000 .000 .00 0 .0 m om �w i T1 Oleander Avenue Storm Drain T2 Lateral B -1 T3 SO 1000.0001457.130 1 R 1008.1601452.040 1 R 1046.0001453.930 1 WE 1046.0001453.930 2 SH 1046.0001453.930 2 CD 1 4 1 .000 2.000 CD 2 2 0 .000 8.800 Q 4.840 .0 0 .013 .013 .400 1457.503 .000 .000 0 .000 .000 0 1453.930 .000 .000 .000 .00 14.000 .000 .000 .00 FILE: wallatbl.WSW W S P G W - EDIT LISTING - Version 14.03 Date: 3 -31 -2005 Time: 8:40: 3 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD 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) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 8.800 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - oleander Avenue Storm Drain HEADING LINE NO 2 IS - Lateral B -1 F HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 1457.130 1 1457.503 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1008.160 1452.040 1 .013 .000 .000 .000 0 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV - WARNING ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1046.000 1453.930 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1046.000 1453.930 2 .400 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1046.000 1453.930 2 1453.930 w� w■ � wi■ w w w ww a � FILE: wallatbl.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -31 -2005 Time: 8:40:10 Oleander Avenue Storm Drain Lateral B -1 Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow TopIHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.) Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1000.000 1457.130 .774 1457.904 4.84 4.31 .29 1458.19 .00 .77 1.95 2.000 .000 .00 1 .0 .005 -.6238 .0042 .00 .77 1.00 .00 .013 .00 .00 PIPE 1000.005 1457.127 .813 1457.940 4.84 4.04 .25 1458.19 .00 .77 1.96 2.000 .000 .00 1 .0 .016 -.6238 .0035 .00 .81 .91 .00 .013 .00 .00 PIPE 1000.021 1457.117 .854 1457.970 4.84 3.78 .22 1458.19 .00 .77 1.98 2.000 .000 .00 1 .0 .025 -.6238 .0029 .00 .85 .83 .00 .013 .00 .00 PIPE 1000.047 1457.101 .896 1457.997 4.84 3.55 .20 1458.19 .00 .77 1.99 2.000 .000 .00 1 .0 .034 -.6238 .0025 .00 .90 .76 .00 .013 .00 .00 PIPE 1000.081 1457.079 .941 1458.021 4.84 3.33 .17 1458.19 .00 .77 2.00 2.000 .000 .00 1 .0 .043 -.6238 .0021 .00 .94 .69 .00 .013 .00 .00 PIPE 1000.124 1457.053 .988 1458.041 4.84 3.13 .15 1458.19 .00 .77 2.00 2.000 .000 .00 1 .0 .051 -.6238 .0018 .00 .99 .63 .00 .013 .00 .00 PIPE 1000.175 1457.021 1.038 1458.059 4.84 2.94 .13 1458.19 .00 .77 2.00 2.000 .000 .00 1 .0 .058 -.6238 .0015 .00 1.04 .57 .00 .013 .00 .00 PIPE 1000.233 1456.985 1.090 1458.074 4.84 2.77 .12 1458.19 .00 .77 1.99 2.000 .000 .00 1 .0 .066 -.6238 .0013 .00 1.09 .52 .00 .013 .00 .00 PIPE 1000.299 1456.944 1.144 1458.088 4.84 2.60 .11 1458.19 .00 .77 1.98 2.000 .000 .00 1 .0 .073 -.6238 .0011 .00 1.14 .47 .00 .013 .00 .00 PIPE w w w w w w w w �w w ■■� w� FILE: wallatbl.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -31 -2005 Time: 8:40:10 Oleander Avenue Storm Drain Lateral B -1 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1000.371 1456.898 1.201 1458.100 4.84 2.46 .09 1458.19 .00 .77 1.96 2.000 .000 .00 1 .0 .080 -.6238 .0009 .00 1.20 .43 .00 .013 .00 .00 PIPE 1000.451 1456.849 1.261 1458.110 4.84 2.32 .08 1458.19 .00 .77 1.93 2.000 .000 .00 1 .0 .087 -.6238 .0008 .00 1.26 .39 .00 .013 .00 .00 PIPE 1000.538 1456.794 1.324 1458.119 4.84 2.19 .07 1458.19 .00 .77 1.89 2.000 .000 .00 1 .0 .094 -.6238 .0007 .00 1.32 .36 .00 .013 .00 .00 PIPE 1000.632 1456.736 1.391 1458.127 4.84 2.08 .07 1458.19 .00 .77 1.84 2.000 .000 .00 1 .0 .101 -.6238 .0006 .00 1.39 .33 .00 .013 .00 .00 PIPE 1000.732 1456.673 1.460 1458.133 4.84 1.97 .06 1458.19 .00 .77 1.78 2.000 .000 .00 1 .0 .108 -.6238 .0006 .00 1.46 .30 .00 .013 .00 .00 PIPE 1000.840 1456.606 1.533 1458.139 4.84 1.87 .05 1458.19 .00 .77 1.69 2.000 .000 .00 1 .0 .115 -.6238 .0005 .00 1.53 .27 .00 .013 .00 .00 PIPE 1000.955 1456.534 1.610 1458.144 4.84 1.79 .05 1458.19 .00 .77 1.58 2.000 .000 .00 1 .0 .122 -.6238 .0005 .00 1.61 .24 .00 .013 .00 .00 PIPE 1001.077 1456.458 1.690 1458.148 4.84 1.71 .05 1458.19 .00 .77 1.45 2.000 .000 .00 1 .0 .130 -.6238 .0004 .00 1.69 .22 .00 .013 .00 .00 PIPE 1001.207 1456.377 1.775 1458.152 4.84 1.64 .04 1458.19 .00 .77 1.26 2.000 .000 .00 1 .0 .138 -.6238 .0004 .00 1.77 .19 .00 .013 .00 .00 PIPE I FILE: wallatbl.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3 -31 -2005 Time: 8:40:10 Oleander Avenue Storm Drain Lateral B -1 Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow TOPIHeight /lBase Wtj INo Wth Station I Elev (FT) ( Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINOrm Dp I "N" I X -Fall ZR IType Ch 1001.345 1456.291 1.864 1458.155 4.84 1.59 .04 1458.19 .00 .77 1.01 2.000 .000 .00 1 .0 .146 -.6238 .0004 .00 1.86 .16 .00 .013 .00 .00 PIPE 1001.491 1456.200 1.957 1458.157 4.84 1.55 .04 1458.19 .00 .77 .58 2.000 .000 .00 1 .0 .069 -.6238 .0004 .00 1.96 .12 .00 .013 .00 .00 PIPE 1001.560 1456.157 2.000 1458.157 4.84 1.54 .04 1458.19 .00 .77 .00 2.000 .000 .00 1 .0 6.600 -.6238 .0005 .00 2.00 .00 .00 .013 .00 .00 PIPE 1008.160 1452.040 6.120 1458.160 4.84 1.54 .04 1458.20 .00 .77 .00 2.000 .000 .00 1 .0 37.840 .0499 .0005 .02 6.12 .00 .42 .013 .00 .00 PIPE 1046.000 1453.930 4.247 1458.177 4.84 1.54 .04 1458.21 .00 .77 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1046.000 1453.930 4.299 1458.229 4.84 .08 .00 1458.23 .00 .15 14.00 8.800 14.000 .00 0 .0 T1 Oleander Strom Drain 0 T2 Lateral B2 T3 Temporary Lateral SO 1000.0001481.220 1 1483.529 R 1007.6301482.480 1 .013 .000 .000 0 R 1031.0001484.820 1 .013 .000 .000 0 WE 1031.0001484.820 3 .400 SH 1031.0001484.820 3 1484.820 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 3 2 0 .000 10.400 10.000 .000 .000 .00 Q 39.160 .0 FILE: wallatb2.WSW W S P G W - EDIT LISTING - Version Date:ll- 8 -2004 Time:12:41:27 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD 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) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 3 2 0 .000 10.400 10.000 .00 WS PGW PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Oleander Strom Drain HEADING LINE NO 2 IS - Lateral B2 HEADING LINE NO 3 IS - Temporary Lateral W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 1481.220 1 1483.529 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1007.630 1482.480 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1031.000 1484.820 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1031.000 1484.820 3 .400 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1031.000 1484.820 3 1484.820 w� r M IM an r FILE: wallatb2.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:ll- 8 -2004 Time:12:41:34 Oleander Strom Drain Lateral B2 Temporary Lateral Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight /Base Wtj INo Wth Station I Elev ( (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip L /Elem *., r* �r*, r+ ICh Slope I l+ x�r, rrrr: l****, rr++ I I 1, r**+**« �tl+.* I r* �r* �« I+**, r*** I«*, SF Aver r�, r* �I. HF ISE DpthIFroude r* �** �+* I++««* �. NINorm �+*«• ra** I Dp +,r *r• * + *I.� I "N" *e «. *I I X -Fall *t « * * * +I ZR « * * *« IType Ch I *ter : «�� 1000.000 1481.220 1.256 1482.476 39.16 18.86 5.52 1488.00 .00 1.95 1.93 2.000 .000 .00 1 .0 .216 .1651 .0577 .01 1.26 3.21 .91 .013 .00 .00 PIPE 1000.216 1481.256 1.258 1482.514 39.16 18.80 5.49 1488.00 .00 1.95 1.93 2.000 .000 .00 1 .0 4.024 .1651 .0542 .22 1.26 3.19 .91 .013 .00 .00 PIPE 1004.240 1481.920 1.311 1483.231 39.16 17.93 4.99 1488.22 .00 1.95 1.90 2.000 .000 .00 1 .0 3.390 .1651 .0482 .16 1.31 2.95 .91 .013 .00 .00 PIPE 1007.630 1482.480 1.368 1483.848 39.16 17.10 4.54 1488.39 .00 1.95 1.86 2.000 .000 .00 1 .0 3.031 .1001 .0442 .13 1.37 2.71 1.06 .013 .00 .00 PIPE 1010.661 1482.783 1.396 1484.179 39.16 16.71 4.34 1488.52 .00 1.95 1.84 2.000 .000 .00 1 .0 5.558 .1001 .0407 .23 1.40 2.61 1.06 .013 .00 .00 PIPE 1016.219 1483.340 1.460 1484.800 39.16 15.93 3.94 1488.74 .00 1.95 1.78 2.000 .000 .00 1 .0 4.546 .1001 .0365 .17 1.46 2.39 1.06 .013 .00 .00 PIPE 1020.765 1483.795 1.529 1485.324 39.16 15.19 3.58 1488.91 .00 1.95 1.70 2.000 .000 .00 1 .0 3.712 .1001 .0328 .12 1.53 2.17 1.06 .013 .00 .00 PIPE 1024.477 1484.167 1.605 1485.772 39.16 14.49 3.26 1489.03 .00 1.95 1.59 2.000 .000 .00 1 .0 2.974 .1001 .0298 .09 1.61 1.96 1.06 .013 .00 .00 PIPE 1027.450 1484.464 1.692 1486.157 39.16 13.81 2.96 1489.12 .00 1.95 1.44 2.000 .000 .00 1 .0 2.273 .1001 .0274 .06 1.69 1.74 1.06 .013 .00 .00 PIPE �w m om M M M r s M MMI M MIM IMIMMIMM. � FILE: wallatb2.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:ll- 8 -2004 Time:12:41:34 Oleander Strom Drain Lateral B2 Temporary Lateral Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow TopIHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF ISE Dpth[Froude NINorm Dp I "N" I X -Fall ZR IType Ch 1029.724 1484.692 1.796 1486.488 39.16 13.17 2.69 1489.18 .00 1.95 1.21 2.000 .000 .00 1 .0 1.276 .1001 .0265 .03 1.80 1.48 1.06 .013 .00 .00 PIPE 1031.000 1484.820 1.948 1486.768 39.16 12.55 2.45 1489.22 .00 1.95 .64 2.000 .000 .00 1 .0 WALL ENTRANCE 1031.000 1484.820 6.798 1491.618 39.16 .58 .01 1491.62 .00 .78 10.00 10.400 10.000 .00 0 .0 M M me= M ws r r M M M M M man T1 Oleander Avenu Strom Drain T2 Lateral B3 T3 Ultimate Lateral SO 1000.0001486.020 1 R 1002.0801486.720 1 .013 R 1030.0001489.510 1 .013 SH. 1030.0001489.510 1 CD 1 4 1 .000 2.000 Q 39.160 .0 1489.931 0 .000 .000 0 .000 .000 0 1489.510 .000 .000 .000 .00 ass �w war r� M MM M Mon MMMMM � FILE: wallatb3.WSW W S P G W - EDIT LISTING - Version 14.03 Date:11- 8 -2004 Time: 1: 1:31 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD 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) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS-- Oleander Avenu Strom Drain HEADING LINE NO 2 IS - Lateral B3 HEADING LINE NO 3 IS - Ultimate Lateral W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 1486.020 1 1489.931 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1002.080 1486.720 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1030.000 1489.510 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1030.000 1489.510 1 1489.510 FILE: wallatb3.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:ll- 8 -2004 Time: 1: 1:35 Oleander Avenu Strom Drain Lateral B3 Ultimate Lateral Invert Depth Water Q Vel Vel I Energy I Super ICriticaljFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) ( Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1000.000 1486.020 3.911 1489.931 39.16 12.47 2.41 1492.34 .00 1.95 .00 2.000 .000 .00 1 .0 .915 .3365 .0300 .03 3.91 .00 .75 .013 .00 .00 PIPE 1000.915 1486.328 3.625 1489.953 39.16 12.47 2.41 1492.37 .00 1.95 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP 1000.915 1486.328 1.291 1487.619 39.16 18.27 5.18 1492.80 .00 1.95 1.91 2.000 .000 .00 1 .0 1.165 .3365 .0511 .06 1.29 3.04 .75 .013 .00 .00 PIPE 1002.080 1486.720 1.334 1488.054 39.16 17.59 4.81 1492.86 .00 1.95 1.89 2.000 .000 .00 1 .0 .601 .0999 .0485 .03 1.33 2.85 1.06 .013 .00 .00 PIPE 1002.681 1486.780 1.338 1488.118 39.16 17.53 4.77 1492.89 .00 1.95 1.88 2.000 .000 .00 1 .0 6.918 .0999 .0456 .32 1.34 2.84 1.06 .013 .00 .00 PIPE 1009.599 1487.471 1.396 1488.868 39.16 16.71 4.34 1493.20 .00 1.95 1.84 2.000 .000 .00 1 .0 5.577 .0999 .0407 .23 1.40 2.61 1.06 .013 .00 .00 PIPE 1015.176 1488.029 1.460 1489.489 39.16 15.93 3.94 1493.43 .00 1.95 1.78 2.000 .000 .00 1 .0 4.560 .0999 .0365 .17 1.46 2.39 1.06 .013 .00 .00 PIPE 1019.736 1488.484 1.529 1490.013 39.16 15.19 3.58 1493.60 .00 1.95 1.70 2.000 .000 .00 1 .0 3.723 .0999 .0328 .12 1.53 2.17 1.06 .013 .00 .00 PIPE 1023.458 1488.856 1.605 1490.461 39.16 14.49 3.26 1493.72 .00 1.95 1.59 2.000 .000 .00 1 .0 2.982 .0999 .0298 .09 1.61 1.96 1.06 .013 .00 .00 PIPE FILE: wallatb3.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:ll- 8 -2004 Time: 1: 1:35 Oleander Avenu Strom Drain Lateral B3 Ultimate Lateral .*r«*** �*, r. �, r** ��****.r �**, r,+*, r, r** �r, r+, r. �*►*, r�r, r►, r«+ r*** �*, r** r, r*, r, rw��** � * * * + « * +r *r.r + *r,r� *,rr,r * *r * *,r *mot * + *rrr +,r « « *rr * *. « *� ** r�r *r� *r Invert Depth Water Q Vel Vel Energy I Super ICriticalIFlow TopIHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Aver HF ISE DpthlFroude NINorm DP I "N" I X -Fall ZR IType Ch 1026.441 1489.154 1.692 1490.846 39.16 13.81 2.96 1493.81 .00 1.95 1.44 2.000 .000 .00 1 .0 2.280 .0999 .0274 .06 1.69 1.74 1.06 .013 .00 .00 PIPE 1028.720 1489.382 1.796 1491.178 39.16 13.17 2.69 1493.87 .00 1.95 1.21 2.000 .000 .00 1 .0 1.280 .0999 .0265 .03 1.80 1.48 1.06 .013 .00 .00 PIPE 1030.000 1489.510 1.948 1491.458 39.16 12.55 2.45 1493.91 .00 1.95 .64 2.000 .000 .00 1 .0 1 i Hydrology Exhibits 0 u J-1 [7 r, I I Jul 20 04 07:30p -4 J SR CONSULTANTS, Inc. 6612576577 P-1 Dual 48" & 72" Pipe Junction Structure QL t 0 yr 6612576577 P-1 Dual 48" & 72" Pipe Junction Structure QL t 0