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DATE: TIME: 11-29-1999 11:38:15 CUREENT _'NT . ...................................................................................................................................................... II ...........................................11.......................................................................................................... ...................................................11........................................................................................................... :::::::::::::::::::::::::::::::::::::::::::::::::::: 1L1\I~vv1\1r~Ft :::::::::::::::::::::::::::::::::::::::::::::::::::: .................................................... .................................................... ................................................................................................................................................................ ............................................................................................................"""""""""""""""""""""""""" ..............................................................................11.............................................................,................... ***** USER DEFINED CHANNEL CROSS-SECTION MAIN CHANNEL AND LT & RT OVER BANKS LEFT CHANNEL BOUNDARY 3 RIGHT CHANNEL BOUNDARY 6 MANNING n LEFT OVER BANK 0.035 MANNING n MAIN CHANNEL 0.035 MANNING n RIGHT OVER BANK. 0.035 SLOPE OF CHANNEL 0.0091 ft/ft CROSS-SECTION COORD. NO. 1 2 3 4 5 6 7 8 x (ft) 1. 00 1400.00 1500.00 1500.00 1502.00 1502.00 1602.00 1702.00 4-/5 3 FILE FILE 06-02-1999 GSH52 DATE: NAME: FILE NAME: FILE DATE: GSH52 03-03-1999 Y (ft) 4980.00 4970.00 4961.50 4959.50 4959.50 4961. 50 4970.00 4980.00 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 4959.50 0.000 -0.50 0.00 0.00 300.00 4963.74 0.436 3.74 5.10 0.80 500.00 4964.26 0.445 4.26 5.51 0.90 900.00 4964.98 0.456 4.98 6.05 1. 04 1200.00 4965.40 0.461 5.40 6.35 1.12 1500.00 4965.75 0.466 5.75 6.61 1.18 1800.00 4966.06 0.469 6.06 6.82 1. 24 2100.00 4966.34 0.473 6.34 7.02 1. 29 2400.00 4966.59 0.476 6.59 7.19 1. 34 2700.00 4966.82 0.478 6.82 7.34 1. 38 3000.00 4967.05 0.481 7.05 7.49 1.43 Shear stress was calculated using R. . Note: ................................................................................................................................................................ ................................................................................................................................................................ ................................................................................................................................................................ :::::::::::::::::::::::::::::::::::::::::::::::::::: ROADWAY OVERTOPPING DATA :::::::::::::::::::::::::::::::::::::::::::::::::::: .................................................... .................................................... ................................................................................................................................................................ ................................................................................................................................................................ ................................................................................................................................................................ ROADWAY SURFACE EMBANKMENT TOP WIDTH CREST LENGTH OVERTOPPING CREST ~LEVATION PAVED 70.00 ft 1600.00 ft 4979.00 ft ................................................................................................................................................................ ................................................................................................................................................................ ................................................................................................................................................................ .