Chapt10

# 010 0010 0010 002 0025 005 ft 00011 00019 00032 00080

This preview shows page 1. Sign up to view the full content.

This is the end of the preview. Sign up to access the rest of the document.

Unformatted text preview: 80 0.022 0.025 0.030 0.035 0.004 0.005 0.005 0.010 0.12 0.26 0.8 1.5 37 80 240 500 0.030 0.040 0.035 0.005 0.010 0.010 0.8 3 1.5 240 900 500 0.035 0.05 0.075 0.15 0.010 0.02 0.025 0.05 1.5 6 15 ? 500 2000 5000 ? *A more complete list is given in Ref. 3, pp. 110 – 113. Considering the uncertainty in n ( 17 percent), it would be more realistic to report this estimate as Q 600 100 ft3/s. An alternate estimate, using the Moody formula (10.15) with 0.0032 ft from Table 10.1, would give Q 540 ft3/s. Normal-Depth Estimates With water depth y known, the computation of Q in Example 10.1 was quite straightforward. However, if Q is given, the computation of the normal depth yn may require iteration or trial and error. Since the normal depth is a characteristic flow parameter, this is an important type of problem. EXAMPLE 10.2 | v v The asphalt-lined trapezoidal channel in Fig. E10.2 carries 300 ft3/s of water under uniform-flow conditions when S 0.0015. What is the normal depth yn? | e-Text Main Menu | Textbook Table o...
View Full Document

## This note was uploaded on 10/27/2009 for the course MAE 101a taught by Professor Sakar during the Spring '08 term at UCSD.

Ask a homework question - tutors are online