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Page 171 Table 12.1 (Continued) d/D Ka Kr q/Q 0.50 0.3927 0.2500 0.4999 0.52 0.4127 0.2562 0.5340 0.54 0.4327 0.2621 0.5684 0.56 0.4526 0.2676 0.6029 0.58 0.4724 0.2728 0.6374 0.60 0.4920 0.2776 0.6718 0.62 0.5115 0.2821 0.7059 0.64 0.5308 0.2862 0.7396 0.66 0.5499 0.2900 0.7728 0.68 0.5687 0.2933 0.8054 0.70 0.5872 0.2962 0.8371 0.72 0.6054 0.2987 0.8679 0.74 0.6231 0.3008 0.8975 0.76 0.6405 0.3024 0.9257 0.78 0.6573 0.3036 0.9524 0.80 0.6736 0.3042 0.9773 0.82 0.6893 0.3043 1.0003 0.84 0.7043 0.3038 1.0209 0.86 0.7186 0.3026 1.0390 0.88 0.7320 0.3007 1.0541 0.90 0.7445 0.2980 1.0657 0.92 0.7560 0.2944 1.0731 0.94 0.7662 0.2895 1.0755 0.96 0.7749 0.2829 1.0712 0.98 0.7816 0.2735 1.0566 1.00 0.7854 0.2500 1.0000 Now r = krD, where kr is a function of the proportional depth d/D (Table 12.1) and D = sewer diameter (m). Thus equation (12.1) can be written as: Manning's equation is: where v = velocity of flow, m/s n = Manning's roughness coefficient As q = av where q = flow (m3/s) and a = cross-sectional area
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