Hydraulic Efficiency of Grate and Curb Inlets - Urban Drainage and ...

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Plot of logE*pred. Legend: A = 1 obs, B = 2 obs, etc. ‚ 0.0 ˆ ‚ ‚ ‚ ‚ ‚ A A A ‚ A -0.2 ˆ B A A ‚ ‚ ‚ ‚ A A ‚ A ‚ A A AA A -0.4 ˆ A ‚ AA ‚ AA ‚ A A ‚ l ‚ A o ‚ A g -0.6 ˆ A A E ‚ A A A ‚ A ‚ BA A A ‚ A ‚ A A ‚ -0.8 ˆ B ‚ ‚ A A ‚ A A A ‚ ‚ ‚ -1.0 ˆ A ‚ A A ‚ A ‚ A ‚ ‚ ‚ -1.2 ˆ ‚ Šƒƒˆƒƒƒƒƒƒƒƒƒƒƒƒƒˆƒƒƒƒƒƒƒƒƒƒƒƒƒˆƒƒƒƒƒƒƒƒƒƒƒƒƒˆƒƒƒƒƒƒƒƒƒƒƒƒƒˆƒƒƒƒƒƒƒƒƒƒƒƒƒˆƒƒƒƒƒƒƒƒƒƒƒƒƒˆƒƒ -1.2 -1.0 -0.8 -0.6 -0.4 -0.2 0.0 Predicted Value of logE (c) Figure G-2 (cont.): Type 13 combination inlet 138
The REG Procedure Model: MODEL1 Dependent Variable: logE Number of Observations Read 71 Number of Observations Used 71 Analysis of Variance Sum of Mean Source DF Squares Square F Value Pr > F Model 3 5.87247 1.95749 412.60 |t| Intercept Intercept 1 -1.11977 0.10801 -10.37
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HYDRAULIC EFFICIENCY OF GRATE AND C
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TABLE OF CONTENTS LIST OF FIGURES .
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LIST OF FIGURES Figure 1-1: Map of
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Figure 5-7: Predicted vs. observed
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LIST OF TABLES Table 2-1: Summary o
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LIST OF SYMBOLS, UNITS OF MEASURE,
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S c , Sc, cross slope cross (or lat
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ID mag meter No. QC ® R5 R9 R12 R1
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1 INTRODUCTION A research program w
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1-1 often require use of these thre
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2 LITERATURE REVIEW Urban storm dra
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• All grates showed patterns of i
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Q = Q w + Q s Equation 2-1 where: 2
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Inlet Name Bar P-1-7/8 Bar P-1-7/8-
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2.2.3 Curb Opening Inlets Curb open
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2.3 Manning’s Equation Uniform fl
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where: q 1 = dependent parameter; q
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Q ⎛ L L Qw ⎞ = f ⎜ , ⎟ Equa
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Headbox Pipe Network Inlets Street
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capacity. A similar study performed
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Table 3-3: Test matrix for 0.33-ft
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Table 3-5: Test matrix for 1-ft pro
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Solid Plexiglas ® was milled to pr
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Figure 3-10: Triple No. 13 combinat
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Figure 3-16: Single No. 16 combinat
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Figure 3-22: Single No. 16 combinat
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Note Safety Bar Figure 3-28: R5 wit
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Flow entering and exiting the model
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Following a standardized testing pr
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4 DATA AND OBSERVATIONS Testing res
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Figure 4-2: Type 16 combination-inl
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45 40 35 Captured flow (cfs) 30 25
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5 ANALYSIS AND RESULTS Data selecte
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likely due to the nature of the ori
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1 Observed 0.9 0.8 0.7 0.6 0.5 0.4
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Total flow (Q) is known from the ob
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Observed 1 0.9 0.8 0.7 0.6 0.5 0.4
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1 0.9 Observed 0.8 0.7 0.6 0.5 0.4
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The second Pi group is the square o
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Table 5-2: Empirical equations for
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Agreement is best at the smallest f
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Efficiency/base efficiency 2.2 2 1.
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were typically seen at higher flow
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Average difference in calculated ef
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Depth (ft) Table 5-3: Efficiency er
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test data for typical design depths
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Observed efficiency 1 0.9 0.8 0.7 0
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7 REFERENCES Bos, M. G. (1989). Dis
Page 105 and 106: (P-1-7/8 grate does not have the 10
Page 107 and 108: Figure A-3: Curved vane grate (UDFC
Page 109 and 110: Figure A-5: 30º-tilt bar grate (UD
Page 111: APPENDIX B ON-GRADE TEST DATA 93
Page 114 and 115: Test ID Number Configuration Table
Page 116 and 117: Table B-3: 2% and 1% on-grade test
Page 118 and 119: Test ID Number Configuration Longit
Page 120 and 121: Test ID Number Configuration Table
Page 122 and 123: Table B-7: Additional debris tests
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Page 126 and 127: For the additional sump tests, only
Page 128 and 129: 110
Page 130 and 131: (a) (b) Figure D-2: Type 16 inlet s
Page 132 and 133: (a) (b) (c) Figure D-4: Type R curb
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Page 136 and 137: Extent of Flow Station (x) Position
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Page 140 and 141: Test ID Number depth (ft) Tw (ft) A
Page 142 and 143: Table F-2: Additional parameters fo
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Page 152 and 153: Plot of rstudent*pred. Legend: A =
Page 154 and 155: The REG Procedure Model: MODEL1 Dep
Page 158 and 159: Plot of rstudent*pred. Legend: A =
Page 160 and 161: 142
Page 162 and 163: 144
Page 164 and 165: Test ID Number Depth (ft) Grates Fl
Page 166 and 167: Test ID Number Depth (ft) Grates Fl
Page 168 and 169: Test ID Number Depth Length Flow Ef
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