Rainfall data for the design of sewer detention basins

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41 LEGEND 30 XX Results reported by Sjoberg and Martensson (1982) X Bergs jon 0 · Linkoping X f). Linkoping 2 20 0 15 X ox X 0 -0 1 0. 0 5 0 0 5 10 30 sign outflows ( l Figure 3.2 Size of underestimations of detention basin volumes obtained by design with the traditional method. Results of the present study and results reported by Sjoberg and Martens son ( 1982). Return period 2 years. To compensate for an expected underestimation the basin volumes obtained by the traditional method must be increased by 5-20% depending on the permitted maximum outflow. The durations of the rainfall for which the maximum volumes were obtained are listed in Table 2.6. The durations vary between 25 minutes for the outflow 30 1/s· hared and 360 minutes for the outflow 5 1/s· hared
4 CONCLUSI storms t ign of on ins i usi his cal vJhen using a ign storm it was i ign storm a 1 ra i 11 is es ially pronounced ins are la and 1 a r ows time va tion of rainfall and the runoff calculation is also of significance resulting the maximum for large in volumes depth but m) and small depth seem to investi m) much i nfl ons are necessa The I F design storm and Chicago ign storm mated the detention in volumes to small total volumes pee i ally, the underestimations I F si storm were significant can not i The use of the Sifalda storm resul basin volumes The Si storm can i ins of part III for esti ions using both part I and part I I I The use of t itional estimations of the in volumes. The compensated for by increase of rai 11 crease of the in volumes in overestima by using rt I volumes, or si ificant r- timations can -i I ities, or in For practical applications signing detention basins: followi is recommended when * * A ru model should u to the basins. Historical storms should be u able imul ion of inflow if is such ava i 1
Page 1 and 2: CHALMERS TEKNISKA HOGSKOLA GEOHYDRO
Page 4 and 5: PREFACE This report includes the re
Page 6 and 7: i i i SUMMARY This report describes
Page 8 and 9: 1 1 INTRODUCTION Detention basins i
Page 10 and 11: 3 form of a constant rainfall inten
Page 12 and 13: 2 REALIZATION OF IGN OF I BASINS 5
Page 14 and 15: 7 The method used for screening of
Page 16 and 17: 9 is just the constant rainfall int
Page 18 and 19: where t = time T = total duration c
Page 20 and 21: 13 in which the definition of the s
Page 22 and 23: 15 Infiltration f ---, I ~ ....J Di
Page 24 and 25: 17 the pipe Figure 2.8 The outlet f
Page 26 and 27: 2 5 As catchments for tests of the
Page 28 and 29: 21 One detention basin is located a
Page 30 and 31: 23 Table 2.6 Detention basin data.
Page 32 and 33: 25 ign Using ign Storms The differe
Page 34 and 35: where 27 M = volume of the basin (m
Page 36 and 37: 29 Table 2.9 Values of constants fo
Page 38 and 39: 31 000 GJ E :J 0 > 2 000 ~ w
Page 40 and 41: 3.2 The complete results of design
Page 42 and 43: 35 mary of the result as mean value
Page 44 and 45: 37 Table 3 4 Deviations in percent
Page 46 and 47: The overestimations for Sifal storm
Page 50 and 51: 43 * * * The Chicago design storm o
Page 52 and 53: 45 After calculation of the basin v
Page 54 and 55: BERGSJO xtmum basin depth 2.0 m f[o
Page 56 and 57: ERGSJO axtmum stn 2.0 m flow 30 l/s
Page 58 and 59: LIN 1mum mum G s1n 2.0 m flow 10 l
Page 60 and 61: s LINKOP G 1mum s1n 2.0 m outflow 3
Page 62 and 63: LINKOP G 2 x1mum basin depth 2. 0 m
Page 64 and 65: LIN G 2 X m s1n 2.0 m s1n volumes m
Page 66 and 67: mes RG x1mum mum Each point (x) cor
Page 68 and 69: volumes m 1mum s1n 3.5 m 2 flow 30
Page 70 and 71: es LINK x1mum 1 sn 3.5 m flow 10l/s
Page 72 and 73: LINK G 1mum s1n 3.5 m vo mes mum po
Page 74 and 75: LINK G 2 ax1mum s1n 3. 5 m outflow
Page 76 and 77: 2 vo Ll K 1mum (x) corresponds to t
Page 78 and 79: 71 Marsalek J., 1978: rch on the De
Page 80 and 81: 73 nr 22 nr 23 nr 24 nr 25 nr 26 nr

Rainfall data for the design of sewer detention basins

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