About storm sewer design: an example

Submitted by Nicola Rainiero on 2012-06-23 (last updated on 2013-06-16)

For developing the theory of linear reservoir model, I will try to design a small system shaped by 2 pipelines. In this example I show some useful table and I introduce the input data and calculations, in order to facilitate the comprehension and the using of my forthcoming FreeBASIC program.

Hydraulic question

It is required to design a storm sewer of a small residential area, its total surface is 1.10 ha (1 ha =104m2), and the distance between the A node to C is L=110 m. In the following scheme it is showed the area and two nodes. The surface is defined by heterogeneous parts with several permeability, but for brevity it uses only a mean permeability ratio in every surface.

Storm sewer design for a residential area

Schematization

Firstly it begins with a subdivision of the surface in single parts that compose the system. You have to ensure that between a upstream line and the next, the diameters should be exactly the following commercial diameter. To have an idea I put some data from this site: Oppo - il sito dell'impiantistica idraulica.

Ductile iron pipes for sewage, DN in mm (Oppo - il sito dell'impiantistica idraulica)
80 100 125 150 200 250 300 350 400 450 500 600 700 800

Generally the first open line diameter (A node) is sized following the prescribed regulations (in Italy the minimal diameter is fixed in 300 mm). The system is designed following the existent streets. Every line has a specific surface with an own average degree of permeability, calculated with this equation:

\[ \bar{\phi} = {{\sum \phi_i \cdot S_i} \over {\sum S_i}} \]

Where the single numerical values can be:

Values of degree of permeability - $\phi$
Typology $\phi$
Impermeable surface (asphalt street, roof) 0.90
Semi-permeable (dirt floor) 0.60
Permeable surface (garden, tilled soil) 0.20

Input data

The system to calculate:

assumptions for schematization of storm sewer design

Schematization
Line Surface Length $\phi$ Diameter Slope
- ha m - m -
AB 0.45 60 0.35 0.30 (assumptions) 0.00322
BC 0.65 70 0.40 ? 0.00274

The area is limited so the time of concentration is expressed in minutes. I adopt the following local IFD curve (with Tr=10 years, typical for the sewers):

\[ h = a \cdot t^n = 51.4 \cdot t^{0.375} \]

For pipe type I assume that the Gauckler-Strickler roughness coefficient is $75 m^{1/3}/s$, here is it a table with many roughness coefficients. These pipes are shaped with a circular section so I use a table dimensionless calculated for this one. The table is designed beginning from filling degree (y/D) and the optimal ratio is between 0.75 and 0.85 y/D. It follows a reduced table (at the end I put the complete one).

Circular duct, with dimensionless factors calculated according to degree of filling
FILLING DEGREE SURFACE WET PERIMETER HYDRAULIC RADIUS MIRROR LIQUID LENGTH BARYCENTER DEPTH FLOW FACTOR SPEED RATIO FLOW RATIO
$y/D$ $A/D^2$ $P/D$ $R_{H}/D$ b/D $z/D$ ${A {R_{H}}^{2/3}} \over {D^{8/3}}$ $v/v_0$ $Q/Q_0$
0.01 0.0013 0.2003 0.0066 0.1990 0.0040 0.0000 0.0890 0.0002
... ... ... ... ... ... ... ... ...
1.00 0.7854 3.1416 0.2500 0.0000 0.5000 0.3117 0.3117 1.0000

Design

For linear reservoir model you have to use the following equations:

\[\begin{aligned} \epsilon &= 3.94 - 8.21 n + 6.23 n^2 \\ K_c &= \bigl({{10 \phi a} \over {3.6^n \epsilon}} \bigr)^{1 \over {1-n}} {{1} \over {ln{\epsilon \over {\epsilon - 1}}}} \\ u &= \Bigl( {K_c \over {v_0}}\Bigr)^{{1 - n} \over {n}} \\ Q &= u S \\ v_0 &= v_s + v_c\end{aligned} \]

The problem provides slopes, so you can use this variable to calculate the correct diameter, assuring an optimal filling degree.

AB line

Schematization for AB
Line Surface Length $\phi$ Diameter Slope
- ha m - m -
AB 0.45 60 0.35 0.30 (initial assumption) 0.00322

$K_C$ is equal to 3662.411 and flow factor is:

\[ {{ {Q} \over {K_S \sqrt{i} } } \over {D^{8/3}}} = {{ {41.202} \over {75\sqrt{0.00322} } } \over {{0.30}^{8/3}}} = 0.24 \]

You have to look in table and check the corresponding y/D to the flow factor. In this case is 0.64 and go along until convergence. The following table is useful to clarify the operations:

Design for AB line
$v_0$ $u$ $Q=u \cdot S$ $D$ FLOW FACTOR $y/D$ $A/D^2$ $v_{0B}={A \over D^2} \cdot D^2 \cdot L$
m3/ha l/s,ha l/s m - - - m3
40 91.56 41.202 0.3 0.24 0.64 0.53 2.86
46.36 78.99 35.55 0.3 0.207 0.60 0.49 2.65
45.88 79.83 35.92 0.3 0.209 0.60 0.49 2.65

The first value of $v_0$ is 40 m3/ha, the next ones are calculated by $v_s +v_{0B}/S_{AB}$, while $u$ and $Q$ are calculate by the standard formulas of this model.

Resulting for AB line:

\[\begin{aligned} Q &= 35.92\,l/s \\ D &= 0.3\, m \\ v &= 1.07\cdot v_0 = 1.07 [ 75 ( 0.2776 \cdot 0.3 )^{2/3} \cdot \sqrt{0.00322})] =0.868\,m/s \\ \tau &= \gamma R_H i = 9810 \cdot 0.2776 \cdot 0.3 \cdot0.00322 = 2.63\,N/m^2 \end{aligned} \]

BC line

Schematization for BC
Line Surface Length $\phi$ Diameter Slope
- ha m - m -
BC 0.65 70 0.40 Ipotizzo 0.40 0.00274

$K_C$ is equal to 4783,557 and the calculations are:

Design for BC line
$v_0$ $u$ $Q=u \cdot S$ $D$ FLOW FACTOR $y/D$ $A/D^2$ $v_{0C}={A \over D^2} \cdot D^2 \cdot L$
m3/ha l/s,ha l/s m - - - m3
44.1 119.589 77.73 0.4 0.2284 0.63 0.521 5.837
48.98 97.66 63.48 0.4 0.1865 0.57 0.4625 5.18
47.97 99.72 64.72 0.4 0.1904 0.60 0.49 5.18

In this case the first $v_0$ is a sum of $v_s +v_{0B}/S_{BC}$, instead the next ones are a sum of $v_s +v_{0C}/S_{BC}$, while $u$ and $Q$ are calculate by the standard formulas of this model.

Resulting for AB line:

\[\begin{aligned} Q &= 64.82\,l/s \\ D &= 0.4\, m \\ v &= 1.0533\cdot v_0 = 0.938\,m/s \\ \tau &= \gamma R_H i = 2.91\,N/m^2 \end{aligned}\]

Conclusions

If you use a ductile iron pipe, the line between A and B has to be divided again, because between AB and BC the variation of the diameters jumps the intermediate pipe diameter (the 350 mm model). Using cement pipe the assumptions are correct because the next pipe is a 400 mm model. If you found a filling degree bigger than 0.85, you would have to use a bigger diameter and update the calculations with this new diameter.

 

 

 


References:

 


Circular duct^, with dimensionless factors calculated according to degree of filling
FILLING DEGREE SURFACE WET PERIMETER HYDRAULIC RADIUS MIRROR LIQUID LENGTH BARYCENTER DEPTH FLOW FACTOR SPEED RATIO FLOW RATIO
$y/D$ $A/D^2$ $P/D$ $R_{H}/D$ b/D $z/D$ ${A {R_{H}}^{2/3}} \over {D^{8/3}}$ $v/v_0$ $Q/Q_0$
0.01 0.0013 0.2003 0.0066 0.1990 0.0040 0.0000 0.0890 0.0002
0.02 0.0037 0.2838 0.0132 0.2800 0.0080 0.0002 0.1408 0.0007
0.03 0.0069 0.3482 0.0197 0.3412 0.0120 0.0005 0.1839 0.0016
0.04 0.0105 0.4027 0.0262 0.3919 0.0161 0.0009 0.2221 0.0030
0.05 0.0147 0.4510 0.0326 0.4359 0.0201 0.0015 0.2569 0.0048
0.06 0.0192 0.4949 0.0389 0.4750 0.0241 0.0022 0.2892 0.0071
0.07 0.0242 0.5355 0.0451 0.5103 0.0282 0.0031 0.3194 0.0098
0.08 0.0294 0.5735 0.0513 0.5426 0.0322 0.0041 0.3480 0.0130
0.09 0.0350 0.6094 0.0575 0.5724 0.0363 0.0052 0.3752 0.0167
0.10 0.0409 0.6435 0.0635 0.6000 0.0404 0.0065 0.4012 0.0209
0.11 0.0470 0.6761 0.0695 0.6258 0.0444 0.0079 0.4260 0.0255
0.12 0.0534 0.7075 0.0755 0.6499 0.0485 0.0095 0.4500 0.0306
0.13 0.0600 0.7377 0.0813 0.6726 0.0526 0.0113 0.4730 0.0361
0.14 0.0668 0.7670 0.0871 0.6940 0.0567 0.0131 0.4953 0.0421
0.15 0.0739 0.7954 0.0929 0.7141 0.0608 0.0152 0.5168 0.0486
0.16 0.0811 0.8230 0.0986 0.7332 0.0650 0.0173 0.5376 0.0555
0.17 0.0885 0.8500 0.1042 0.7513 0.0691 0.0196 0.5578 0.0629
0.18 0.0961 0.8763 0.1097 0.7684 0.0732 0.0220 0.5775 0.0707
0.19 0.1039 0.9021 0.1152 0.7846 0.0774 0.0246 0.5965 0.0789
0.20 0.1118 0.9273 0.1206 0.8000 0.0816 0.0273 0.6151 0.0876
0.21 0.1199 0.9521 0.1259 0.8146 0.0857 0.0301 0.6331 0.0966
0.22 0.1281 0.9764 0.1312 0.8285 0.0899 0.0331 0.6507 0.1061
0.23 0.1365 1.0004 0.1364 0.8417 0.0941 0.0362 0.6678 0.1160
0.24 0.1449 1.0239 0.1416 0.8542 0.0983 0.0394 0.6844 0.1263
0.25 0.1535 1.0472 0.1466 0.8660 0.1025 0.0427 0.7007 0.1370
0.26 0.1623 1.0701 0.1516 0.8773 0.1067 0.0461 0.7165 0.1480
0.27 0.1711 1.0928 0.1566 0.8879 0.1110 0.0497 0.7320 0.1595
0.28 0.1800 1.1152 0.1614 0.8980 0.1152 0.0534 0.7471 0.1712
0.29 0.1890 1.1374 0.1662 0.9075 0.1195 0.0572 0.7618 0.1834
0.30 0.1982 1.1593 0.1709 0.9165 0.1237 0.0610 0.7761 0.1958
0.31 0.2074 1.1810 0.1756 0.9250 0.1280 0.0650 0.7902 0.2086
0.32 0.2167 1.2025 0.1802 0.9330 0.1323 0.0691 0.8038 0.2218
0.33 0.2260 1.2239 0.1847 0.9404 0.1366 0.0733 0.8172 0.2352
0.34 0.2355 1.2451 0.1891 0.9474 0.1410 0.0776 0.8302 0.2489
0.35 0.2450 1.2661 0.1935 0.9539 0.1453 0.0820 0.8430 0.2629
0.36 0.2546 1.2870 0.1978 0.9600 0.1496 0.0864 0.8554 0.2772
0.37 0.2642 1.3078 0.2020 0.9656 0.1540 0.0910 0.8675 0.2918
0.38 0.2739 1.3284 0.2062 0.9708 0.1584 0.0956 0.8794 0.3066
0.39 0.2836 1.3490 0.2102 0.9755 0.1628 0.1003 0.8909 0.3217
0.40 0.2934 1.3694 0.2142 0.9798 0.1672 0.1050 0.9022 0.3370
0.41 0.3032 1.3898 0.2182 0.9837 0.1716 0.1099 0.9132 0.3525
0.42 0.3130 1.4101 0.2220 0.9871 0.1760 0.1148 0.9239 0.3682
0.43 0.3229 1.4303 0.2258 0.9902 0.1805 0.1197 0.9343 0.3842
0.44 0.3328 1.4505 0.2295 0.9928 0.1850 0.1248 0.9445 0.4003
0.45 0.3428 1.4706 0.2331 0.9950 0.1895 0.1298 0.9544 0.4165
0.46 0.3527 1.4907 0.2366 0.9968 0.1940 0.1349 0.9640 0.4330
0.47 0.3627 1.5108 0.2401 0.9982 0.1985 0.1401 0.9734 0.4495
0.48 0.3727 1.5308 0.2435 0.9992 0.2031 0.1453 0.9825 0.4662
0.49 0.3827 1.5508 0.2468 0.9998 0.2076 0.1506 0.9914 0.4831
0.50 0.3927 1.5708 0.2500 1.0000 0.2122 0.1558 1.0000 0.5000
0.51 0.4027 1.5908 0.2531 0.9998 0.2168 0.1611 1.0084 0.5170
0.52 0.4127 1.6108 0.2562 0.9992 0.2214 0.1665 1.0165 0.5341
0.53 0.4227 1.6308 0.2592 0.9982 0.2261 0.1718 1.0243 0.5513
0.54 0.4327 1.6509 0.2621 0.9968 0.2308 0.1772 1.0319 0.5685
0.55 0.4426 1.6710 0.2649 0.9950 0.2355 0.1826 1.0393 0.5857
0.56 0.4526 1.6911 0.2676 0.9928 0.2402 0.1879 1.0464 0.6030
0.57 0.4625 1.7113 0.2703 0.9902 0.2449 0.1933 1.0533 0.6202
0.58 0.4724 1.7315 0.2728 0.9871 0.2497 0.1987 1.0599 0.6375
0.59 0.4822 1.7518 0.2753 0.9837 0.2545 0.2041 1.0663 0.6547
0.60 0.4920 1.7722 0.2776 0.9798 0.2593 0.2094 1.0724 0.6718
0.61 0.5018 1.7926 0.2799 0.9755 0.2642 0.2147 1.0783 0.6889
0.62 0.5115 1.8132 0.2821 0.9708 0.2690 0.2200 1.0839 0.7060
0.63 0.5212 1.8338 0.2842 0.9656 0.2739 0.2253 1.0893 0.7229
0.64 0.5308 1.8546 0.2862 0.9600 0.2789 0.2306 1.0944 0.7397
0.65 0.5404 1.8755 0.2881 0.9539 0.2839 0.2358 1.0993 0.7564
0.66 0.5499 1.8965 0.2900 0.9474 0.2889 0.2409 1.1039 0.7729
0.67 0.5594 1.9177 0.2917 0.9404 0.2939 0.2460 1.1083 0.7893
0.68 0.5687 1.9391 0.2933 0.9330 0.2990 0.2511 1.1124 0.8055
0.69 0.5780 1.9606 0.2948 0.9250 0.3041 0.2560 1.1162 0.8215
0.70 0.5872 1.9823 0.2962 0.9165 0.3093 0.2610 1.1198 0.8372
0.71 0.5964 2.0042 0.2975 0.9075 0.3144 0.2658 1.1231 0.8527
0.72 0.6054 2.0264 0.2987 0.8980 0.3197 0.2705 1.1261 0.8680
0.73 0.6143 2.0488 0.2998 0.8879 0.3250 0.2752 1.1288 0.8829
0.74 0.6231 2.0715 0.3008 0.8773 0.3303 0.2798 1.1313 0.8976
0.75 0.6319 2.0944 0.3017 0.8660 0.3357 0.2842 1.1335 0.9119
0.76 0.6405 2.1176 0.3024 0.8542 0.3411 0.2886 1.1353 0.9258
0.77 0.6489 2.1412 0.3031 0.8417 0.3466 0.2928 1.1369 0.9394
0.78 0.6573 2.1652 0.3036 0.8285 0.3521 0.2969 1.1382 0.9525
0.79 0.6655 2.1895 0.3039 0.8146 0.3577 0.3008 1.1391 0.9652
0.80 0.6736 2.2143 0.3042 0.8000 0.3633 0.3047 1.1397 0.9775
0.81 0.6815 2.2395 0.3043 0.7846 0.3691 0.3083 1.1400 0.9892
0.82 0.6893 2.2653 0.3043 0.7684 0.3748 0.3118 1.1399 1.0004
0.83 0.6969 2.2916 0.3041 0.7513 0.3807 0.3151 1.1395 1.0110
0.84 0.7043 2.3186 0.3038 0.7332 0.3866 0.3183 1.1387 1.0211
0.85 0.7115 2.3462 0.3033 0.7141 0.3927 0.3212 1.1374 1.0304
0.86 0.7186 2.3746 0.3026 0.6940 0.3988 0.3239 1.1358 1.0391
0.87 0.7254 2.4039 0.3018 0.6726 0.4050 0.3264 1.1337 1.0471
0.88 0.7320 2.4341 0.3007 0.6499 0.4113 0.3286 1.1311 1.0542
0.89 0.7384 2.4655 0.2995 0.6258 0.4177 0.3305 1.1280 1.0605
0.90 0.7445 2.4981 0.2980 0.6000 0.4242 0.3322 1.1243 1.0658
0.91 0.7504 2.5322 0.2963 0.5724 0.4308 0.3335 1.1200 1.0701
0.92 0.7560 2.5681 0.2944 0.5426 0.4376 0.3345 1.1151 1.0733
0.93 0.7612 2.6061 0.2921 0.5103 0.4445 0.3351 1.1093 1.0752
0.94 0.7662 2.6467 0.2895 0.4750 0.4517 0.3353 1.1027 1.0757
0.95 0.7707 2.6906 0.2865 0.4359 0.4590 0.3349 1.0950 1.0745
0.96 0.7749 2.7389 0.2829 0.3919 0.4665 0.3339 1.0859 1.0714
0.97 0.7785 2.7934 0.2787 0.3412 0.4743 0.3322 1.0751 1.0657
0.98 0.7816 2.8578 0.2735 0.2800 0.4823 0.3294 1.0618 1.0567
0.99 0.7841 2.9413 0.2666 0.1990 0.4908 0.3248 1.0437 1.0420
1.00 0.7854 3.1416 0.2500 0.0000 0.5000 0.3117 1.0000 1.0000



Related Content:

Nicola Rainiero

A civil geotechnical engineer with the ambition to facilitate own work with free software for a knowledge and collective sharing. Also, I deal with green energy and in particular shallow geothermal energy. I have always been involved in web design and 3D modelling.

Add new comment

The content of this field is kept private and will not be shown publicly.

Plain text

  • No HTML tags allowed.
  • Web page addresses and email addresses turn into links automatically.
  • Lines and paragraphs break automatically.
CAPTCHA
This question is for testing whether or not you are a human visitor and to prevent automated spam submissions.