These results are for the perfect site, and should be treated as a first step. There are many other things that should be considered before
the final design. For instance:-
Are there any clashes with other pipes or obstacles, requiring the pipes to be raised or lowered?.
If the pipes won't drain because the final IL is too low, it may be necessary to have a "charged" pipe somewhere.
If there are many pipes entering a pit, (especially if they are not at right angles to each other) the pit size should be checked to see if all the pipes will fit.
Sometimes the required cover can be reduced by using a steel pipe, or encasing in concrete.
There may be requirements for Gross Pollutant traps, or On Site Detention (OSD) ponds.
This program is designed to give the shallowest pipe system possible. Sometimes if the pipes will still drain, it may be more economical to steepen
some pipe sections to give a smaller pipe diameter. The economics of this however, depends on the length of the pipe involved,
and the increase in depth/excavation.
The program generally conforms to the method outlined in the Australian Plumbing Code AS/NZS 3500.3:2018.
However it differs in the following manner.:-
The code calculates the total equivalent Impervious area draining to each pipe section, then uses a suitable cmentType21 ARI
from Table 5.4.3 to calculate the design flow for all pipes
(The equivalent impervious area of each catchment is its area multiplied by its coefficient of runoff).
This could mean that box gutters designed for a storm return period of 100 years are draining into pipes of a storm return period of 10 years.
Although this may sound strange, it would be very unusual to have two different storm intensities occurring at once on a small building site. So a
suitable storm intensity for all pipes must be chosen, normally around 1 in 10 years, if no damage is likely to occur.
If a storm is greater than the pipeline design storm, there will be a surcharge, and maybe some ponding somewhere.
This must be allowed for in the design. Usually with an overland flow path.
However it could also lead to the case of having large pipes from the roof draining into smaller underground pipes, which is not allowed.
So to make life easier, and avoid such problems, this program calculates the runoff from each catchment
for the required storm, then sums the runoff
(not the equivalent impervious area) into each pipe section. Hopefully this minimises the possibility of larger pipes into smaller pipes,
and reduces overflowing during larger storms.
But it does mean that the design will have a slightly longer ARI than the Code requirement.
Which is a good thing.
You might think that this will produce larger pipe sizes, well this is not necessarily the case. Pipes do not come in increments of 1mm dia,
so a design requiring a 101mm pipe (say) will require the next larger pipe size, which is 150mm dia.
A 150 dia pipe has a capacity of about 3 times the capacity of a 100mm pipe. So if our pipe is upgraded from a 100 to a 110 dia pipe,
it will still result in a 150 dia pipe.
Allowable intensities as per Australian Plumbing Code:-
Box gutters : ARI 100, for 5 mins (NZ ARI 50, 10 mins)
Eaves gutters : ARI 20, for 5 mins (NZ ARI 10, 10 mins)
Surface (dwellings) ARI 10, for 5 mins (NZ ARI 10, 10 mins)
Surface no danger of damage: ARI 2 for 5 mins (NZ ARI 10, 10 mins)
International, and Uniform Plumbing Code ARI 100,1hr all catchments)
ARI: Average recurrence Interval
C: Coefficient of runoff
C - Impervious surfaces : 0.9
C - Pervious Surfaces : 0.3 - 0.8
Default C: 0.8 (User can modify)
If you wish to take advantage of these smaller allowable Intensities for places not listed in the program,
Using the Program:
Draw a plan showing all Catchment areas and pipelines. Example.
Calculate the area of all catchments entering the pipe system. (don't forget external catchments)
Give all Catchment areas a number.
Give all pipe junctions and entry points a letter. (If you run out of alphabet, start doubling up eg aa, ab, ac etc)
Select a location, or enter your own intensities in the relevant ARI boxes. Learn More
- Enter Catchment Areas
- Choose a Catchment Type. This will automatically select the right intensity, coefficient of runoff, then calculate the flow.
For pervious Catchments, the user can modify the coefficient of runoff if required.
Enter the upstream (U/S) points of each pipe section in the pipeline table.(can be Numbers or letters)
Enter the Downstream (D/S) point of each pipe section (can be only letters, as a pipe can't drain to a catchment)
To avoid confusion, everything entered in the U/s or D/s columns will appear in UPPERCASE, regardless of the setting of the "capslock" key.
Re-entering certain crucial items will remove all calculation results depending on that item. This is so that you are forced to press a recalculate button, and not
accidentally accept the previous calculations.
If catchments drain to a DP, give the DP the same number as the catchment.
If catchments drain to a pit, field inlet, RWO or similar, give the pit a name starting with a letter and ending with a number.
This helps to alert the program to allow a 20mm fall (Code requirement) through the pit if there is any incoming pipes.
Press one of the calculate buttons and that's it. This will also commit your entries to memory, allowing you to
navigate away from the page and not loose your entries. Conversely, if you make a mistake entering something, which has deleted something else,
just refresh the page before pressing any submit buttons.
The pipeline sections can be entered in any order, for instance the main line can be entered first, then all the branches,
or you can stop at each junction and enter the branch. As long as all the catchments enter the pipe system,
and all the pipe sections connect to each other, with ultimately only one outlet.
It is important to give the catchment areas numbers and the junctions (nodes) letters.
This enables the program to differentiate between the two.
A catchment draining directly to a field inlet (gully pit, junction pit, RWO etc) does not have an associated pipe.
Whereas a downpipe draining to a field inlet does have a pipe. To avoid confusion as to what is a catchment area and
what is a downpipe, the program will determine any non existent pipes and mark as such.
When determining invert levels however, everything will still work out, because the nonexistent pipe will not have a length, or an upstream IL,
so nothing will appear in the IL box.
For a large project its surprisingly easy to stuff it up at this stage; but don't worry, the program is keeping an eye out for
such things, and will hopefully tell you what went wrong and how to fix it.
Selecting the 'catchment type' will automatically allot the correct rainfall intensity and coefficient of Runoff.
Each 'catchment type' has a different allowable rainfall intensity, which relates to the severity of damage should a problem occur.
So a box gutter has the highest intensity, and 'no damage' has the lowest.
A 'no damage' catchment is one that probably doesn't need a drain at all, but a drain is put in so that water doesn't flow across a walkway or
driveway etc. If all drains to this area are completely blocked, water will overflow to a point of lawful discharge without damage.
For all impervious catchments other than roofs, (concrete, tiles, bitumen areas etc) the coefficient of runoff is 0.9 (clause 5.4.6(a)(ii)).
'Box G' stands for box gutter and 'Eaves G' stands for Eaves gutter.
Pervious surfaces include grass, rocks, gravel, sand, etc. The coefficient of runoff can vary markedly for these areas.
The program default is 0.8. However the user can change this to anything (except greater than 1). The figure of 0.8 is high in the scheme
of things, but will allow for all those concrete paths, and roadways to be included in the catchment. Also the figure is still a
best guess. However the user can lower this, for say large sandy areas, to see if it makes much difference to the pipe sizes.
Other surface catchment types include ARI 20 if water is likely to pond around footings, and ARI 100 if water is likely to run into the building.
This can occur if there is a sunken courtyard somewhere. However to be safe, the ARI 100 pipework should extend to a suitable surcharge pit, or discharge point.
The surface level of which should be lower than the input SL of the ARI 100 catchment.
The program will calculate the flow in each pipe section, and the required theoretical pipe size, using the minimum allowable grade
for that pipe diameter. Learn more.
If there is no available pipe of that exact diameter, the program
selects the nearest available larger pipe and displays the
nominal diameter (DN). It also shows the capacity of that pipe at the entered grade,
and the velocity when flowing full with the 'design' flow.
The program uses the Colebrook-White formula with roughness coefficient "k" = 0.015 as per the Code.
This is only suitable for smooth bore pipes as in plastic, copper or stainless steel.
If the calculated flow requires a pipe larger that 600 mm dia. then the theoretical pipe size is displayed, It is then up to the user to
find the nearest available suitable size.
Pipe sizes will not go below 90mm, as this is considered the minimum for storm water drainage for building sites.
If the pipe capacity is much greater than the design flow, meaning the theoretical pipe size is much smaller, then steepening the grade a bit may be just enough to reduce the pipe size.
However no downstream pipe can be smaller than an upstream pipe (for blockage reasons).
If this situation is detected the program will upgrade the downstream pipe to the largest upstream pipe.
The program will tell you if this situation exists by highlighting the offending pipes in dark pink, like so,
If you have to use a number of smaller pipes to enter a kerb, do this in a grated pit, situated so that any blockages can flow out of the
top of the pit without causing damage. Do not use manifolds, junctions, etc.
This program does not calculate the size of vertical pipes.
The downpipe size must be calculated in one of the other programs.
However, the graded pipe from the DP, will be sized no smaller than the recommended minimum vertical pipe dia.
More info on vertical pipe diameters.
This means that if the DP is larger than the graded pipe, the size can be reduced by the use of a funnel section.
The length of this transition section, is dependent on the water depth required to push the required flow into the smaller pipe.
This length is given in the program.
and rectangular pipes can also be calculated. This is done using the Hazen Williams formula with a coefficient
of friction suitable for concrete pipes (140).
There is also the capability of using more than one pipe. This is usually necessary when draining large areas to the kerb and channel,
where the outlet pipe is 150mm or 225mm and the pipe diameter into the kerb is limited to 100mm or less (usually).
In this case we could split the flow (in an access chamber) into a number of pipes. Galvanised steel RHS are usually good.
Some local Authorities limit the number of pipes to 3 in any one location. (Locations separated by 6m).
Other Authorities limit the flow, or the velocity, at any one point into the kerb.
This is required so that water doesn't overshoot the gutter and flow across the road, being a hazard to traffic.
Please check for your Local Authorities requirements.
Calculating Invert Levels (IL):
Should you wish to do this, the surface level and length of each pipe section must be entered where the program requests it.
And elsewhere if there is a change in surface grade that could effect the pipe cover, or pipe grade.
The program can allot a default cover requirement for all pipelines, or the user can allot individual cover requirements.
The lowest invert level draining to each point is calculated. If there is no change in pipe size upstream to downstream,
this invert level becomes the next downstream pipeline's upstream invert level, unless there is a pit at this point.
In which case a 20mm fall is given across the Pit as required under the Code.
If there is a change in pipe size, ie the D/S pipeline is larger,
then the obvert levels are lined up, and the invert level drops by the difference in pipe diameters.
The obvert level is the level of the inside top of the pipe.
The reason for this, is that the obvert is where the water level is when the pipe is full. so to avoid raising the water level during a pipe size
change, it is best to lower the IL.
Finally, the program will check that the invert level of the outlet pipe is equal to, or above the proposed point of discharge,
and all pipes have the required amount of cover. If the pipe grade has to be steepened from the minimum, to achieve this,
this will be highlighted with a dark pink background like so,
The program calculates pipe sizes using the minimum grade for that pipe diameter. This is suitable for flat sites.
However if you have a sloping site, it is best to calculate the grade of the surface between each pipe section,
and use that in the table. This will give more economical pipe sizes, and will also give invert levels that
will help to keep the pipe underground.
Also if a grade is entered that is flatter than the allowable, the program will change it back to the allowable minimum.
Any grades that have been made steeper than the minimum allowable, are highlighted in pink like so
This can occur through user input, or by the program when calculating invert levels, or various trials where the grade is kept from the last calculation.
To get the minimum grade back, delete the pink one and recalculate.
To limit energy losses, the Code suggests a maximum velocity of 1.5 m/s out of pits, and a maximum of 2 m/s elsewhere.
The flow velocity is calculated using the full pipe diameter at the design flow.
If the velocity exceeds 2m/s (or 1.5m/s from Pits) , the pipe size is increased until the velocity falls below the required maximum.
This is again shown with a dark pink background
Ponding depth, Grate, and Pit sizes.:
Choose a suitable ponding depth. If the inlet is in a walkway, the acceptable ponding depth may be only a few mm.
If in a grassed area or roadway, the ponding depth may be calculated from the surrounding surface levels.
The top water level should be at least 300mm below any finished floor level.
The program calculates the length of one side of a square inlet grate from three different equations, and displays the largest result.
All the equations allow for 50% blockage.
1. From AS/NZS 3500/3:2018 eqn 184.108.40.206
2. The Qld Urban drainage Manual eqn 7.4 (weir conditions)
3. The Qld Urban drainage Manual eqn 7.5 (orifice conditions)
The biggest size is shown.
If the answer is shown with '_P' this means that the Perimeter
is significant, and the weir formula was used.
So if you want to make a different shape opening, the perimeter/circumference must be used. (grate side * 4)
If the answer is shown with '_A' this means that the Area
is significant, and the orifice formula was used.
So if you want to make a different shape opening, the area must be used. (grade side * grate side)
It sounds counter intuitive, but for a given flow and weir length (or orifice dia), there is a certain depth of water required to pass that flow.
If this depth of water is reduced, a longer weir length (or greater orifice dia) is required to pass the same flow.
Therefore, reducing the ponding depth will increase the required grate or orifice size, and visa versa.
Sometimes greater ponding depths will give ridiculously small grate sizes. Don't use anything less than 100 or 150 dia rain water outlet.
Conversely, sometimes small ponding depths can give ridiculously large grate sizes, which in turn require ridiculously large Pit sizes.
If either of these problems occur, the program will highlight in pink, for change to the default size, or in red for a serious change in the default size.
If you want to make this an access pit, don't go less than 450 sq.
Number of Catchments, or Pipe lengths
There is no limit to the number of catchments, or pipelines that can be entered. Just press the (+ rows) or the (-Rows) button.
Exporting to a CSV file:
Both the catchment table, and the pipeline table, can be exported to a CSV file.
This file can be imported into a spread sheet to manipulate and use as you require.
A spreadsheet template is available for download to help with this.
This template will also produce a basic elevation of the pipe system. With a few additions you can produce a diagram as shown below.
It is always a good idea to check the pipework elevations. This gives a visual representation of the results, and can help to
identify if anything has gone wrong.
Overland flow path:
Also, should you wish to design an overland flow path, or put all this water into an open channel, this can be done here.
It is the users responsibility to ensure that all data is entered correctly, and the program is suitable for the purpose intended, and the results have been checked
against particular site conditions.
Further Notes and Instructions.
If you find that the programs save you heaps of agro, please feel free to