This loads a preset standard set of data appropriate for Malaysian modeling projects.
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1 XP Software On-Site Detention (OSD) Example Step 1 Open xpswmm2010 program Or from Start menu select Programs XPS - then select xpswmm2010 Select Create From Template Save file, e.g. Filename.xp The program will jump to Templates folder - click on Malaysia folder Select file MalaysiaTimeArea.xpt This loads a preset standard set of data appropriate for Malaysian modeling projects. Check model layer Select RNF button to enter Runoff layer 1
2 Add CAD layer as background. On the Layer Control Panel, check the visible box for CAD Files. Highlight the CAD Files layer and right click. From the popup menu, select Load CAD File. Select Node button from tool strip With left mouse button place node at the center of the lot. This node represents the outlet of a catchment for a development site. Change Node 1 name to your desire name (OSD) using attributes menu or right mouse click Properties or select Node (highlighted) & double clink on text. As the Malaysia Master Time Area.xpt template file contains most of the data necessary to run any drainage system in Malaysia it is only necessary to add the local sub-catchment and connecting hydraulic links, rainfall pattern and intensity plus soil infiltration data. 2
3 Pre development flow At RNF layer, enter sub-catchment (Development contributing area) data to node OSD Users can 1. Import the catchment area from CAD file (if the catchment area is already drawn in CAD file). Right click the CAD file at the left hand panel. Select CAD property equivalent to catchment area click Next Select Catchment click Finish 2. Draw catchment area using Polygon tool at right hand penal. Highlight Catchment & use polygon tool to draw the catchment area, Link the catchments to the nodes. Select a catchment. Move the cursor over the centroid. The cursor will appear as shown above. Hold the left button down and draw a line to node OSD. The cursor will appear as a cross. Release the left button and a popup menu will appear. Designate the area as Subcatchment 1 for Node OSD. 3
4 3. Enter the data directly Double left mouse click on node OSD to bring up data entry dialogue. Note: Used Ruler tool to measure catchment area Enter data for first column (Impervious sub-area) and second column (pervious sub-area) 4
5 Swale drain Garage Runoff Directon Area draining to OSD storage DCP A Lot drainage system Dwelling OSD Storage Swale drain to intercept and divert upstream flow around OSD storage Runoff Directon Runoff Directon Open drain A Brick retaining wall Secondary outlet STREET OSD Storage Brick retaining wall (secondary outlet) DCP (primary outlet) Open drain SECTION A-A Impervious area: Dwelling = m2 Garage = 30.2 m2 Driveway = 40.6 m2 Surface paving and paths = 49.5 m2 Total = 236 m2 (0.0236ha) Pervious area: Lawns and Gardens = 311 m2 (0.0311ha) As Time Area hydrology method is being used; width of catchment & Slope are NOT used so default value of 1 is used. Default unit for Slope of sub-areas is in m/m. Check unit by placing cursor close to the input box, the unit information will popup. 5
6 Users may change the catchment slope unit from m/m to % using Configuration Parameter. Users can Enable or Disable the configuration. Click on first column 1 heading to bring up further dialogue Select Unit Hydrograph Select Time Area and input a 30 min time of concentration. Select OK 6
7 Rainfall Intensity Estimation Intensity-Duration-Frequency (IDF) relationship is given in MSMA Table 13.A1 for 36 major cities throughout Malaysia. For intensities with a TC less than 30 min, MSMA Equation 13.3 and Table 13.3 (Fd values) can be used. A utility is included with xpswmm to calculate the IFD (intensities). Using MSMA equation 13.4, the rainfall depth can be calculated from the intensity by multiplying the intensity by the storm duration (in hours). The total depth is entered in xpswmm as a multiplier for temporal patterns in MSMA Tables 13.B1 and 13.B2. Go to Tools Launch Application Open MalaysiaIFD.exe calculator Load city closest to your project location to obtain the design rainfall Go to RNF layer Job Control 7
8 Click on Global Storms, select 10 years storms. xpswmm uses its Global Storms feature to analyse multiple storm durations to determine which event will be the critical design storm for a given ARI. For this example, the total rainfall depth data for Kuala Lumpur will be entered into the Global Storms. The Insert Storm and Delete Storm buttons are used to add and delete lines. The up and down arrows are used to arrange the storms in the list. Setting up the loss model. Users can set up their own loss models. Click on the Infiltration button in the subcatchment hydrology dialogue box. Now you will see the infiltration global database dialogue (Alternatively you may access this dialogue box through configuration Menu/Global data). Example: Type in Pervious and click on Add, now click on Edit and select the Horton method. 8
9 This example started from the template file, so we have a list of infiltration to be selected from Global Database. Click on Infiltration button, select C1 for Pre Dev model. For Post Development model select D4 to represent impervious roofs and paths Go to Global Data under Configuration Menu to see descriptions of preset Infiltration types A1 to D4 9
10 Select C1 infiltration for second sub-area. Return to network window by selecting OK buttons Before running the model, go to Mode Properties (Under Configuration). If running only RNF layer, check RUNOFF mode only Click on Solve Icon button far right of tool bar to Solve the selected modes. Save default output name 10
11 Single Click on OSD node and then press Review Results icon on tool strip to view hydrograph at development site outlet for 10 yr ARI storms. This is based on time-area hydrology with tc equal to 30 minutes. Pre Dev 10 Years ARI - Peak Flow is 8.8 l/s. Critical storm is 60 min as it produces the highest peak flow. Pre Development 10 Years ARI 10yr 10min [Max 0.007] 10yr 15min [Max 0.008] 10yr 30min [Max 0.008] yr 60min [Max 0.009] 10yr 120min [Max 0.006] Flow Sun Jan AM 2AM 3AM 4AM Time For this example, the site is conservatively taken as closer to the bottom of the catchment. From the chart below permissible site discharge (PSD) = Qpre PSD/Qp PSD/Q p Top of the Catchment tcs/tc Bottom of the Catchment 11
12 Run a Post Dev model with OSD on and allows it to be designed not to exceed PSD. Toggle to Hdr (Hydraulic) layer and add the rest of hydraulic elements. Development Site Sub-catchment Weir Orifice Outlet at Free outfall or fixed backwater 150mm dia outlet pipe Orifice & Weir are represented by multi links. Select Orifice link, right click and choose Multilink from the popup menu. Double click on Orifice link to open the Multi Link dialog, right click & pick Multi links. Multi Links are represented by broken lines. Triangle shape for OSD node means storage function is on. If there is no storage at the OSD node, you can turn it off by Unchecking Storage in the Node dialogue. The OSD is to be sized to contain the 10 yr ARI storm 12
13 Double click at OSD node, input Spill Crest, Invert & Storage data. Area of (7.5 m3) storage at top water = ha, based on 0.3 deep rectangular storage with high early discharge 13
14 Input data to Outlet 1 Click on Outfall button & set Fixed Backwater 1.2m as outlet control. 14
15 Input data to Outlet 2 Click on Outfall button & set Free Outfall as outlet control. 15
16 Input Links data Double click at Orifice link & input Orifice area Orifice diameter = 60 mm. Area = m 2 Double click at Weir Link & input Weir data 16
17 Double click at OutletPipe Link & input conduit data 17
18 Solve RNF & HDR layers Flow at Weir 10 year ARI 60 min Storm [Max Flow = ][Max Velocity = 0.00] Upstream Elevation Downstream Elevation Flow Elevation (m) Flow (cms) Sun Jan AM 2AM 3AM 4AM Time OSD Stage [Max Stage = 1.512] 1.5 Surface Elevation = Stage (m) Sun Jan 1995 Invert Elevation = 0.70 Crown Elevation = AM 2AM 3AM 4AM Time Flow for 10 years ARI 60 min at Outlet [Max Flow = ][Max Velocity = 1.52] 0.75 Upstream Elevation Downstream Elevation Flow Velocity Elevation (m) Flow (cms) Sun Jan AM 2AM 3AM 4AM Time Velocity (m/s) A storage of 7.5 m 3 with 60 mm diameter orifice results in a maximum water depth in storage of 0.812m. The primary outlet (orifice) has a discharge of 6.9 l/s and the discharge over the secondary weir outlet is 4.7 l/s. A secondary outlet (Weir) is designed to direct access water from storms greater than 10 ARI to the drain. The pond needs to be resized so that the secondary outlet has no flow for 10 ARI storm. 18
19 Based on a couple of trials, a storage volume of 10.1m 3 with a 70 mm diameter orifice satisfied the OSD requirements. Change orifice area to * 0.035^2 =0.0038m 2 Change storage to 10.1m 3 Surface area in ha = 10.1/10000 /0.300 = ha 19
20 Re Solve model Secodery Outlet - - Weir [Max [Max Flow Flow = ][Max = Velocity = 0.00] = 0.00] Upstream Elevation Downstream Elevation Flow Flow Elevation (m) Elevation (m) Flow (cms) Flow (cms) Weir has no flow for 10 years ARI storm Sun 1 Sun Jan Jan AM 1AM 2AM 2AM 3AM 3AM 4AM 4AM Time Time 1.5 OSD Stage [Max Stage = 1.462] Stage (m) Elevation (m) Flow at Primary Outlet [Max Flow = ][Max Velocity = 1.56] Upstream Elevation Downstream Elevation Flow Velocity Sun Jan 1995 Invert Elevation = Crown Elevation = AM 2AM 3AM 4AM Time Outflow through orifice and pipe is 8.8 l/s ( PSD) Flow (cms) Sun Jan AM 2AM 3AM 4AM Time Velocity (m/s) 20
21 Storage with high early discharge (HED) control pits was adopted in this example. If a HED control is not used, the storage requirements will increase to meet the same PSD HED Note that the above result is based on a rectangular tank type storage. If the storage is ultimately triangular in profile, then the storage stage will change. 21
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