Sedcad 4 manual

On every graph screen, a button called "Save to Text" is now displayed. Filename and location are user-specified. Build This problem did not affect the vast majority of users. This is a refinement of the original Perforated Riser routine, which allows for all sizes of holes large and small. Note that when using the Enhanced PerfRiser, locate the orifice using the invert of the hole. R Annual Method The average annual R method is used to determine the sediment storage needs based on the ratio of the RUSLE annual R factor to the calculated R storm value and the rhe anuual sediment yield ro the storm sediment yield.

Since storm sediment yield is calculated, R stoem is calculated as a function of the rainfall amount and disrribution, and R annuaI is input by me user, then rhe only unknown is me annual sediment yield. Sediment Requirement. Y and Ra are input values. Dislurbed Acres Melhod This sediment sto rage volume methad is based on using a rule-of-rhumb, such as 0. When ,he SEDeAD 4 usee checks har a subwatershed is disturbed in he subwatershed input seree n , then aJl of ,hose des igna,ed disturbed areas, up-gradien, of a sediment control structure hut down-gradient of che previous sedimenr control structure, are added together and his cummulative area is multipli ed by he specified rule-of-thumb fac'or.

This methad is similar [O Disturbed Acres mechad, but he total contributing area regardless of disturbed status oc any up-gradient sediment control is used instead of only me design ated disturbed areas.

A multiplier of 0. User-defined Sediment Storage The user simply enters the ac-ft of pond storage to be dedicated to sediment srorage. The easiest way ro use this is to review the calculared clevarion-areacapacity rabIe and nore ar what elevarion sedimenr will be removed from me sedimenr basin. Enter me corresponding ac-ft of srorage.

Dead space refers ro the volume of a pond rhat does Dor signifjcandy contribute to mixing. Leng,h would be defined from ,he inle, of ,he pond ro the principal spillway inlet.

Wid,h is generally perpendicular 'o ,he leng,h. Thc downgradient watershed wiU remain forested while [he up-gradient warcrshed is clear-cut. The concern is. Design a sedimenr basin thar wiU effecrively reduce che sediment load for the 10 yr hr design srorm.

For this example the analysis will be conducted only fOI. The dcsign informadon char needs ro be enrered prior ro che dcsign of che sediment basin is che:.

Storm Input Informaron is needcd abom he stocm distribution, i. Storm Type and the rainfall 10' Con tour Intervol Sediment 8asin Design Exomple amount associated with he 10 yr he design storm. Referring to the NOAA atlas, the rainfall amount for the 10 yr hr storm is 3. Particle Size Distribution The eroded particle size distribution is input by first selecting he sedimentology option buc on.

Prior to entering he data, he filen ame and first distcibution label will be prompted for. Enter the following data:. Subsoi[ Topsoil 9 1. Networking Networking for mis example is suaightforward - simply cliek on the Networking bunoo, [hen click me Add a Structure bunoo, and selecr a Pondo Since only one structure is used, structure 1 auromatically flows ro che outlet designated as zero and no Muskingum rouring between structures 1S nceded.

Subwatershed Information Two subwatersheds are specified foc his example. The area can be determined from various methods. SWS2: area equals Time of Concentrabon SWSl: the hydraulically longest flow path is es timated to be ft of.

The vertieal e! Flow path 1: To enter this information and determine the time of concentration, cliek the edit button, cliek Add a Flow Pam button, seleet Nearly Bare The slope, overland flow velociry and incremental time of concentration are displayed. Flow pam 2: Next aeeount for the ehanne! Click on. Add a Flow Parh bunon, selecr Gully, diversion The resulting time of concentration is 0. At ficst eonsidecation, one may figure a longer flow path but ir is difficult ro see small gullies on a scale of ft pec nch.

The ncxt flow patb is 8 foc a vertical drop of about This is followed by a vertical drop along me main s[ream of 50 ft with a horizontal dis[ance of ft; using category 8. The rime of concentration is 0. To accomplish [his click on [he edit bunan foe rouring from subwatershed. Selecr 8, enter 50 foc vertical and 11 50 foe horizoncal, which results in a Muskingum K of 0. Select Hydrologic Soil Group B. Select Other Agricultura! The curve number for brush is Since cut limbs would not afford the same protection of me soil or sigoificantly inerease the infiltration rate a oearly bare soil condition rnay be more appropriate for this exarnple.

Under the Agricultural category, fallow bare soil has a CN of 86 and under the Urban category. These values are expected to be a bit too high since significant surface storage is expected io che depressions and the trirnmed limbs stilI provide sorne interception of raiofall. Depending on the coodicion of ehe clear-cut arca, a eN of perhaps berween 82 and 84 may be mase representative. For this example. SWS2: The Curve N umber for a heavily forcsted watershed can be obtained by clicking the edit button.

The forested watershed is eo nsidered to be between faie and good coodition so a eN of 57 is used for rhis example. Unit Hydrograph Shape SWSl: The dimensionless unit hydrograph shape is expecred to be fast due to the land use previously described. Sinee the time af concenteation is less than 0.

SWS2: The dimensionless unit hydrograph shape is cansidered to be slow. Representative Leogrh and pe The represematve SWS length and corresponding slope gradient can be estimared by viewing [he flow of runoff at severallocations within che SWS. The lISey is cautioned that the longest Jlow path should not be used. A representative length is needed. The applicable definition to keep in miod in determining che represcntarive lengrh is he disrance from che origin of overland flow ro where concenrrated Row oc where significant deposition Decurs.

A1so it should be kept in miod that the data base has slope lengths to about fe. A longer slope length may be realized, but me slope would almosr have to be regraded or rerraces urilized. SWSI: Viewing the example figure, the representative slope length is probably between and fe. But in an undisturbed SWS mar is heavily foresred, rhere are numerous opportuniries foc significanr deposirion.

Since rhe factor will be low for an undisturbed fores[ [he sclecton of L and S are nor especially crirical. Considering a site in fair condition, select Fair, no cover from the Soil and Weed Cover list. A C value of 0. Disturbed SWSI: is flagged as disturbed, strictIy to provide ioformation for the option of using a "disturbed area" rule-of-thumb method of specifYing sediment storage for rhe sedimenr basin. Graphs C1ick on the Hydrograph Button.

Now go to reports and sdeet Strueture 1 SWS's. The The sedimentology portion of he ourput shows rhar almost a1l of he sedimenr is associated wirh he clear-cut site Similarly, che peak sediment concentration. DO "'''' L'IO. D58 nl. Pond Inputs: Hydrology Elevation-Area Referring ro the example figure, an embankment has beco drawn connecting. Also [he rop width and sideslopes are drawn. The inirial cmbankment is 20 fr high. Since chis is a first estimare of me designo 10 fr elevarions will be used.

Elevation-Discharge This example will initially employ an emergency spillway and a drop inlet. Emergency Spillw. For rhis design example, use an emergency spillway e1evation of , and a lengrh of 30 ft. The emergency spillway will usually be placed adjacent to the dam. For rhis design example, use an initial borrom width of 8 fr, and 2: 1 side slopes. Dead Sp. The peak flow was reduced frorn The pre-development peak flow was 7.

Sediment trap efficiency is Eflluent concentration forTotal Solids is Peak seuleable solids are 1. The peak elevation of me 10 yr hr desigo SIorm is The peak discharge should be reduced 10 pre-development conditions. A cost-effective way to try and accomplish mese objecuves is ro use passive dewatering. The simpleSl appreach is to replace me drop inlet wim a perforated riser. Change the drop inlet to a perforated riser by clicking on the Design buu on. Riser and barrel parameters are idemical to [he drop inler parameters, and two B1.

With he perforatcd riser, he results are changing in he righr direcrion. Peak discharge is now 7. Peak serrleable solids has been reduced ro 0. Trap efficiency increased from The oeher advantage is thar the peak elevation decreased frOID Thus, he advantages of a.

Peak flow, serrleable solids, and peak elevation are a1l reduced and trap efficiency is increased. Peak Sedimenr Cone. Ourpur design paramerers for bom rhe permanenr pool drop-inler and passive dewatering perforated ciser principal spillway options are shown.

The advantages of a passive dewatering system are evident. The permanent pool is. Peak settleable sediment effluent concentration is reduced by a factor of7. Volume weighted average is likewise reduced. The only advantage of the permanent pool can be seen in the peak total sediment concentrarion,. This is due to me inicial dilurioo effecr cf [he rnuch larger permanent pool. Setdcable solids are nor as greatly affecrcd by dilurion, sincc [he faH velocity is so much greater than thar of cIay and very fine silt particles.

Deposirion care facraes exceed [he dilurion effect foe settleable solids. It should be nated rhar several interactions are being combined ro obtain [he final results. A larger permanenr pool provdes dilutioo of incorning sedimentladeo flows. However, the larger permanent pool has disadvantages cf releasing discharge at higher cates [han [he passive sysrcm.

Also, rhe permanent pool has the disadvantage of a geeater fall depth foe sediment particles ro enter he sediment storage zone where they are assumed [O be peemaoently trapped. These disadvantages ate manifested in a highee peak stage, higher peak discharge. The advantage of the large pcrmanent pool is dilution of incoming sedimenc-Iaden water. In contrasto the passive dewatering system has very liule dilutioo effect.

The disadvaotage of a much lower dilucion potential during the initial sedirncnt discharge combincd with a much lower dischaege, i. If this final point is only viewed in the perspective of actual peak values, than a very essential paim is mssed.

Although me peak sediment concentrarian is higher for the passive sysrem in comparison to rhe permanent pool system, this higher value is associated wirh a very small discharge which is easily dilured upon entry into the fluvial sysrem. Tradeoffi among dilution, sediment partide fall depth, as they alfect peak discharge, trap efFiciency, peak rotal sediment concentradon. The ends of [he silr fence muse be instal1ed sufficiently upgradient of [he contour such rhar [he silr fence funcrions as a miniature clam and runoff i5 flor allowed ro flow around he edges.

Silt fence sediment trap efficiency is influenced by the peak flow, eroded particle size distrihution, slurry flow cate through [he silr fenec, and prior. Sediment control is required to protect the wedand. The sail is classified as a sandy loam and the hydrologic soil group is A. The vegetated areas consist of grass wirh approximare 60 percenr ground cover.

No orher significant vegeratian is presento Regulations require a 10 year haur design storm. The design informarion thar needs ro be enrered prior ro design af rhe silr fence is rhe:. Storm Input Infarmarion is nceded foc rhe scorm rype and rhe rainfall amount associaced with he 10 year hour design stoem foc he Maryland coastal plains area. For coast ofMaryland, where chis project is locared.

The help screen for rhe lO year hour design stoem in Maryland shows a precipitadon deprh of approximate1y 5. Click the particle size distribution burton and then creare new hurton. Enter rhe eroded partide size data for the subsoil at rhe site. If furrher assistance is nceded, picase contact Richard Warner.

Aceept [he deF. Label: as shown b. The networking for this project is srraight forward, simply c1iek on rhe Networking bunon, meo click the Add a Struccure button, and selecr a "Silt Feoce".

Sioce ooly ane structurc: is used, struccure 1 automatically flaws to the oudet designated as zero and no Muskingum routing is needed.

Subwatershed Informatioli Click on rhe Design burron. The area. Three subwatersheds are specified foc his example. Since he two. The inputs foc. Subwatershed Hydrology and Sedimentology Inputs Enter he following numbers for 3 subwatersheds:. The time of concentraran is 0. The usee should be aware thar if [he time of concentraran is less than 0. Routing from me subwatershcd outlet ro the silt fence structure is necessary. Whenever the subwatershed ouclet is not AT the structure, roucing is needed.

Since all runoff is expected to be transported by overland flow, routing will be done using the overland flow paths listed in the calculation tableo Click on me edit bulton, men add a flow pam, selcct "Bare soil", enter a vertical drop of2 ft and a horizontal distance of fi:.

For the second segment of me calculations routing mrough SWS3 , add a second flow path, ,elect "Short grass pasture", enter 2 fi: vertical drop and 80 fi: horizontallength, and then click OK. The result is a Mu,kingum K of 0. Select Hydrologic Soil Group A as specified in the problem statement. The tabl e Other Agricultural Lands lists pasture land. A curve number of 49 is selected. The ast cotry is che dimensionless unir hydrograph shape.

A Medium response is appropriate foc pasture land in faie condicion o Note that since che rime of concentrarion is less than 0. Hydrology npues foc the orher subwatersheds follows che same procedures. For SWS3. The subwatershed sedimentology inputs are the soil erodibility K factor , representacive slope length, representatiye slope.

To estimare rhe K factor soil erodibilityL dick on its edit burtan and select sandy loaro which yidds a K factor ofO. The represenratiye length is obrained directly from the example figuce.

The representatiye slope is also estimared from the example figure. For SWS2, select the e factor rabIe Values foc Bare Soil ar Construcrion Sires and then selecr rough graded fill , which seems ro besr describe an active consrruction sire. Since rhis is a small sire and has one predominanr soil rexture, simply select the only particle size distribution entered from the dropdown list for aH SWS's.

The rule-of-thumb is usuaHy 0. Graphs Click the hydrograph buttan. Turn off the combined hydrograph optiol1 ro view only the rhree individual hydrographs. The hydrograph shows a peak discharge of 8. Window in around rhe 12th hour and be sure ta window slightly below the X-axis. As can be seen in plor. Theselow peak f10ws. Now review [he sedimentgraph. As expected vast majority of sediment.

Detailed subwatershed inputs and outputs can be viewed by c1icking on the Repon Tab [he main screen, and selecting Struccuce 1 SWS s. This is reduced by comhining with the more dilute flows emanating from rhe pasture lands. Silt Fence Flow Rate The flow rare is obrained from rhe specific rnanufacrurer's technicalliterature.

Usually two flow rares are listed - distilled water and slurry flow rare. The range of slurry f10w rates is berween 0. A rypical value is 0. Silt Fence Width Along the Contour The silt fence should be locared as close on rhe contouc as is reasonably possible.

The widrh is nor rhe enrice lengrh of rhe fence, because tieback disrance wil1 be. The widrh is simply rhe lengrh of silt feoce installed along the conto"r.

Enter ft for Silt Fence Width. Silt Fence Height Two silr fence heighrs are cornmonly used: 30 Dehes and 36 nches. Propee installation of a silt fence requires thar 6 fiches be placed in a diteh and backfilled. Therefore, silt fence height refers to the height of fence above the grouod surface. Eoter 2. Silt Fence Upgradient Land Slope The silt fence algorirhm is based on backwater, [he flow rate, and sedimentarion algorithms [har dynamically account foc mixing and sercling of different size particles.

The up-gradient land slope is used in conjuncrion with the silt feoce height and routiog of the ioflow hydrograph based 00 the slurry flow rateo The laod slope is "sed to derive the stage-storage relatiooship for ,he sil, feoce. Note this is ,he same slope used for SWS3. For example, a 2. The ,ie-back distaoce ioforms the user about ,he leogth of silt feoce ,ha, should be iostalled upgradieor 'o avoid flow arouod ,he o"tside edges of the fenee as me water elevation rises to me total height of the silt fenee.

The ovenide butron can be used to modify mis value. A message will appear that gives the allowable heigh, of water 00 ,he sil, feoce correspoodiog to ,he specified tie-back distaoce. That is, if the water is higher thao ,hat calcula,ed maximum height, some ruooff will flow around ,he edge of the sil, feoce.

It fuoetions as an emergency spillway providing struetural relief to he silt fence. Rack is placed dowo-gradieo' of the weir to avoid seour hat could undermine the sil fenee. When "additional weirs" is checked, the additional input needs are the number of weirs.

Since che flow rate rhrough a weir is so great wirh respecr ro char of a silt fence, he number of weies is flor a critical item. Placement every to fr seems to work out welJ at construccion stes. Obviouslya weie willllot effecr [he performance of he silr feoce until f]ow is ac[Ually discharged rhrough weie.

Even [han, sincc so much ofthe scorm volurne is derained behind silr example. Eorce 1 foe. This rype cf weie is usually cut out using a knife and chen the remaining portian of he fabeic artached to sorne 50rt of reinforcemenc such a 1 by 1, [har in turn Is auachcd ro [he siIt feoce stakes.

Enrer 0. Sil, Fence Weir Wid,h The weie width is usually determined by the spacing between silt feoce stakes. Depending on the which manufacturer is used and the installaton methad employed, spacing is nocmal1y between 6 and 10ft. Enter 8 ft foc chis example. Silt Fence Design Results The sil, fence design screen immediately shows mat me peak Ilow was reduced from 8. This is expec,ed because allllow was discharged through the silt fence.

The heigh, of wa,er peak srage was 1. To dewater, ir will take 0. Dewarering is calculated assuming only flow through the silr fence. Additional dewatering will occur as infiltration. That is, all. The overall sediment trap efficiency js Graphs of inflow and outflow hydrographs and sedigraphs can be viewed by cIicking on the graph burtons, respectively.

The user-defined methad wiII be illustrated for this example. Selecr [he uscr-defined option, and hen cnter. Also me peak stage was increased ro 2. The difference. The peak 1? The SEDeAD 4 user needs to be aware that th ere is an inrerplay among many variables occurring in [he sedimentology algorirhms. The important variables are incremental stage-srorage. The interrelationship amoog these numero us remporalIy varying facrors primarily change rhe sediment trap efficiency and effiuent sediment concentrarion.

For instance, one would assume rhar as more volume is dedicared ro sediment storage rhat rhe sediment trap efficiency would deerease. This is somerimes me case bur often times Dar so. What we see here is rhe nrerplay amoog many paramerers.

Grass Filter Design A grass fllrer is designed to trap sedimenr mar enters by overland flow. SEDeAD 4 only mode1s [he effectiveness of a grass filter har receives uniform overland flow. If concenrrared flow entecs the grass fiher sediment trap efficiency is greatly reduced. The concentrared flow situation is nor modeled. The grass filrer creares backwater.

Sedimenr laden overland flow transponed through [he grass filter is further trapped by impinging rhe grass blades. Infiltrated water within the grass filter also slighcly reduces rhe peak flow and runoff volume. To achieve uniform overland flow, a flow spreader can be constructed. This is. The silr fence performs numerous funccions mat ncrease the efficiency of a grass filter.

This reduces rhe needed lengrh of rhe grass lilter sinee the grass lilrer does not have to be designed to accommodare large quantities of sedimento It reduces the peak flow and discharges a very low flow rate uniformly rhrough the silt fenee to the grass filter. The silt fence can be viewed as a primary sediment control faciliry, whereas me grass filter can be considered as a secondary treatment faciliry working in conjunction with the silt fence.

The gr. AH storm, particle size, structure networking, watershed parameters, warershed hydrology, and warershed sedimentology inpUts are dctailed in the Silt Fenee Example The example grass filter is approximarely 70 ft in length, ft wide and has an approximate slope of 4. The grass ruter consists of fescue in good condition. The grass height varies from 3 to 6 inches.

An average value of 4 will be used. Highligh, ,he "To Srruerure No" for ,he sil, fenee eurrently a "O" and. Grass Filter Design Inputs To design an effective grass filter, considerarion must he given ro achieving uniform and shallow overland flow ,hroughou, ,he grass fil'er. This can be most casilr achieved by combining a grass filter with aD up-gradient silr fence as is illusrrated in chis example. For chis condition me grass filter is assumed ro fail and rhe trap efficiency is considered zero.

Several inputs are bascd on dctermining if this failure condician occurs. The cricieal velociry is a function of me type of grass, its condition, and the height af grass. The pulldown inpur rabies provide guidance for several grasses and growth condition. Grass Filter Roughness Coefficient The roughness coefficienr is based on an a1gorithm of shallow f10w rhrough small ree,angular ehannels existing between blades of grass.

Cliek on ,he drop down list burron to view roughness coefficients for various grass rypes and condtions. The examplc problem statcment stated thar rhe filter consisrs of feseus. Seleeting a good stand of feseue yields a roughncss eoeffieienr of 0. Grass Hydraulic Spacing The hydraulic spacing is a function of [he grass species and condirion of growrh. Ir is used in determining [he hydraulics of flow rhrough [he filter. A value of 0.

Grass Stiffness Factor Different grasses are more oc less resistam to bending over during flow. The sciffness factor is a [un crian of grass species and growrh condition. A value of 2 N-sq m is used foc a good stand of reseue. Grass Height The grass heighr affecrs sediment stoeage capaciry within rhe grass filter and 1s used in derermining if a selected grass species wilI callapse as a function of deprh of flow in eelation ro the geass height.

Simply enter a grass height of 4. Grass Filter Infiltration Rate Grass filters are ofren used to provide added proreerion of adjaeent srreams or nearby wedand areas. The sandy loam, foc this example. Enter 0. This may be low foe fd plain soils and may be increased depending especially on me existence of maeropores. A higher infilrrarion rate will inerease the sediment trap efficiency.

Ir is especially critieal foc values less rhan about 50 fr. As lengrh ineceases, sediment tcap effieiency nereases and effiuent eoneentration deeceases. Enter 70 foc this example. Enter n. Grass Filler Stope From he example schemaric, a slope of abour 4.

Slope influences velocity and deplh of flow. Grass Filter Design Results Once the final entry i. Grass Fil'e, Slope is made and lhe 'ab key is pressed oc shift-tab oc mause click , results appear.

The inflow values emanating from the silt feoce are automatically passed and displayed 00 che screeo. These values are 1. Settleable solids are zero since he larger size sediment fraction was previously rerained by the Sill fence. The trap efficiency of he grass fIller a10ne is The silt. Thus the overall trap efficiency of the silt fence - grass filter sediment control syslem is This reduction was caused by fine size particles being retained within the grass filter and due to inft.

The conrriburing area irnmediately upgradient of each structure and [he total contributing watershed acreage are listed. For his example, no addirional upgradient watersheds erisr between me silt fence and me grass fiIter.

Peak discharge and total runoff volume are shown in the next columns. For grass filece. Tons oE sediment deerease due ro me retention of sediment by me silt fenee and rhen by. The peak sediment eoncenrrarion in mgll continues 'o deerease from abou, 16, to 2, to 31 1 as runoff proeeeds from rhe warersheds out of the silr fence and through the grass filter. AH sertleable solids have been removed by the silt fence. Essentially [he combination silt fenee grass filter removes almosr all of he eroded sedimento Ir preves to be a very effeetive combination for rhis example.

Selecr "AH Strucrures" repon from the lisr. Derailed information about each structure is provided in these output rabies.

Silt Fence Reports: The silr fence inpurs are lis red as well as peak elevation, dewarering time and trap efficiency. Proeceding down ,he reporr, ,he S'age'Capaeity-Discharge Table provides the Fcnce Stage and Water 5tage and associated incremental area, capacity, diseharge and dewarering time. As can be seen, the water srage begins at 0. Sediment srorage is provided bcnearh this stage. The arca and eapaeity a' ,he 0. Notice that the water stage value is reiniriated at 0.

This is a slighrly conservative assumption that the dedicated sedimcnt storage volume is nor used foc srorage of runoff and therefore discharge is nor allowed below the sedimenr srorage elevarion. Note also rhar alrhough the discharge rate per unir fenee arca is eonstanr, the discharge rate sIighrly increases as elevarion is incrcased -From 0.

Grass Filter Reports: Grass filter results list che infiltrarian volume and rate, a peak flow deprh Df 0. The very low flow depth. The prone velocity is a functlon of grass species, growth coodicion and grass height. If actual velocity exceeds che prone velocity, [he grass is assumed lO callapse and trap efficiency is assumed zero.

The wedge rcfees ro rhe location of me leading edge of deposired sediment thar forms a triangular edge as ir procceds clown gradient along che grass filtee 5lope. Since che vast majority of sedimcm was removed by [he silt fcoce, no significant wedge build.

Check Dam Design Porous rack check dams are used in channels to create backwater, rherefore reducing flow velocity resulting in deposition of sand-sized pardeles upgradient of the check dam.

The algorithm for porous rack check dams is currently limited to trapezoidal channels. No cred is given foc a reduction in peak flow. The flow rate rhrough me check clam is simply a function of the effective cross-sectional area based on the porosiry of the check dam.

This algorithm has only been verified based on limited data collected by USGS at oue highway construction site Reed, A new algori thm is currently under development. Mining exploration is being conducted in che Four Cornees area.

The area disrurhed foc dcill rig, associated equipment. As shown in he example figure, a porous rock check clam is ro be consrructed downstream of the exploration site. The design srorm 1s a 10 ye he event and ,he Hydrologic Soil Group is C. The design inforroation that needs ro be entered prior to the design of ,he porous rock check dam is ,he:. Storm Input Information is needed for the storro type and rhe raillfall amount associared wi,h the 10 yr hr design storm for the Four Cornees area.

Particle Size Distribution The Sedimentology oprion burron needs ro be selected prior ro entering aD erodcd particle size disrcibution. Prior ro cnrering he data, h e filen ame and rst disttibution labe!

Networking The nerworking foc mis example is quite simple since only a single sediment control struccuce is being analyzed. Click on [he Networking bunoo, hen. Sinee only the performance of Ofie structure is being asscssc:d, stcucturc 1 automarically flows ro the oudet designared as zero and no Muskingum routing between structures is nceded.

Click OK. The subwatershed area, time of concentrarion, Muskingum routing, NRCS curve numher, and unir hydrograph shape are input 00 his screcn. Two subwatersheds are specified foc this example.

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