Hello good morning, good morning and welcome to our new sig about start proven ROM uh today we have the pleasure to welcome my colleague Richard Tilly, senior support engineer. He will be covering on you topic as we had requests to cover a little bit of ram so this time he will be covering compose it being designed to the euro code using. Iram beam. Uh, we are using for those of you who are here for the first time on this new platform. We're using Owen on 24 and you platform. So I hope you had the time to get acquainted with the with this interface. It's quite easy interface. Uh, we will now start the presentation. If you have any question, you can use the Q and a box and the questions will be answered at the end of the session question. That is also very recurrent is that when we will we will, will we find the recording of the session so it's by using exactly the same link that you received to join this this meeting so it'll be. It'll go live about in about an hour after the end of this session. And you can share it with your colleagues. They just need to click and then they will be taken to this to this link. They will be able to view the presentation. They will be all able also to ask questions which will be emailed directly to the presenter and then he will answer you by by email. OK with no more delay. I will pass a pass it over to to Richard to Richard. OK, thank you paradine. So today we're going to look at compass. Beam designed to the record using ROM steel beam have not in here this is Part 1 so but the first part we're just going to look at composite beam design and in Part 2 I'm going to follow up by looking at cellular beam design. Again, comes it being designed to do your code using ROM still beam. So let's begin this session. So we're going by looking at an introduction to compensate beam design. So composite beam design was added to ram steel beam and introduced the European market. Initially Yuki withdrawn structural system version 6.1 in January 1999, so I've gotta blow in this screen here. Mail storms in the development of conflict beam design in their arm structure system. So the 36.1 we introduced composite beam design in the course of BS5 Name 5 or the 1990 edition with fashion 7.1. With an introduced in 2000 edition of that chords. The fashion 7.22 we introduced by some whole core and bison stalled plank for precast planks. Then the fashion 8 we introduced vibration, a limit on frequency for floor systems, for sale for systems using round steel beam. Web openings where I did and according to the PS5 Name 5 or with fashion 8.2. And we also have the link to the fob sack beams onto West Dock beam design. So with Bob sack beams that was out of this version 11.1 and with the West Talk Russian 14 point or 2, the link worth the West Oak beams has since expired because they've changed. Have upgraded the software and changed the. Hum. The link at the end of the files, so the file extension at the end has been changed, so therefore so therefore. The Lake no longer applies, but we're in negotiations with Wes talk, drop grid and the software to this new format which they have developed and we're going to be working or not at some point in the near future. So designed to do you record without with fashion 14 or 3 and we added You record design with web openings version 17, so that was introduced in November last year and again that will be the subject of a forthcoming presentation. So the benefits of constant construction. Are it makes for a more efficient use of materials? It pervades quick, cost effective and sustainable construction? Accommodate for system has low self which which impacts on the foundation sizes so we can get smaller foundation sizes but still wait is reduced typically by 30 to 50%. Extraction had become the commonly preferred method of construction from multistory buildings of all types, and comes to action increases. Banding resistance by 50 to 100% relative to the steel section alone. So this is a concept beams is between 1/2 to 2 1/2 times out of a steel beam. This difference of constant beam is between 3:00 to 4:00 and a half times at the steel beam, and using concert construction results in a reduction in beam depth which can assist in the installation of services. So what is concept Porter? Connor still being so? If you come down to the bottom first of all composite beam cassettes for hot rolled I section. It can be a bill obsession as well, which can be either a primary or secondary concept. Beams in the graphic above we are seeing here or primary beam. So with the decking spawning parallel to the beam, Secondly being normally have the metal decking is finding perpendicular to the beam and playing with himself. The decking spanning parallel to the beam and they also support secondary beams. So compass lab sits in the top of the steel beam incompetent, achieved by means of shear studs. Welded to the toilet. Flange of steel beam and extending into the concrete slab. So therefore comes to action consists of 3 components are still beam headed shear studs well into the steel beam and embedded into the concrete slab. So we're going to have a look at those 3 components in a moment. So if you look at the basic principle to concrete flange tend to take compression, they still acts in the most part intention on the sheer connectors. Transfer of forces between the two of these elements. So still beams again for a secondary, still being is being tented, the metal deck spending particularly being primary beams of the decking spying parallel to the beam and support secondary beams and the minimum flange width of 150 millimeters is required to allow the metal decking to Bialik Whitley onto the top of the beam. So the header sheer starts. Typical sheer starts shown in the graphic on the right. The most common type of sheer start using concept beams is the 19 millimeter diameter head shear stud. Starting topic beam and the contract is achieved by means of shoe connectors welded to the top flange of the steel beam and extending into concrete slab above. A minimum flange thickness is required for the steel section, so that should normally be .4 times just diameter. So for a 90 millimeter diameter stud, the thickness required. Is a minimum thickness of 7.6 millimeters for the top flange so normal start hates are 100 millimeters 125 one 50 and one Seven five millimeters in height so well. The director to the steel section, for example through sheet welding. The height of the style after welding will not will generally be 5 millimeters less than the normal height. So this is generally they figure what you put into the software. So for the 100 millimeters start, you don't be in a value of say 95. So the concrete you can either use normal weight or lightweight concrete to concrete strengths between C2025 and three. 6075 can be used for normal weight concrete. However, in most building structures will not be necessary or cost effective. Specify concrete strengths stronger than C3037. In practice, gritty 20 to 2530 is adequate for internal environments. And she 3037 for more severe risk of carbonation and just corrosion. So the profile still shooting. You can have 2 tapes are 2 layouts. So still shooting can either be reentrant as shown in figure one, or can be trapezoidal profile as shown in Figure 2. So it's two stages we have to consider. We have to consider construction stage when the concrete is being poured and we have to consider the final. The final design stage or normal stage when the concrete has hardened. So for the construction says you can look at that first of all, so the permanent actions during construction. We have to consider itself with the steel sheeting and the reinforcement. These are the primary actions to be considered during concreting. And available actions will get 3 types of variable Archer which need to be considered. The first one is the weight of the wet concrete applied over the full area, including any loading due to pointing where appropriate. So that's one thing you have to consider during the construction stage. Thought the way the concrete is considered as a live load. So Secondly, a general construction loading along to .75 kilograms per square meter acting over the steel sheeting. This is too low for the movement of personnel and for some equipment being loaded on the metal decking during the construction sequence. In addition, an additional load of 10% of the slab self way to .75 kilometers squared. Whichever is greater over a 3 meter by 3 meter working area. Again, with a good state control that the Lord due to 3.5 by 3.5 working here can be neglected for the beam. So this Lord sister collected when using ROM steel beam. Just be aware of that. So combination of actions Sobieski in 1997, so it's a basis or structural design to your records and provides a combination of actions that should be considered for design. So for multi Storey building design using constant for beams, the Lord Combination governs for the construction stage expression. 610 E governance. So for builders only equation six 10620 or 610 B. So for the construction stage. 16 eight governs, and not as given below. So the. For the download is selfish eating and reinforcement and self with a steel beam on for the live loads retaining structural loads across the full area .75 under weight of the wet concrete and making allowance for pointing where necessary. So for service ability limit state battle, deflation of the beams during the wet concrete state should be considered. So that when the beam needs to be verified against excessive deflation in the following combination of actions is recommended. So we've got the way it's still being the decking. The reinforcement for your dad, Lord and for your live Lord. The weight of the wet concrete. So again, the construction from looking at the design resistance of the steel beam, we're really looking at the design resistance of the beer beam only, so we still shooting Sponge Bath in Dick Ular to the beam is attached to its top flange. That be may be considered as just strained along its length, so full restraint for the beam. So in this case of the cross sectional checks need to be verified. So we're taking the fill plastic capacity of the beams will get the full capacity of that section. So we're still shooting spans parallel to the beam, so that's the case for a primary beam. Then the bin will not be restrained along its land there for the buckling resistance will need to be verified based on the length between points of the streets. So In addition to verify the cross sectional resistance values, so that's just a standard design check as you would for any am Sandra Steel Beam. So it's a standard calculation for that. So they should be considered for the beam art. The hard and composite stage are, as far as the permanent actions. We're going to look at itself with the still section, so we're now looking at the Komposit Beam. At this stage, the selfie at the constant slob based on a dry density of the concrete and the loans for shooting and reinforcement. You also have to consider it finishes and services for the permanent actions for the variable actions were going to consider noise for occupancy Lords under allowance for movable partitions. So the design resistance of the steel beam. So for the construction stage we used equation 16 he bought for the concert action. We would normally use expression 610B. The advantage of doing that is we can apply the reduction factor to the permanent Department load, so the value of .925 could be applied to your. You're pregnant loading, so P is a priest. Rating actions that doesn't apply in this condition, or this case on the characteristic value of the permanent loads where the values noted in the previous slide and also for the variable loads are the values. Notice again in a previous slide. So shear the first thing we have to do for the composite beam design is calculated capacity of the sheer connectors. So she could possibly share connected the first time you calculate on the resistance is a smaller of these 2 values here. So we calculate 2 values, will do a calculation later on to verify these values. So in the equation she refuses ultimate tensile strength of the headless start and that's only 450 euros per millimeter squared. These are diameter of the Head Start, in our case will be 19 millimeters. F. CK is a characteristic, so cylinder strength of the concrete and ECM is a secret modulus. Elastic modulus of the concrete and that's taken from Table 3.1. Will be as he in 1982 dash 1 dash one 2004 again I'll make reference to that when we go through the calculations later on. So the show connectors installed slab. We initially the equations which we looked at previously are assuming this dogs are embedded in a solid slab, so we have to adjust those values to take account of the fact that we're using metal decking. I'm a user factor Katie to adjust that value which worked previously for PRD. So we have 2 values for Katie based on the. Whether the proof they decking, responding parallel to support beam or perpendicular. So for the decking spawning parallel to support beam, we have the expression for Katie showing here. And on Waws, the three parameters here, so be not. It's a waste of the trapezoidal rib at mid height of the profile and not sure and in his graphics on the right hand side each Pisa hate of the steel sheeting measured to the shoulder of the profile. And they just see the other world hate of the stud. So again, if you use 100 millimeter high studs, that's real. The tape will be 5 millimeters less than that, which would be 95. So for the profile deck spanning perpendicular to the support beam, expression for Katie becomes slightly different, introduces a new parameter DNR, which is a number of studs pair rib. So as shown here. So the bending resistance. So when calculating the banding resistance of the composition section, that N cell resistance of the concrete is neglected. And the profile still shitting is ignored when in compression. So with the concrete and compression and still being intention. The the concept cross section is classified as class one, so the bending resistances accompsett beam is normally taken as it's plastic resistance and development of fill plastic resistors moment MPL, arde requires sufficient share connection between the slab and beam with sufficient connection exists is referred to as full shear connection. Again, we'll discuss that in a moment. So the next thing we have to calculate is effective Flange Woods. But acting for when looking at comps it beam so the effective lines when does Berry along the lines of the beam it becomes smaller as you get to sports and it's at its maximum midspan, so for secondary beams, for example, is convenient to use the constant effective width of a slab in the cycling region, and this concept value of effective ways is taken as the spine of the beam divided by 4. So the plastic resistance with full shear connection, so typical plastic distribution for concept beams with Fulshear Connection is shown in the graphic below. Will get 3 cases we need to look at. The bottom one is when the actual capacity of the concrete slab is greater than the actual capacity of the steel beam. So where NTFS greater than MPLE, the plastic neutral axis lies in the concrete. So NCF, the resistance of the effect of width of the concrete flange acting constantly with the steel section has the capacity value equal to .85 things. FCD things effective breadth teams depth of the section, the concrete section, and MPLE actual resistance of the steel section it's equal to FY tend to area or the steel section. So for a typical secondary beam, more concrete compression resistance is available like they used and deposit usual access lies above the shooting line. So we have an expression here for case one. For MPLERD So the band resistance the Comp Dcom to cross section. So for the second case. And PLA is greater than NCF, so the actual capacity steel beam is greater than actual capacity of the concrete slab. The plastic neutral axis lies in the top flange. So that's one condition we need to look at and not showing here. So for typical primary beam still section offers more tension resistance. The concrete flange complicated compression, the plastic neutralizes, then either in the toilet flange of the steel session or the web. So this case 3 let's come to that. So in case too. So the expression for MPLRD changes slightly to this expression shown here. Want to the 3rd condition so it's again MPLY is greater than MTF, but this time the plastic neutralizes lies in the web. So, as shown in the graphic here. So again, the expression will change slightly for MPL. Audi to the value showing here. So this is assuming fulshear connection. So when Phil compressive resistance of the concrete flange is not required for bending resistance, issue connected, therefore not required to transfer of force equal to NCF. In this case, the columns it be may be designed with partial sheer connection. So when we're designing for partial share connection is a trial and error. Situation so you would try a number of starts calculating capacity. See if the capacity is greater than applied bending moment. If it is then you can use those numbers. She starts which have used in the trial. Again, if it's greater, you could then reduce the number of sheer stars, try again and see if the value is still greater than the applied bending moment. So it's an iterative process to get the most efficient number of sheer sides in your design. Again, we'll look at. That will come to look at their arm structural system. So for vertical shear resistance to share is the constant beam. Is generally taken as she resistance of the steel section only. So if you designed any steel beams, the same process whether it's just a standalone steel beam or accomplish steel beam were calculated. Issue exactly using the properties of the pier beam only. So if you come to complete game design using their arm structural system that begins by modeling the Comp Cert beams in Ram Modeler sonar model are still fully out can be defined with concept. Beams are still being defined as other comps it or non komposit. So an example for which I'm going to use all the beans are going to be defined as complicit. And I'll show you how we can show all these beams on the screen in a few moments. So again staying around modeler. The next day it would be to define Islam property so you can do that by going to the layout building menu. It don't just slap and go to deka sign. So for now, opens up the deck assignment, have mode, look at various properties, because examine here. This lab action can either be one way or 2 responding. So for composite beam or cops lab layout it would be 1 be spanning the orientation. It can be vertical, horizontal or inclined. The framing system you got 3 choices, comp stat, Noncoms or concrete. So for this example we're selecting concrete. We could then go into the properties table and we can add the properties for the constant beam. So under the komposit floor tapes we have a number of different types of decking which we can choose from. So we have all the standard decking tapes for the UK, will get tighter com floor. For example Richard Lee's and whole rib decades. We've got that Kingspan will get table com floor SMD, so get various types of decking. Here we get bison whole core units so we could solve slab so all the tape of composite slab. Tapes applicable to the UK are available here. Again, if you select American chords then you would have the profile decks for the American market, so these are all available to select. Next thing you would select the start diameter and again 4 tapes downstairs who would normally go for a 19 millimeter bill without an item? 4 you can choose whether to see the decking is propped or on prompt. He will get it down a short but same thing. Popped a run prompt and then if you go to the right of that you can give the floor a label. So here I just said Tata Steel CF 60 comes at 4:00 and then we can put the properties so 5 properties of concrete thickness above the decking profile. I've got 70 millimeters. The studs start lands 95 millimeters so it's 100 millimeters starred, minus 5 millimeters. The self weight of the concrete there few values, so we're going for 25. So understrength 25 study of 450 on the self weight of steel decking .1 so we can enter all that information. We can add that and click OK. We can then say not to a particular area of our floor side. We can send it to the whole floor slab area or assign it to part of the area. So I've done that do part of the area as indicated in the graphic. So let you go into ROM still being prude, then designed concept beams. And here after review some of the design defaults, so we'll start with the steel design code. So here we have a list of the design codes available in Ram Steel. So get 123456. All the American codes. So a SC 360. We've got the SD card with the LRFD code, and we've got the brush in 510 and 16 of those chords. So blows up BSD names edition and got the LRFD 3rd edition, then blow it up, got 3 versions of the Canadian cord, then bill without get 2 versions of the British standard. So BS, 5 million, five, or 2000, and 1990 edition of that code. Blows up, got your code, which is what we will be selecting for this example build. I've got this trillion cord and then build without 2 versions of the Indian called. The second default we're going to look at is the design defaults or second parameter, so you can specify a spawn depth limit if you want the standard options to leave that 0. Then build up got unbraced length so for non comp cert pre comps it beam design we're going to see the deck perpendicular to the beam will brace the Flange. The 3rd deflection, 3rd design criteria, we're going to look at is the deflection criteria. So the flexion criteria can be used to define props and ontop concepts lab action. Spongy after issues are absolute deflection values can be specified for the initial construction. Download the push comp stat, line fluid particle superimposed on the net. Totals to the initial process superimposed bus camber so suggested deflection values can be obtained from sci publication 300 constants lives and beams using steel decking. Best practice for design and construction so deflection criteria can be applied to the whole floor so you can specify. The criteria just applied to all the beams in the model, or you can set up different deflection criteria and apply them to individual beams it required. So if we look at the design criteria, they start criteria. So item 4 stuck right here can be used to define the maximum element comps. Actions are load for short and long span beams. So it should define in here what is a short and what is a long spine beam will come to that in a moment. So defines was required to accommodate either 2 or 3 studs. Look at the moment it starts basic criteria. An optimal uniform start distribution, so the difference between Optimum Ununiform If you go for optimum. If you look at the primary beam on the left hand side then we can have different number of studs. In one panel. So here we got 25425 in each of the different panel tapes, so that makes it more complex for setting on site. If you go for uniform start distribution then we just have a total number of studs which can be distributed, distributed over the full length of the beam. So the uniform start distribution could be an easier option for setting it starts on site. So looking at the dialog box so the minimum percentage comes. So the maximum is 100%, the minimum tends to be 40% on the look at the derivation of where we get our value later on in the calculations. So the minimum percentage Phil comes allowed the long spans 50%. So long spines are defined as the spine greater than. Because. I'll just check out value when I come to. It looks like could be 18 meters or 10, so the maximum. The maximum rules are studs. Load is 3, so the minimum flies words for 2 hours is 140 and the minimum finds ways for 3 doors of studs is 215 millimeters. So again, look at them from coming to the example. So so criteria can be used to define the maximum minimum compensation alive for short and long Stein beams. We've got the flange with required start spacing code or user defined. You specify optimal uniform start distribution for design warnings. The program gives an option to saying that being based on the concept or non concert session properties, I normally specify that is non constants of the beams field then. It can I come silly so I would normally use the non concert you specify. Modification of the strength PRD to account for the position of his dad. This connected using well that's kind of port. Using the key factor which we discussed previously, there's also an option to apply the sci 4 or 5 rules which the latch is some of the regulations or the rules regarding spacing of studs and the percentage yet capacity which can help for the stars. So let's move on to the application example. So we're looking out. We're going to compare the results from the ROM structural system with an example given in sci publication 359. So from their CI publication, but looking at beam spanning name meters are loaded with the 3 meters, the metal decking they're using. It started CF 60 profile slab depth. Total slob depth is 130 this year. Connectors are 95 millimeters diameter by 95, so that's the as well the tape. Ultimate tensile strength of the sheer starts. It's 450. The concrete great we used to see 25 stroke 30 on the Beamer using is 4 six one 40 by 46 at you could be integrated. Steel is 2 Seven five. One thing I haven't notice here is in the publication they have gone with 30 number studs, so we're going to use that in our example. And one other thing to know is there on structure system tends to optimize the number of starts. So for this example, running it. Run it with their arm. Structural system will optimize optimize the number of studs and for doing by doing that it ends up with 22 number starts. So I've overwritten that value and put in 30 as used in the sci publication example just so we can compare the results. So when I run the model through their own structure system, I tend to get all these values. So get value for the effect of bread start capacity. We got this value, see and I'll explain what that is when we run through the calculations MPLRD. So the moment capacity for fulshear for fulshear capacity. An MRD through a calculating the resistance of the slab and comparing that with the applied moment in our design or sure there see I value have come up with an empty value of 357 killa Newton meters, so we want a value which exceeds that. To prove that these constant beam sizes satisfactory will calculate why bar the plastic initial access depth, the inertia of the concept beam push will use for deflection checks, the minimum allowable percentage. So the minimal presented based on full capacity of full shear capacity on the percentage of full concert action which we actually obtain so will look at all these values. Before I do that, I'm just going to switch to their own structure system and quickly run through how we obtain quite a lot of these values. So if I just go to, I'm going to share my screen. So let me share this. On fiscal 2, there are structural system. OK, so here we have their own structure system. This is the model which I'm looking at. I'm going to. Cancel that I'm going to begin by looking at. So we're going to go into our model so when you start their own structure system, this is what you see. So I'm just going to go into the modeler. And this is normally where you would build up the model. So we generate a grid. You create a floor tape so the 48 four one so gently waterway donors pull down menu would add columns, which I've done here. You then add some beams, come down to the slab, you create a slab edge which is shown in green on the screen, then go to deka sign. Specify that should one way compass it, so this is a deck in which I'm going to use here for going to properties table. So this populates all the information here. So just cancel that. And cancel that. So again, back down to slob again Decker saying you click on shore. So here I've got to start the Tata CF6 decking in here and this these are the 2 beams which I'm going to look at. So you can define your decking and run model. So we define all the properties around model once you finish building up your model you can then exit the modeler. Quit your arm steel beam, which is second icon down here. Again, it got the criteria up here. Still design chords or the ones with slices your cord. You got your design defaults so the decking perpendicular to the beam will breast flange. You got your deflection criteria. And you got your start criteria. So long spots define inspired and 10 meters. So here is here. So the micro start spacing will be per code. If you were designing our primary beam, you could put this does basic in at anything you wanted, so you could put a value in. Here I'm going to change that back to power cord so distribution with uniform. For the same warnings were going to use appear beam capacity. Katie start Belgium. So assuming through profile steel sheeting, welding directly through them. Still, shitting specified whether it's less than 1 millimeter or greater than, again, that has an impact on the value of Katie. And if you want, you can just apply SSE i-405 rules, but by clicking on that one. So I'm not going to use that because that's not being applied in the sci example, so click on. OK, so now we can then go to process. You can design everything. So I got 2 warnings going to so I'm gonna say no. I want to see where those beams. But we have those warnings. So the beams apply over here. So that's why you were not interested in portrait. Interested in is a section over here, so I'm going to review the results over here. So I'm going to view update. Click on this beam here. So this is a beam which is compatible with the CI design. The example in the CI CI publication 359-461-4046 with uniform layout. So the maximum number of starts for full concentration. Would be 60. So sci for partial comes action is going to use 30, so that's the value of it in here. But there are structural system can optimize it to 22 studs so can basically try a number of stars if that was reduced them run the iteration again. If that works, reduce them until it gets the optimal number of the minimum number of stars required. So for this example said we're going to use the same number as the sci publication, so can then go into. View results On what we're going to look at next is these result values in here, so we're going to look at them, but the combinations. If you come to the moments. So you can see it applied moment. Here is 352 from the sci design. That was given a value of 357, so. Just a slight difference in the values here. On for the concert construction, we've got a value of one six 2.5 Desi I design give give the value of 164. So this is a slight difference that could be with information I've input information into the software here to try and get as close as I can to much what's in the sci design game so you can see here the capacity which we're going to calculate should be in the region about 431, so will come and look at that in a moment. Just we're honest page forgot the second one. We get all deflection checks that have been set up regarding or deflation cried here criteria. If you come to the transverse reinforcement, we didn't specify what the thickness was of the transverse reinforcement. Specify the focus of the shooting was so for the shooting. So what there are structural system will do. It will give you based on FYP for the Sheeting, so the strength is sheeting can either be 280 or 350. The thickness can either be .910, one point 2 is shooting can be continuous or discontinuous, so I'll give you the values for the required area of Steel. For all these conditions, so you can come in here and say I'm using say 280 things. Fish eating is .9. Everything is continuous, so the quad reinforcement I need additional reinforcement is 56 millimeters. 1,000,000 squared para meter. There also is an option you can put in a value of Trans Jester, important and get the program to check to see whether that is satisfactory or not. So I'm going to go back to the calculations, know on the screenshots. Just. So it's going to stop sharing their, so go back to my presentation. So these are the design results we got. So there are deep is 431, Seven, four for example. So we're going to look at these 10 results. So the first one is effective bread. So here we got value of 2250 so from sci publication 359. Session so, but a global logic analysis user constant, effective with maybe assumed over the whole of each span. The concept value effective bread that's taken into earlier .4 who got made me to respond to be effective bread becomes 9 / 4 equals 2 two, five or millimeters. So the value reported by their own structure system. 225 ordinal reported by sci is 2250. That's fine. So 2nd result is the stud capacity. There's like capacity is noted PRD 63.5. So if you look at that, this dog capacity has to be the lesser of these 2 values. So if we run through the calculations so for the first expression we get a value of 81.563 and for a second 174.294. So we're going to use a lesser value, so 74.294, so this is a value, assuming the stars are embedded in a solid slab. So we have to adjust these values to take account of the metal decking profile. So this is the data CF 60 profile shown here. So we can adjust that using this expression here. So when we do that. Plug in all the values we could Katie equal to 1.1278. I hover. Table 6.2 tells you that Katie has limited value of .85, so peeved tends to become .85 times the value of which we had previously. 74.294 equal to 63.15. So the value reported by there are structural system is 63.5, so ROM uses for some reason from user stud diameter of 19.05 millimeters instead of 19 millimeters. And also when you look at Table 3.1. In the euro code, so this is your code 2 then. There is a definite win. The value used by the publication. Their CI publication on the value used by their arm structural system. The sci publication uses a value from a table which is a value of 31. However, there are structural system uses the formula on the right hand side, so ECM it uses this formula. Here with that one it tends to use this formula here so, but there are structural system is using a value not about your 31. But Doctor 1.4758. So when you plug that into their arm structural system, we get the slightly higher value. Of 63.5 Where is the sci publication gives you the lower value? Of 62.6 because using the value of 31 here. So would you proceed just using the values from their arm structural system? So the C value is a resistance provided by the studs. So 30 starts are pervaded, giving 15 starts from the point of maximum bending moment. To the point of zero bending moment, sofa midspan to the support with his 15 starts. Therefore C becomes 15. Same 63.15 is 947.25, so the value becomes name 52.2. If I use Purdy equals equal to 63.48. So the the value reported by sei is 939, so I'm going to use this value here for the rest of my calculation 952.2. Does it be aware you can get different values for the start resistance if you use the value from table 2.1 or fuse equation from Table 3.1? Thanks for going to calculate MPLRD so the same values of plastic or is this moment of the conversation assuming fulshear connection. So the value given. MPLRD is 493.63 on. We have the formula for that as shown here. So if I plug the values in here. So I have the. The actual capacity of the steel section so 1611.5 that's your capacity of the concrete section. So depth of steel beam depth of the slob. A depth of the concrete above the shoulder of the shooting is going to 130. So 60 high profile. So 130 main 60 gives you 70 if I plug the values in here I get a value of 482.53. The value reported by ROM for 93. So I'm going to slight difference here. This value is not reported by MCI so. Getting reasonable to what wrong? But there is a slight difference and I'll investigate that later. So the next one is we need to calculate MRD, so we want to calculate or bending moment using concert properties and see if that is greater than the applied moments given to the beam. So for the plastic neutral axis in the top flange at, the forces are assured below. So here we have the stress distribution. So both of these are exactly the same. So this dress distributions so we can calculate the applied axial forces. So we just calculated values here. So for the concrete, so that was named 52.2, so that's F1. So for the remaining ones so we can calculate the capacity for the steel section as F7. 7B so that should be the full. 1611.5 so with the plastic initializes something talk flange. So basically we just double this value after a double dot, which allows is to take the full capacity of the steel section in. Attention shown here. So just calculate that value here. Plug into the equation. I've been calculated Mardi and that becomes 431.676, killing Newton meters, so the value reported by ROM is 431.74. Again, pretty good agreement about report by sci is 430. So again, we're getting good agreement between the program on the sci example. So the next. Elect value we're going to calculate why bar this is distance from the bottom of the steel beam to the neutral axis of the constant section used for reflection calculations. So we're going to look at 2 materials here. We could still get concrete, so we're going to transfer the concrete session to an equivalent steel section, and we're going to use a modular modular ratio for that. So the module ratio value here I've got is 13.343. That value is actually half the ECM value. And that's a gauge is given in your code 4 for the modular ratio. So let me do that again. The module ratio for the concrete which can use here is half the ECM value, so we get that value and the modulation the value for concrete is half the ECM value given from Table 2.1. The value for steel is 210,000 millimeters squared, so with the one by the other to get the modular ratio, and that's where we get this value. 13.343 so we can calculate the of the concrete, which is 70 deep by 2250. Divided by the modular ratio and that gives us this area of concrete here, so you can then calculate the height from the bottom of the steel section. So we can calculate why bar, so based on the area of the steel section teams half the height of the concrete teams. The value from here. Octothorpe Maine is half the height of the. The concrete session. So after 70 millimeters so we can calculate that and why bar comes out at 319.8, which is a value reported by ROM. So now we've got that value. Why bar? Because then. Calculate the inertia. So I'm going to just jump on. Welcome back to 7 at the moment so want to consider this result here. The inertia 'cause this is the value we're going to use for the deflection calculations. So were calculated. Why bar? So we can then calculate for the concrete session the inertia values. And for the steel section. So we get the total inertia value, so the value reported the calculated values 5 or 6, three, 0.298 and the value reported by ROM is 5 or 6, two 0.69. So that was for 2 values, IE double F. Yeah, sure, effective represents effective morning video show of the compensation for partial comps action and I TR not represent similar in Azure for the transformed compensation, so these values are both the same. So let's go back to 7. The plastic initializes depth. So we need to calculate that large given by this equation up here, so we can just plug the values in. Here we have 8.43, so the value reported by sci publication 3590 point six one. So we can then calculate the blasted neutral axis depth from the bottom of the steel beam. So that's for 3.2 - 8.43 is 384.77 and the value reported by their own structure system is 384.77. So result 9 is the minimum allowable percentage of Phil comps auction. So for a steel section with equal flanges on the effective length lesson 25 meters, we get this expression here to calculate the minimum percentage action. So it tells you with N has to be greater than or equal 2.4. So if we put all these these values in here we got value of .38 or 4. I said, however, this problem has to be greater than .4, so the minimum computer option we can have in this process, beam is 40% comes to action. If this value ended up greater than .4, then that would determine the minimum comps action allowed for that beam. Next we have the percentage of full compass are action. So again, we have this expression for that. So entry is reduced value of the compressive force in the concrete flange, so value of 952.2. So that's the 4th transferred by your connections and NTFS the compressive force. The concrete Flange Fulshear Connection not 1611.5, and that's a minimum of actual resistance of the concrete and actually resistance of the steel. So that gives the actual percentage composition we're achieving is 59 point or 9. So. That is actually valued, reported by their arm structural system. I just want additional result will get transverse reinforcement. So to calculate transverse reinforcement we have this expression here. So that's form equation of 6.25 or BSE and 1981 dash 1 dash one 2004. So we get this expression so VD is a design lateral shear stress the concrete slab. FDS design yield strength of the reinforcing mesh, so we can put all these values in here. Cheetah giving here. Quote on theater. Again, your code suggests data can lie between 45 degrees in 26.5, so we're going to use a value of 26.5 to minimize amount of reinforcement. We're going to use. So again, if you plug all these values in, then we come down here. I mean get. Over spacing equal 221.3 millimeters squared perimetre and the value reported by ROM is also 123.3 millimeters squared. Pair meter. OK, so at this stage I would walk 5 minutes left so would welcome any questions which you may have. OK, I've got 1 question here. Please include ROM S beam so I'll build on main daunting possibly include that in a future. Take which may have later on this year, so aim to include Ramesh Beam in the future cig. Also, if you allow Richard, I would like to add to the audience that what you have seen today around is a stand alone product. But it is also part of the structural enterprise licensing, which means that if you have if you have this type of license or that type of license structural enterprise license, you will have access to all sad. Product San Allram products so Rob can be used mostly for building a an start for general purpose structures. Yeah, one other thing. I'd probably like to art is with Russian 17. They said we have artist cellular beams for constant design, but with fashion 17 we have changed the licensing methods so prior to that, if you want to. I'd say just the sealed section ram steel beam, but I'm still common run model are you would buy that and you would buy the modules as as you need them. So if you then is the foundation module, at some point you would then go and purchase. That's so with version 17. Users who know by Russian 17 or upgrade to version 17 now get access to all the modules in their arm structural system. So that gives you access to ram, steel, ram, concrete, so you can access to all the modules. Now with version 17. OK, we Richard displayed a last slide. It's it's a pool, so if you could take a few seconds please to to answer if you need to be contacted For more information. Also further to this presentation you will receive, you will receive a form to appraise this presentation, so please take the time to tell us if you like it. If you see any improvements that we could bring to that to that presentation. I know again this presentation is recorded and will go live in about one hour and so you can. You can distribute the link that you received and just by pressing that link you will get directly to the recording. I think you have another question Richard. OK, just now look here. Yes, you can use American standards. That is enough to set up in their arm structural system. If I change back to just let me share my screen a moment. So if I go to the ram structural system. Just come out of that. So one option here is you can go to the steel design codes and you can select any of the codes here, but what you would do if you're using the mountains American standards, one of the things you got to the criteria and you would select or your design your design. As sections in here, for example, we can select ROM ASE. Again, go to criteria, come down to design tables. On for the decking, if you select ROM ES for the columns. Yeah, I'm just changing values for that and in here and OK that so far. Then go into the modeler. You then have access to go to, for example beams. I want to assign the size you've got all the American sections in here. For cause that and go into Ram Steel Beam. And then if again, if I go to the. Interview Opti less. Part of all designer designer beams. I'm just, it's probably easier if I just go back to the model or moment. So if I go to the deck and go to slob deka sign. With the property table, uhm? Right, so probably let's go back to that one again. Account with that. So come over here, go back to criteria. On for the decking. That's like from decks. Back into modeler. So of course it's lobbed echosign. On concert Dec. Select any one of these property table. Then we have all the standard decking tapes for the American market so you can select any of these Velcro wellcraft. So yeah, the program can be. It can be used for American design. I mean the Raptor System is primarily American developed software program, so yes, it can be used for the American market is probably the most widely used software for building design used in the states anyway. So yeah, I can easily accommodate building design through the American for the British. For the European market, so yeah, that's not a problem. OK, any other questions anyone come? OK, so no more question. So far so. So thank you for attending this meeting and we hope to see you next month for our next 6 or will receive the information about the topic that will be covered the next month. And in the meantime I wish you a great time until our next meeting. Thanks a lot. Have a nice day.

This STAAD Special Interest Group virtual workshop is structured for users in EMEA and focuses on *Composite Beam Design to the Eurocode Using RAM Beam*. Attendees will experience an introduction to the topic as well as see a worked example first-hand.

- Part 1 – Introduction to Composite Beam Design to the Eurocode
- What is Composite Beam Design?
- Timeline of Composite Beam Design as Implemented in RAM Steel Beam
- Composite Beam Design in Accordance with Eurocode Requirements
- Brief overview of Web Openings in composite beams

- Part 2 – Worked Example
- Worked Example
- Verification of Results

This one-hour session of the STAAD SIG is open to all Bentley users, so invite your colleagues!

***The webcast will be streamed through your computer, so there is no dial-in number. Please make sure your computer speakers (or headset) are turned on and the volume is set to an audible level so you can hear the presenters. #EVENTHELPURL#*