b'ENGINEERS CORNERrestrainttransferringanout-of-plane momenttotheconnectionneeds tobeaccountedforinthedesign. Figure 3 showstheassumedload path to transfer the beam end rotation restrainingmomenttotheanchors. This beam end restraint corresponds to an out-of-plane moment on the plate/anchors and is assumed herein to be equal to 75 mm multiplied by the beam shear force. In-plane eccentric effects, potentiallycausedbyplacement tolerancesbetweentheembedded platelocationandthesteelbeam centerline location, are also discussed FIGURE 3:Strong axis beam end rotational restraint assumed (conservative) effect on anchorage forces. in detail in the report. In both cases, the effect of the eccentricity is evaluated assuming elastic distribution of loads and rigid plate rotation, a conservative design assumption.The report concludes with a set of design tablesthattheCISCbelieveswillbe veryusefultotheeverydaypracticing structuralengineer.Thedesigntables providerecommendationsforboth abeamtensionandshearloadfora variety of standardized plate geometries and stud embedment lengths (h ef ); see Figure4 for an excerpt of these tables. The design values account for both eccentricity andedgedistanceeffectsasdescribed above, which should be useful to both the EngineerofRecord(EoR)designingthe anchorage on the concrete side and the connection design engineer designing the steel connection. A review of the design tables in the report FIGURE 4:Excerpt from University of Alberta report (see references) showing some of the edge effectsshowsthatthedesignrecommendations when the recommended design rules of thumb are not applicable.can be consolidated into recommendations solutions, spreadsheet solutions and tabulatedconnections,someofthelimitationsofforshearstudloadingsbasedonanin-solutions to this complex problem. One notableAnnex D, and a description of the results offield condition, which has the nearestprojecttodevelopproposedstandardizedtheir testing program for these connections.shear stud at least 1.5x h efaway from the embedmentconnectionsalongwithtabularAfewkeyfindingsdescribedinthereportare: closest free edge of the concrete, and a capacitiesistheUniversityofAlbertaSteeli.Notsurprisingly,theedgedistancevarietyofedgeconfigurations.Though,asCentres project Standardization and Testing ofbetween the anchor and the closest freementioned previously that the strength of Embedded Plates for Design, Fabrication andedge of the concrete plays a critical role intheanchorsissignificantlyaffectedbyhowConstruction Economy, which can be foundboth the theoretical and tested responseclose they are to a concrete free edge, it is at www.steelcentre.ca/reports, and henceforthof these connections. a common design scenario to design an in-is referred to as the report. There is ongoingii.Addingreinforcingsteel(stirrups)tofieldembeddedplate.Theseconsolidatedwork at the University of Alberta by Dr. Dougtransfer the load between the shear studsrecommendationsareproposedherein Tomlinsononembeddedsteelplatetoand the concrete can help increase theas a rule of thumb and are valid for the concrete connections, and we can look furtherconnectioncapacity,butcaremustbeembeddedplateconnectionshownin to future developments on this topic. taken in the reinforcing steel detailing. Figure5. Further, these recommendations This research report provides a summaryiii. Both in-plane and out-of-plane eccentricitieshavebeenindependentlyverifiedwithtwoofthecurrentCSAA23.3(2019)AnnexDaffect the capacities of these connections. Inseparate industry standard anchor design requirementsfortheseembeddedplateparticular, the effect of beam end rotationalsoftware programs.10|WINTER 2023/2024 ADVANTAGE STEEL'