b'SAVE AS MIN: 1.5xh ef h MIN: 1.5xMIN: 1.5xh ef ef 150 150 50 (TYP) (TYP) 15050 50 150 150 (TYP) (TYP) (TYP) 150 150 (TYP) (TYP) 150 150 150 (TYP) (TYP) (TYP)SAVE ASSAVE ASENGINEERS CORNERMINIMUM COVER AS PER h ef 75 ASSUMED OUT-OF -PLANECONCRETE FREE EDGE (TYP) CSA A23.3 (2019) SHEAR ECCENTRICITYIn-field Embedded Plate Design RulesASSUMED IN-PLANE MINIMUM COVER AS PER h ef h ef 75 75 ASSUMED OUT-OF -PLANECONCRETE FREE EDGE (TYP) MINIMUM COVER AS PER ASSUMED OUT-OF -PLANECONCRETE FREE EDGE (TYP) CSA A23.3 (2019) 50 150 50ECCENTRICITY:25 CSA A23.3 (2019) SHEAR ECCENTRICITYof Thumb ASSUMED IN-PLANE MIN: 1.5xh ef SHEAR ECCENTRICITY 19 \'N\' ROWS OF 16mm SHEAR STUDSASSUMED IN-PLANEECCENTRICITY:25 25 50 50150 150 50 50 19 (3) ROWS OF STUDS SHOWNECCENTRICITY: ef h ef 19 VALID FOR:MIN: 1.5xMIN: 1.5xEMBED PLATE 19x250 WIDE \'N\' ROWS OF 16mm SHEAR STUDSh (2) ROWS - 250mm LONG PLATE\'N\' ROWS OF 16mm SHEAR STUDSC/W 16mm SHEAR STUDS (3) ROWS - 400mm LONG PLATE(3) ROWS OF STUDS SHOWNDesign for Applied Shear: (Max Shear150mm x 150mm STUD SPACING (3) ROWS OF STUDS SHOWNVALID FOR:(4) ROWS - 550mm LONG PLATEEMBED PLATE 19x250 WIDE VALID FOR:APPLIED BEAM EMBED PLATE 19x250 WIDE (2) ROWS - 250mm LONG PLATEcapacity = No. of Anchors (N) x v r_sa )SHEAR FORCE C/W 16mm SHEAR STUDS (2) ROWS - 250mm LONG PLATEC/W 16mm SHEAR STUDS (3) ROWS - 400mm LONG PLATE(3) ROWS - 400mm LONG PLATE150mm x 150mm STUD SPACING (4) ROWS - 550mm LONG PLATEAPPLIED BEAM (4) ROWS - 550mm LONG PLATE150mm x 150mm STUD SPACINGAPPLIED BEAM CP AXIAL FORCE 150APPLIED BEAM L LStud EmbedmentSHEAR FORCEv SHEAR FORCE 250 APPLIED BEAM 250 h efr_sa APPLIED BEAMLength (h ef ) CP CP AXIAL FORCE 150 150 TYPL L L AXIAL FORCECONCRETE STRUCTURELf\' C= 30 MPa 250 250 250 250 h ef h ef TYP100 mm 20 kN/anchor REINFORCEMENT NEGLECTED FOR TYPCONCRETE STRUCTURECONCRETE STRUCTUREEMBEDMENT ANCHORAGE CAPACITY 200 MINf\' C f\' C= 30 MPa = 30 MPaREINFORCEMENT NEGLECTED FOR150 mm 30 kN/anchor REINFORCEMENT NEGLECTED FOREMBEDMENT ANCHORAGE CAPACITY 200 MIN200 MINEMBEDMENT ANCHORAGE CAPACITY200 mm 35 kN/anchorFIGURE 5:Recommended standardized embedded plate compatible with the recommended design rules of thumb.1 STANDARDIZED STEEL EMBEDDED PLATENOTE: These design rules of thumb are for theS-1connection shown in Figure 5 only. SCALE: 1:201 1 STANDARDIZED STEEL EMBEDDED PLATESTANDARDIZED STEEL EMBEDDED PLATES-1 S-1 SCALE: 1:20SCALE: 1:20C BEAM AND PLATEDesign for Applied Tension: (Max TensileLcapacity = No. of Anchors (N) x t r_sa ) C C BEAM AND PLATE CONCRETE WALLLL BEAM AND PLATE250 CONCRETE WALL EMBED PLATE 19x250x550CONCRETE WALL 19 C/W (8) 16mm SHEAR STUDS125250125 150mm x 150mm STUD SPACINGEMBED PLATE 19x250x55050 15050 EMBED PLATE 19x250x550 80Studr_sa 250 125 END RETURN ONLY 19 19 127 C/W (8) 16mm SHEAR STUDSt C/W (8) 16mm SHEAR STUDS125 150mm x 150mm STUD SPACINGEmbedment125 125 6 12 150mm x 150mm STUD SPACING160 50Length (h ef ) 12 END RETURN ONLY 127 1276 126END RETURN ONLY550 230 230 160 150 150 150 80 35 80550160 230 150 150 150 8080808080(2) L127x76x6.4 CLIP ANGLE100 mm 15 kN/anchorC/W (3) " ASTM F3125GRADE A325 BOLTS550 80(2) L127x76x6.4 CLIP ANGLE(2) L127x76x6.4 CLIP ANGLEC/W (3) " ASTM F3125150 mm 20 kN/anchor C/W (3) " ASTM F3125 W410x39 220 kN160 GRADE A325 BOLTSGRADE A325 BOLTS6150 35 35160 160 150 50 50 W410x39W410x39220 kN220 kN50 150 50 150 LONG SLOT (21x48)200 mm 25 kN/anchor 6 6 IN BEAM WEB50 150 50 150 15025 45 LONG SLOT (21x48)W410x39 5050 150 50 LONG SLOT (21x48)NOTE: These design rules of thumb are for the25 45 IN BEAM WEBIN BEAM WEBW410x39W410x39 25 45connection shown in Figure 5 only. FIGURE 6:Embedded plate sample calculation sketch.SomelimitationsontheaboveSample Connection Calculation Lastly, it is worthwhile noting the difference 2 EMBED CONNECTION SAMPLE CALCS-1SCALE: 1:15recommendations should be noted: To illustrate the potential applicability of thesebetweenthesteelconnectionusedinthis 2 2 EMBED CONNECTION SAMPLE CALCEMBED CONNECTION SAMPLE CALCIf the embedded plate edge distances aredesignrecommen S-1 SCALE: 1:15consideraexampleandthatshowninFigure 2.InCanadian Institute of Steel Construction Drawing No.S-1 lets dations,SCALE: 1:15smaller than what is shown inFigure5,designexample.AW410x39(350W)steelparticular,thedouble-angleconnection445 Apple Creek Blvd, Suite 102, Markham, Ontario Drawing No.Drawing No.thenthesevaluesmaybesubstantiallybeamisconnectedtoaconcretestructurepresentedinFigure 6haslessrotationalCanadian Institute of Steel Construction S1Canadian Institute of Steel ConstructionADVANTAGE STEEL ISSUE NO. 74445 Apple Creek Blvd, Suite 102, Markham, Ontarioreducedandreadersaredirectedtoawith an embedded plate connection, similarstiffness than the shear-plate connection shown445 Apple Creek Blvd, Suite 102, Markham, Ontario S1 Rev.EMBEDDED STEEL PLATE CONNECTIONSS1ADVANTAGE STEEL ISSUE NO. 74 Project NumberADVANTAGE STEEL ISSUE NO. 74xxx ISSUED FOR "REVIEW" MINIATURE DESIGN GUIDEmorethoroughdiscussionofthistopic0 toFigure 5,andisloadedsuchthattheinFigure2; however, that does not make oneEMBEDDED STEEL PLATE CONNECTIONSProject Number 0Rev Date Description EMBEDDED STEEL PLATE CONNECTIONSRev.0 0 xxx xxx ISSUED FOR "REVIEW" MINIATURE DESIGN GUIDE Project Number Rev.given in the report. Rev Rev factoredendshearreactiononthebeaminherently better than the other. For instance,MINIATURE DESIGN GUIDE 0 0ISSUED FOR "REVIEW"Date DescriptionDate DescriptionThese rules of thumb are valid for the two,is220kN.Determineanappropriatetheclipangleconnectionwouldbebetter three, and four rows of anchors for theembedded plate connection using the rulessuitedforbeamsprimarilyloadedinshear connection shown in Figure5. of thumb noted above. becauseofitsrotationalflexibility.Indeed,theThe concrete is normal density, crackedNo. of shear anchors required:h ef= 100 mmbolt gauge at the extreme position of the slot and unreinforced.N = 220 kN / (20 kN/anchor) = 11 anchors is slightly larger than the 75-mm limit shown Thetensilestrengthoftheanchorsisgreater than 8 anchors, so investigate a deeperinFigure 5,butbecauseofitsrotational 420MPa(minimum)formedfromsteelembedment length. flexibility,theconnectionisdeemedadequate.considered ductile, as defined by CSAh ef= 150 mmN = 220 kN / (30 kN/ Conversely, the shear-plate connection would A23.3 (2019), and a weld that fully developsanchor) = 7.3 anchorsso (8) 16 mmanchorsbe more appropriate to transfer predominantly the anchors strength between anchor andwith 150 mm embedment. axial loads from the beam as the welds from the plate. Note that CSA W59 (2018) Type BUsingTables3-37and3-38intheCISCclip angle may unzip and the web slots do not studs(Fu=450MPa)seeTableH.1inHandbook of Steel Construction (12th Edition)allow the bolts to go into bearing to resist the W59are the more deformed studs usedadoubleclipangleconnectionL102x76x7.9axial loads. in the industry. (300W) angle with (3) ASTM F3125 Grade The governing limit states correspondingA325 boltuse a minimum of (3) rows of boltsConstructabilityto the above recommendations vary. Thus,for lateral torsional buckling stability of the endSeveralconstructabilityconsiderations if the design requires that the critical limitof the W410 beam. See Figure6forthefinal need to be evaluated when designing both statebeidentified,thenthedesigneris connectiondesignnotethatL127x76x7.9the steel side and the concrete side of the advised to perform the calculations givenanglesareusedinsteadtoallowsufficientroom embedded plate connection. Some of those in Annex D of CSA A23.3 (2019). for the slotted connection. considerations are: 12|WINTER 2023/2024 ADVANTAGE STEEL'