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STUD ANCHOR DESIGN Combined Tension and Shear
Result Summary                  
Anchor Rod Embedment, Spacing and Edge Distance       Warn  
Overall         ratio = 0.75 OK  
Seismic Design         Tension =   OK  
          Shear =   OK  
Design Code Reference                  
Welded stud design based on                 Code Abbreviation
CSA A23.3-14 Design of Concrete Structures Annex D CSA A23.3-14
PIP STE05121 Anchor Bolt Design Guide-2006 PIP STE05121
                Code Reference
Welded Stud Data                    
Factored tensile force Nu = [kN]      
Factored shear force Vu = [kN]      
Concrete strength f'c = [MPa]    
Welded stud material   =          
Anchor tensile strength futa = 65.0 [MPa]         CSA A23.3-14
      Anchor is ductile steel element       D.2
Welded stud diameter da  = [in]   = 19.1 [mm]    
Anchor effective cross section area Ase = 285 [mm2]        
Welded stud head bearing area Abrg = [mm2]        
                PIP STE05121
Welded stud edge distance c1 c1 = [mm] 114   OK   Page A -1 Table 1
Welded stud edge distance c2 c2 = [mm] 114   OK    
Welded stud edge distance c3 c3 = [mm] 114   OK    
Welded stud edge distance c4 c4 = [mm] 114   OK    
                   
Welded stud embedment depth hef = [mm]         CSA A23.3-14
ci ≥ 1.5hef for at least two edges to avoid reducing of hef when Nu > 0   OK   D.6.2.3
Welded stud adjusted hef for design hef = [mm] 229   OK   D.6.2.3
Concrete thickness ha = [mm] 381   Warn    
                   
Supplementary reinforcement                  
        For tension   = Condition A       D.5.3 c)
        For shear Yc,v = Condition A       D.7.2.7
                  CSA A23.3-14
Provide built-up grout pad ?   =           D.7.1.3
Concrete cracking   =         D.6.2.6, D.6.3.6, D.7.2.7
                  CSA A23.3-14
Seismic design IEFaSa(0.2) ≥0.35   =           D.4.3.3
Welded stud load E <= 0.2U Tensile =   Shear =   D.4.3.5.1 & D.4.3.6.1
Welded stud satisfies opion Tensile = Shear = D.4.3.5.3 & D.4.3.6.3
                   
Strength reduction factors                 CSA A23.3-14
Concrete fc = 0.65           8.4.2
Steel anchor and reinforcing bar fs = 0.85   Rar = 0.85   8.4.3 a)  D.6.2.9   D.7.2.9
Anchor rod - ductile steel Rt,s = 0.80   Rv,s = 0.75   D.5.3 a)
Concrete Rt,c = 1.15  Cdn-A Rv,c = 1.15  Cdn-A D.5.3 c)
CONCLUSION
                 
Anchor Rod Embedment, Spacing and Edge Distance       Warn  
Overall ratio = 0.75 OK  
Tension          
Anchor Rod Tensile Resistance ratio = 0.51 OK  
Concrete Tensile Breakout Resistance ratio = 0.31 OK  
Anchor Pullout Resistance ratio = 0.63 OK  
Side Blowout Resistance ratio = 0.00 NA  
Shear          
Anchor Rod Shear Resistance ratio = 0.27 OK  
Concrete Shear Breakout Resistance - Perpendicular To Edge ratio = 0.24 OK  
Concrete Shear Breakout Resistance - Parallel To Edge ratio = 0.11 OK  
Concrete Pryout Shear Resistance ratio = 0.09 OK  
Tension Shear Interaction          
Tension Shear Interaction ratio = 0.75 OK  
           
Seismic Design         CSA A23.3-14
Tension Applicable       OK D.4.3.5
Seismic IEFaSa(0.2)>=0.35 and E>0.2U , Option D is selected to satisfy additional seismic requirements as per D.4.3.5.3    
                   
Shear Applicable       OK D.4.3.6
Seismic IEFaSa(0.2)>=0.35 and E>0.2U , Option C is selected to satisfy additional seismic requirements as per D.4.3.6.3    
Assumptions CSA A23.3-14
1. Concrete is cracked D.6.2.6, D.6.3.6, D.7.2.7
2. Condition A - supplementary reinforcement provided D.5.3 c)
3. Anchors shall be designed for factored load combinations specified in CSA A23.3-14 clause 8 D.4.2
4. Tensile load acts through center of bolt group Yec,N =1.0 D.6.2.4
5. Shear load acts through center of bolt group Yec,V =1.0 D.7.2.5
CACULATION                  
Anchor Rod Tensile Resistance                 CSA A23.3-14
  Nsar = fs Ase futa Rt,s = 86.9 [kN] D.6.1.2  Eq D.2
  ratio = 0.51 > Nu OK  
               
Concrete Tensile Breakout Resistance       CSA A23.3-14
  Nbr = 10fc√fchef1.5Rtc hef<275 or hef>625 = 241.1 [kN] D.6.2.2  Eq D.6
      3.9 fc √fc hef(5/3) Rtc 275≤ hef ≤625       D.6.2.2  Eq D.7
Projected conc failure area 1.5 hef =   = 458 [mm]  
  ANC = [min(c1,1.5hef)+min(c3,1.5hef)]x = 7.0E+05 [mm2]  
      [min(c2,1.5hef)+min(c4,1.5hef)]        
  ANCO = 9 hef2 = 8.4E+05 [mm2] D.6.2.1  Eq D.5
  ANC = min ( ANC, 1x ANCO ) = 7.0E+05 [mm2] D.6.2.1
Min edge distance cmin = min( c1, c2, c3, c4 ) = 380 [mm]  
Eccentricity effects Ψec,N = 1.0  for no eccentric load       D.6.2.4
Edge effects Ψed,N = min[ (0.7+0.3cmin/1.5hef), 1.0 ] = 0.95   D.6.2.5
Concrete cracking Ψc,N = 1  for cracked concrete       D.6.2.6
Concrete splitting Ψcp,N = 1.00  for cast-in anchor       D.6.2.7
               
Concrete breakout resistance Ncbgr =
ANC Ψec,N Ψed,N Ψc,N Ψcp,N Nbr
ANCO
= 191.7 [kN] D.6.2.1 Eq D.4
               
Seismic design strength reduction   = x 0.75 applicable = 143.8 [kN] D.4.3.5.4
  ratio = 0.31 > Nu OK  
               
Anchor Pullout Resistance             CSA A23.3-14
Single bolt pullout resistance Npr = 8 Abrg fc fc' Rt,c = 94.3 [kN] D.6.3.4  Eq D.16
  Ncpr = Ψc,p Npr = 94.3 [kN] D.6.3.1  Eq D.15
  Ψc,p = 1.00  for cracked concrete       D.6.3.6
  Rt,c = 1.00 pullout strength is always Condition B D.5.3 c)
Seismic design strength reduction   = x 0.75 applicable = 70.7 [kN] D.4.3.5.4
  ratio = 0.63 > Nu OK  
               
Side Blowout Resistance              
  c = min ( c1, c2, c3, c4 ) = 380 [mm]  
Check if side blowout applicable hef = 305 [mm]         CSA A23.3-14  
    < 2.5c side bowout is NOT applicable D.6.4.1
Single anchor SB resistance Nsbr = = 0.0 [kN] D.6.4.1  Eq D.18
Edge reduction factor   = ( 1+ ca2 / ca1 ) / 4 = 0.50   D.6.4.1
SB resistance after edge reduction Nsbr = Nsbr x [1+ca2 / ca1] / 4 = 0.0 [kN] D.6.4.1
Seismic design strength reduction   = x 0.75 applicable = 0.0 [kN] D.4.3.5.4
  ratio = 0.00 Nu NA  
               
Govern Tensile Resistance Nr = min ( Nsar, Ncbr, Ncpr, Nsbr ) =  70.7 [kN]  
               
Anchor Rod Shear Resistance             CSA A23.3-14
  Vsar = fs Ase futa Rv,s = 81.5 [kN] D.7.1.2 a)  Eq D.30
Reduction due to built-up grout pad   = x 1.0 , not applicable = 81.5 [kN] D.7.1.3
  ratio = 0.27 > Vu OK  
               
Conc. Shear Breakout Resistance - Perpendicular To Edge        
               
 
               
Bolt edge distance ca1 = c1 = 380 [mm] CSA A23.3-14
Limiting ca1 when anchors are influenced by 3 or more edges = No   D.7.2.4
Bolt edge distance - adjusted ca1 = ca1 needs NOT to be adjusted = 380 [mm] D.7.2.4
  1.5ca1 =   = 570 [mm] CSA A23.3-14
  Avc = [min(c2,1.5ca1)+ s2 +min(c4,1.5ca1)]x = 3.6E+05 [mm2] D.7.2.1
      min(1.5ca1, ha)       CSA A23.3-14
  Avco = 4.5ca12 = 6.5E+05 [mm2] D.7.2.1  Eq D.34
  Avc = min ( Avc, 1x Avco ) = 3.6E+05 [mm2] D.7.2.1
  le = min( 8da , hef ) = 152 [mm] D.7.2.2 a)
  Vb1 = = 144.7 [kN] D.7.2.3  Eq D.37
  Vb2 = = 124.2 [kN] D.7.2.2 b)  Eq D.36
  Vb = min( Vb1 , Vb2 ) = 124.2 [kN] D.7.2.2 a)
Eccentricity effects Ψec,v = 1.0 shear acts through center of group       D.7.2.5
Edge effects Ψed,v = min[ (0.7+0.3c2/1.5c1), 1.0 ] = 0.90   D.7.2.6
Concrete cracking Ψc,v = concrete is cracked = 1.20   D.7.2.7
Member thickness Ψh,v = max[ (sqrt(1.5c1 / ha) , 1.0 ] = 1.22   D.7.2.8
              CSA A23.3-14
Conc shear breakout resistance Vcb =
Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb
Avco
= 91.3 [kN] D.7.2.1  Eq D.33
- perpendicular to edge              
  ratio = 0.24 > Vu OK  
               
Conc. Shear Breakout Resistance - Parallel To Edge        
               
Bolt edge distance ca1 = min(c2 , c4) = 380 [mm] CSA A23.3-14
Limiting ca1 when anchors are influenced by 3 or more edges = No   D.7.2.4
Bolt edge distance - adjusted ca1 = ca1 needs NOT to be adjusted = 380 [mm] D.7.2.4
  1.5ca1 =   = 570 [mm] CSA A23.3-14
  Avc = [min(c1,1.5ca1) + s1+ min(c3,1.5ca1)]x = 3.6E+05 [mm2] D.7.2.1
      min(1.5ca1, ha)       CSA A23.3-14
  Avco = 4.5ca12 = 6.5E+05 [mm2] D.7.2.1  Eq D.34
  Avc = min ( Avc, nbd Avco ) = 3.6E+05 [mm2] D.7.2.1
  le = min( 8da , hef ) = 152 [mm] D.7.2.2 a)
  Vb1 = = 144.7 [kN] D.7.2.3  Eq D.37
  Vb2 = = 124.2 [kN] D.7.2.2 b)  Eq D.36
  Vb = min( Vb1 , Vb2 ) = 124.2 [kN] D.7.2.2 a)
Eccentricity effects Ψec,v = 1.0 shear acts through center of group       D.7.2.5
Edge effects Ψed,v =   = 1.00   D.7.2.1 c)
Concrete cracking Ψc,v = concrete is cracked = 1.20   D.7.2.7
Member thickness Ψh,v = max[ (sqrt(1.5ca1 / ha) , 1.0 ] = 1.22   D.7.2.8
              CSA A23.3-14
Conc shear breakout resistance Vcb-p =
2x Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb
Avco
= 202.9 [kN] D.7.2.1  Eq D.33
- parallel to edge             D.7.2.1 c)
  ratio = 0.11 > Vu OK  
               
Conc. Pryout Shear Resistance             CSA A23.3-14
  kcp = 2.0       D.7.3
Factored shear pryout resistance Vcpr = kcp Ncbr = 333.4 [kN] D.7.3  Eq D.45
  Rv,c = 1.00  pryout strength is always Condition B   D.5.3 c)
               
Seismic design strength reduction   = x 0.75 applicable = 250.0 [kN] D.4.3.5.4
  ratio = 0.09 > Vu OK  
               
Govern Shear Resistance Vr = min ( Vsar , Vcbr , Vcbr-p , Vcpr ) = 81.5 [kN]  
               
Tension Shear Interaction             CSA A23.3-14
Check if Nu >0.2f Nn and Vu >0.2f Vn = Yes       D.8.2 & D.8.3
      Nu / f Nn + Vu / f Vn = 0.90   D.8.4  Eq D.46
  ratio = 0.75 < 1.2 OK  
               
Seismic Design              
Tension     Applicable     OK  
Option D is selected. CSA A23.3-14
User has to ensure that the tensile load Nu user input above includes the seismic load E, with E increased
by multiplying overstrength factor RdRo=1.3 or as specified in NBCC clause 4.1.8.18		 D.4.3.5.3 d)
                   
Seismic IEFaSa(0.2)>=0.35 and E>0.2U , Option D is selected to satisfy additional seismic requirements as per D.4.3.5.3    
               
Shear     Applicable     OK  
Option C is selected.             CSA A23.3-14
User has to ensure that the shear load Vu user input above includes the seismic load E, with E increased
by multiplying overstrength factor RdRo=1.3 or as specified in NBCC clause 4.1.8.18		 D.4.3.6.3 c)
               
Seismic IEFaSa(0.2)>=0.35 and E>0.2U , Option C is selected to satisfy additional seismic requirements as per D.4.3.6.3    
                   

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