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STUD ANCHOR DESIGN Combined Tension, Shear and Moment

Result Summary                  
Anchor Rod Embedment, Spacing and Edge Distance       Warn  
Overall         ratio = 0.67 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
Welded Stud Data                 Code Reference
Factored moment Mu = [kNm]            
Factored tension or compression Nu = [kN] in compression    
Factored shear force Vu = [kN]      
                   
 
                     
No of bolt line for resisting moment =            
No of bolt along outermost bolt line =            
No of bolt along side edge nbd =              
                PIP STE05121
Outermost bolt line spacing s1 s1 = [mm] 76   OK   Page A -1 Table 1
Outermost bolt line spacing s2 s2 = [mm] 76   OK    
Max spacing between anchors in tension = [mm]            
                     
Column depth d = [mm]            
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   Warn   D.6.2.3
Welded stud adjusted hef for design hef = [mm] 229   Warn   D.6.2.3
Concrete thickness ha = [mm] 381   Warn    
                   
                   
 
                   
For conc shear breakout check use                  
Number of anchor at bolt line 1 n1 =            
Number of anchor at bolt line 2 n2 =            
                 
Total no of welded stud n =          
No of welded stud carrying tension nt =            
No of welded stud carrying shear ns =            
Supplementary reinforcement                 CSA A23.3-14
        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 = 0.67 OK  
Tension          
Anchor Rod Tensile Resistance ratio = 0.14 OK  
Concrete Tensile Breakout Resistance ratio = 0.41 OK  
Anchor Pullout Resistance ratio = 0.18 OK  
Side Blowout Resistance ratio = 0.00 NA  
Shear          
Anchor Rod Shear Resistance ratio = 0.07 OK  
Concrete Shear Breakout Resistance - Perpendicular To Edge ratio = 0.40 OK  
Concrete Shear Breakout Resistance - Parallel To Edge ratio = 0.24 OK  
Concrete Pryout Shear Resistance ratio = 0.21 OK  
Tension Shear Interaction          
Tension Shear Interaction ratio = 0.67 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. Shear load acts through center of bolt group Yec,V =1.0 D.7.2.5
5. For anchor group subject to moment, the anchor tensile load is designed using elastic analysis D.4.1.1
     and there is no redistribution of the forces between highly stressed and less stressed anchors  
6. For anchor tensile force calc in anchor group subject to moment, assume the compression  
     resultant is at the outside edge of the compression flange and base plate exhibits rigid-body  
     rotation. This simplified approach yields conservative output  

CACULATION                  
Anchor Tensile Force                  
Single bolt tensile force T1 = [kN] No of bolt for T1  nT1 = 2.0    
Sum of bolt tensile force Nu = S ni Ti     = 25.0 [kN]  
                   
Tensile bolts outer distance stb stb = [mm]          
Eccentricity e'N -- distance between resultant of tensile load and centroid of anchors  
loaded in tension e'N = [mm]          
Eccentricity modification factor Ψec,N =     = 1.00    
                   
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 = 0.14 > T1 OK  
               
Concrete Tensile Breakout Resistance       CSA A23.3-14
  Nbr = 10fc√fc hef1.5Rtc hef<275 or hef>625 = 70.4 [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 =   = 203 [mm]  
  ANC = [stb+min(c1,1.5hef)+min(c3,1.5hef)]x = 2.2E+05 [mm2]  
      [s2+min(c2,1.5hef)+min(c4,1.5hef)]        
  ANCO = 9 hef2 = 1.6E+05 [mm2] D.6.2.1  Eq D.5
  ANC = min ( ANC, nt ANCO ) = 2.2E+05 [mm2] D.6.2.1
Min edge distance cmin = min( c1, c2, c3, c4 ) = 125 [mm]  
Eccentricity effects Ψec,N =   = 1.00   D.6.2.4
Edge effects Ψed,N = min[ (0.7+0.3cmin/1.5hef), 1.0 ] = 0.88   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
= 81.3 [kN] D.6.2.1  Eq D.4
               
Seismic design strength reduction   = x 0.75 applicable = 61.0 [kN] D.4.3.5.4
  ratio = 0.41 > 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 = 0.18 > T1 OK  
               
Side Blowout Resistance              
Failure Along Pedestal Width Edge             CSA A23.3-14
Tensile load carried by anchors close to edge which may cause side-face blowout        
along pedestal width edge Nbuw = nT1 T1 = 25.0 [kN]  
  c = min ( c1, c3 ) = 125 [mm]  
  s = s2 = 406 [mm]  
Check if side blowout applicable hef = 305 [mm]          
    < 2.5c side bowout is NOT applicable D.6.4.1
               
Group side blowout resistance Nsbgr =   = 0.0 [kN]  
               
Govern Tensile Resistance Nr = min(nt Nsar , Ncbgr , nt Ncpr , Nsbgr) 61.0 [kN]  
               
Anchor Rod Shear Resistance             CSA A23.3-14
  Vsar = fs ns Ase futa Rv,s = 325.9 [kN] D.7.1.2 a)  Eq D.30
Reduction due to built-up grout pad   = x 1.0 , not applicable = 325.9 [kN] D.7.1.3
  ratio = 0.07 > Vu OK  
               
Conc. Shear Breakout Resistance - Perpendicular To Edge       ACI 318M-11
Only Case 2 needs to be considered when anchors are rigidly connected to the attachment Fig. RD.7.2.1(b) notes
This applies to welded stud case so only Mode 2 is considered for shear checking in Case 2
               
Mode 2 Failure cone at back anchors        
               
 
               
Bolt edge distance ca1 = c1 + s1 = 531 [mm] CSA A23.3-14
Limiting ca1 when anchors are influenced by 3 or more edges = Yes   D.7.2.4
Bolt edge distance - adjusted ca1 = ca1 needs to be adjusted = 253 [mm] D.7.2.4
  c2 =   = 125 [mm]  
  1.5ca1 =   = 380 [mm] CSA A23.3-14
  Avc = [min(c2,1.5ca1)+ s2 + min(c4,1.5ca1)]x = 2.5E+05 [mm2] D.7.2.1
      min(1.5ca1, ha)       CSA A23.3-14
  Avco = 4.5ca12 = 2.9E+05 [mm2] D.7.2.1  Eq D.34
  Avc = min ( Avc, n2 Avco ) = 2.5E+05 [mm2] D.7.2.1
  le = min( 8da , hef ) = 152 [mm] D.7.2.2 a)
  Vb1 = = 78.7 [kN] D.7.2.3  Eq D.37
  Vb2 = = 67.6 [kN] D.7.2.2 b)  Eq D.36
  Vb = min( Vb1 , Vb2 ) = 67.6 [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+0.3c2/1.5ca1), 1.0 ] = 0.80   D.7.2.6
Concrete cracking Ψc,v = concrete is cracked = 1.20   D.7.2.7
Member thickness Ψh,v = max[ (sqrt(1.5ca1 / ha) , 1.0 ] = 1.00   D.7.2.8
              CSA A23.3-14
Conc shear breakout resistance Vcbgr =
Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb
Avco
= 55.9 [kN] D.7.2.1  Eq D.33
  ratio = 0.40 > Vu OK  
               
Conc. Shear Breakout Resistance - Parallel To Edge        
               
 
              ACI 318M-11
Only Case 2 needs to be considered when anchors are rigidly connected to the attachment Fig. RD.7.2.1(b) notes
This applies to welded stud case so only Mode 2 is considered for shear checking in Case 2
   
Mode 2 Shear taken evenly by back welded studs, strength check against 0.5 x Vu  
               
Bolt edge distance ca1 = min(c2 , c4) = 125 [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 = 125 [mm] D.7.2.4
  1.5ca1 =   = 188 [mm] CSA A23.3-14
  Avc = [min(s1+c1,1.5ca1) +min(c3,1.5ca1)]x = 5.9E+04 [mm2] D.7.2.1
      min(1.5ca1, ha)       CSA A23.3-14
  Avco = 4.5ca12 = 7.0E+04 [mm2] D.7.2.1  Eq D.34
  Avc = min ( Avc, nbd Avco ) = 5.9E+04 [mm2] D.7.2.1
  le = min( 8da , hef ) = 152 [mm] D.7.2.2 a)
  Vb1 = = 27.3 [kN] D.7.2.3  Eq D.37
  Vb2 = = 23.4 [kN] D.7.2.2 b)  Eq D.36
  Vb = min( Vb1 , Vb2 ) = 23.4 [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 ] = 1.00   D.7.2.8
              CSA A23.3-14
Conc shear breakout resistance Vcbgr-p =
2x  Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb
Avco
= 93.8 [kN] D.7.2.1  Eq D.33
      x 2 side       D.7.2.1 c)
  ratio = 0.24 > Vu OK  
               
Conc. Pryout Shear Resistance             CSA A23.3-14
  kcp = 2.0       D.7.3
Factored shear pryout resistance Vcpgr = kcp Ncbgr = 141.4 [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 = 106.1 [kN] D.4.3.5.4
  ratio = 0.21 > Vu OK  
               
Govern Shear Resistance Vr = min ( Vsar , Vcbgr , Vcbgr-p , Vcpgr ) = 55.9 [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 = 0.81   D.8.4  Eq D.46
  ratio = 0.67 < 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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