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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
ACI 318M-11 Building Code Requirements for Structural Concrete and Commentary Appendix D ACI 318M-11
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]         ACI 318M-11
      Anchor is ductile steel element       D.1
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]         ACI 318M-11
ci ≥ 1.5hef for at least two edges to avoid reducing of hef when Nu > 0   Warn   D.5.2.3
Welded stud adjusted hef for design hef = [mm] 229   Warn   D.5.2.3
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                 ACI 318M-11
        For tension   = Condition A       D.4.3 (c)
        For shear Yc,v = Condition A       D.6.2.7
                  ACI 318M-11
Provide built-up grout pad ?   =           D.6.1.3
Concrete cracking   =         D.5.2.6, D5.3.6, D.6.2.7
                  ACI 318M-11
Seismic design category SDC >= C   =           D.3.3.1
Welded stud load E <= 0.2U Tensile =   Shear =   D.3.3.4.1 & D.3.3.5.1
Welded stud satisfies opion Tensile = Shear = D.3.3.4.3 & D.3.3.5.3
                   
Strength reduction factors                 ACI 318M-11
Anchor reinforcement fs = 0.75           D.5.2.9 & D.6.2.9
Anchor rod - ductile steel ft,s = 0.75   fv,s = 0.65   D.4.3 (a)
Concrete ft,c = 0.75  Cdn-A fv,c = 0.75  Cdn-A D.4.3 (c)
CONCLUSION
                 
Anchor Rod Embedment, Spacing and Edge Distance       Warn  
Overall ratio = 0.67 OK  
Tension          
Anchor Rod Tensile Resistance ratio = 0.13 OK  
Concrete Tensile Breakout Resistance ratio = 0.41 OK  
Anchor Pullout Resistance ratio = 0.16 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 = 0.19 OK  
Tension Shear Interaction          
Tension Shear Interaction ratio = 0.67 OK  
           
Seismic Design         ACI 318M-11
Tension Applicable       OK D.3.3.4
Seismic SDC>=C and E>0.2U , Option D is selected to satisfy additional seismic requirements as per D.3.3.4.3    
                   
Shear Applicable       OK D.3.3.5
Seismic SDC>=C and E>0.2U , Option C is selected to satisfy additional seismic requirements as per D.3.3.5.3    
Assumptions ACI 318M-11
1. Concrete is cracked D.5.2.6, D5.3.6, D.6.2.7
2. Condition A - supplementary reinforcement provided D.4.3 (c)
3. Load combinations shall be per ACI 318M-11 9.2 D.4.3
4. Shear load acts through center of bolt group Yec,V =1.0 D.6.2.5
5. For anchor group subject to moment, the anchor tensile load is designed using elastic analysis D.3.1
     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                 ACI 318M-11
  f t,s Nsa = f t,s Ase futa = 95.9 [kN] D.5.1.2 (D-2)
  ratio = 0.13 > T1 OK  
               
Concrete Tensile Breakout Resistance       ACI 318M-11
  Nb = 10 l √fc hef1.5  if hef <280 or hef>635 = 94.2 [kN] D.5.2.2 (D-6)
      3.9 l √fc hef(5/3)  if 280≤ hef ≤635       D.5.2.2 (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.5.2.1 (D-5)
  ANC = min ( ANC, nt ANCO ) = 2.2E+05 [mm2] D.5.2.1
Min edge distance cmin = min( c1, c2, c3, c4 ) = 125 [mm]  
Eccentricity effects Ψec,N =   = 1.00   D.5.2.4
Edge effects Ψed,N = min[ (0.7+0.3cmin/1.5hef), 1.0 ] = 0.88   D.5.2.5
Concrete cracking Ψc,N = 1  for cracked concrete       D.5.2.6
Concrete splitting Ψcp,N = 1.00  for cast-in anchor       D.5.2.7
               
Concrete breakout resistance ftcNcbg =
ftc  ANC Ψec,N Ψed,N Ψc,N Ψcp,N Nb
ANCO
= 81.6 [kN] D.5.2.1 (D-4)
               
Seismic design strength reduction   = x 0.75 applicable = 61.2 [kN] D.3.3.4.4
  ratio = 0.41 > Nu OK  
               
Anchor Pullout Resistance             ACI 318M-11
Single bolt pullout resistance N p = 8 Abrg fc' = 145.0 [kN] D.5.3.4 (D-14)
  ft,c Npn = f t,c Ψc,p Np = 101.5 [kN] D.5.3.1 (D-13)
  Ψc,p = 1.00  for cracked concrete       D.5.3.6
  f t,c = 0.70 pullout strength is always Condition B D.4.3(c)
Seismic design strength reduction   = x 0.75 applicable = 76.1 [kN] D.3.3.4.4
  ratio = 0.16 > T1 OK  
               
Side Blowout Resistance              
Failure Along Pedestal Width Edge             ACI 318M-11
Tensile load carried by anchors close to edge which may cause side-face blowout        
along pedestal width edge Nbuw = nT1 T1 = 25.0 [kN] RD.5.4.2
  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.5.4.1
               
Group side blowout resistance ftc Nsbg =   = 0.0 [kN]  
               
Govern Tensile Resistance Nr = min(f nt Nsa , fNcbg , fnt Npn , fNsbg) =  61.2 [kN]  
               
Anchor Rod Shear Resistance             ACI 318M-11
  f v,sVsa = f v,s ns Ase futa = 332.3 [kN] D.6.1.2 (a) (D-28)
Reduction due to built-up grout pad   = x 1.0 , not applicable = 332.3 [kN] D.6.1.3
  ratio = 0.07 > Vu OK  
               
Conc. Shear Breakout Resistance - Perpendicular To Edge        
Only Case 2 needs to be considered when anchors are rigidly connected to the attachment Fig. RD.6.2.1(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] ACI 318M-11
Limiting ca1 when anchors are influenced by 3 or more edges = Yes   D.6.2.4
Bolt edge distance - adjusted ca1 = ca1 needs to be adjusted = 253 [mm] D.6.2.4
  c2 =   = 125 [mm]  
  1.5ca1 =   = 380 [mm] ACI 318M-11
  Avc = [min(c2,1.5ca1)+ s2 + min(c4,1.5ca1)]x = 2.5E+05 [mm2] D.6.2.1
      min(1.5ca1, ha)       ACI 318M-11
  Avco = 4.5ca12 = 2.9E+05 [mm2] D.6.2.1 (D-32)
  Avc = min ( Avc, n2 Avco ) = 2.5E+05 [mm2] D.6.2.1
  le = min( 8da , hef ) = 152 [mm] D.6.2.2
  Vb1 = = 105.3 [kN] D.6.2.3 (D-35)
  Vb2 = = 89.3 [kN] D.6.2.2 (D-34)
  Vb = min( Vb1 , Vb2 ) = 89.3 [kN] D.6.2.2
Eccentricity effects Ψec,v = 1.0 shear acts through center of group       D.6.2.5
Edge effects Ψed,v = min[ (0.7+0.3c2/1.5ca1), 1.0 ] = 0.80   D.6.2.6
Concrete cracking Ψc,v = concrete is cracked = 1.20   D.6.2.7
Member thickness Ψh,v = max[ (sqrt(1.5ca1 / ha) , 1.0 ] = 1.00   D.6.2.8
              ACI 318M-11
Conc shear breakout resistance Vcbg =
fv,c  Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb
Avco
= 55.4 [kN] D.6.2.1 (D-31)
  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.6.2.1(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] ACI 318M-11
Limiting ca1 when anchors are influenced by 3 or more edges = No   D.6.2.4
Bolt edge distance - adjusted ca1 = ca1 needs NOT to be adjusted = 125 [mm] D.6.2.4
  1.5ca1 =   = 188 [mm] ACI 318M-11
  Avc = [min(s1+c1,1.5ca1) +min(c3,1.5ca1)]x = 5.9E+04 [mm2] D.6.2.1
      min(1.5ca1, ha)       ACI 318M-11
  Avco = 4.5ca12 = 7.0E+04 [mm2] D.6.2.1 (D-32)
  Avc = min ( Avc, nbd Avco ) = 5.9E+04 [mm2] D.6.2.1
  le = min( 8da , hef ) = 152 [mm] D.6.2.2
  Vb1 = = 36.5 [kN] D.6.2.3 (D-35)
  Vb2 = = 30.9 [kN] D.6.2.2 (D-34)
  Vb = min( Vb1 , Vb2 ) = 30.9 [kN] D.6.2.2
Eccentricity effects Ψec,v = 1.0 shear acts through center of group       D.6.2.5
Edge effects Ψed,v =   = 1.00   D.6.2.1 (c)
Concrete cracking Ψc,v = concrete is cracked = 1.20   D.6.2.7
Member thickness Ψh,v = max[ (sqrt(1.5ca1 / ha) , 1.0 ] = 1.00   D.6.2.8
              ACI 318M-11
Conc shear breakout resistance Vcbg-p =
2xfv,c  Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb
Avco
= 92.8 [kN] D.6.2.1 (D-31)
      x 2 side       D.6.2.1 (c)
  ratio = 0.24 > Vu OK  
               
Conc. Pryout Shear Resistance             ACI 318M-11
  kcp = 2.0       D.6.3.1
Factored shear pryout resistance fv,cVcpg = fv,c kcp Ncbg = 152.3 [kN] D.6.3.1 (D-41)
  f v,c = 0.7  pryout strength is always Condition B   D.4.3 (c)
               
Seismic design strength reduction   = x 0.75 applicable = 114.2 [kN] D.3.3.4.4
  ratio = 0.19 > Vu OK  
               
Govern Shear Resistance Vr = min ( fVsa , fVcbg , fVcbg-p , fVcpg ) = 55.4 [kN]  
               
Tension Shear Interaction             ACI 318M-11
Check if Nu >0.2f Nn and Vu >0.2f Vn = Yes       D.7.1 & D.7.2
      Nu / f Nn + Vu / f Vn = 0.81   D.7.3 (D-42)
  ratio = 0.67 < 1.2 OK  
               
Seismic Design              
Tension     Applicable     OK  
Option D is selected. ACI 318M-11
User has to ensure that the tensile load Nu user input above includes the seismic load E, with E increased
by multiplying overstrength factor Ωo 		D.3.3.4.3(d)
                   
Seismic SDC>=C and E>0.2U , Option D is selected to satisfy additional seismic requirements as per D.3.3.4.3    
               
Shear     Applicable     OK  
Option C is selected.             ACI 318M-11
User has to ensure that the shear load Vu user input above includes the seismic load E, with E increased
by multiplying overstrength factor Ωo 		D.3.3.5.3(c)
               
Seismic SDC>=C and E>0.2U , Option C is selected to satisfy additional seismic requirements as per D.3.3.5.3    
                   

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