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STUD ANCHOR DESIGN Combined Tension and Shear
Result Summary                  
Anchor Rod Embedment, Spacing and Edge Distance       OK  
Overall         ratio = 0.71 OK  
Seismic Design         Tension =   OK  
          Shear =   OK  
Design Code Reference                  
Welded stud design based on                 Code Abbreviation
ACI 318-11 Building Code Requirements for Structural Concrete and Commentary Appendix D ACI 318-11
PIP STE05121 Anchor Bolt Design Guide-2006 PIP STE05121
                Code Reference
Welded Stud Data                    
Factored tensile force Nu = [kips]      
Factored shear force Vu = [kips]      
Concrete strength f'c = [ksi]    
Welded stud material   =          
Anchor tensile strength futa = 65.0 [ksi]         ACI 318-11
      Anchor is ductile steel element       D.1
Welded stud diameter da  = [in]            
Anchor effective cross section area Ase = 0.442 [in2]        
Welded stud head bearing area Abrg = [in2]        
                PIP STE05121
Welded stud edge distance c1 c1 = [in] 4.50   OK   Page A -1 Table 1
Welded stud edge distance c2 c2 = [in] 4.50   OK    
Welded stud edge distance c3 c3 = [in] 4.50   OK    
Welded stud edge distance c4 c4 = [in] 4.50   OK    
                   
Welded stud embedment depth hef = [in]         ACI 318-11
ci ≥ 1.5hef for at least two edges to avoid reducing of hef when Nu > 0   OK   D.5.2.3
Welded stud adjusted hef for design hef = [in] 9.00   OK   D.5.2.3
Concrete thickness ha = [in] 15.00   OK    
                   
Supplementary reinforcement                  
        For tension   = Condition A       D.4.3 (c)
        For shear Yc,v = Condition A       D.6.2.7
                  ACI 318-11
Provide built-up grout pad ?   =           D.6.1.3
Concrete cracking   =         D.5.2.6, D5.3.6, D.6.2.7
                  ACI 318-11
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 318-11
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       OK  
Overall ratio = 0.71 OK  
Tension          
Anchor Rod Tensile Resistance ratio = 0.46 OK  
Concrete Tensile Breakout Resistance ratio = 0.31 OK  
Anchor Pullout Resistance ratio = 0.58 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 = 0.08 OK  
Tension Shear Interaction          
Tension Shear Interaction ratio = 0.71 OK  
           
Seismic Design         ACI 318-11
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 318-11
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 318-11 9.2 D.4.3
4. Tensile load acts through center of bolt group Yec,N =1.0 D.5.2.4
5. Shear load acts through center of bolt group Yec,V =1.0 D.6.2.5
CACULATION                  
Anchor Rod Tensile Resistance                 ACI 318-11
  f t,s Nsa = f t,s Ase futa = 21.55 [kips] D.5.1.2 (D-2)
  ratio = 0.46 > Nu OK  
               
Concrete Tensile Breakout Resistance       ACI 318-11
  Nb = 24 l √fc hef1.5  if hef <11" or hef>25" = 72.57 [kips] D.5.2.2 (D-6)
      16 l √fc hef(5/3)  if 11"≤ hef ≤25"       D.5.2.2 (D-7)
Projected conc failure area 1.5 hef =   = 18.00 [in]  
  ANC = [min(c1,1.5hef)+min(c3,1.5hef)]x = 1089.0 [in2]  
      [min(c2,1.5hef)+min(c4,1.5hef)]        
  ANCO = 9 hef2 = 1296.0 [in2] D.5.2.1 (D-5)
  ANC = min ( ANC, 1x ANCO ) = 1089.0 [in2] D.5.2.1
Min edge distance cmin = min( c1, c2, c3, c4 ) = 15.00 [in]  
Eccentricity effects Ψec,N = 1.0  for no eccentric load       D.5.2.4
Edge effects Ψed,N = min[ (0.7+0.3cmin/1.5hef), 1.0 ] = 0.95   D.5.2.5
Concrete cracking Ψc,N = 1.00  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
= 43.45 [kips] D.5.2.1 (D-4)
               
Seismic design strength reduction   = x 0.75 applicable = 32.59 [kips] D.3.3.4.4
  ratio = 0.31 > Nu OK  
               
Anchor Pullout Resistance             ACI 318-11
Single bolt pullout resistance N p = 8 Abrg fc' = 32.66 [kips] D.5.3.4 (D-14)
  ft,c Npn = f t,c  Ψc,p Np = 22.86 [kips] 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 = 17.14 [kips] D.3.3.4.4
  ratio = 0.58 > Nu OK  
               
Side Blowout Resistance              
  c = min ( c1, c2, c3, c4 ) = 15.00 [in]  
Check if side blowout applicable hef = 12.00 [in]         ACI 318-11  
    < 2.5c side bowout is NOT applicable D.5.4.1
Single anchor SB resistance ft,c Nsb = = 0.00 [kips] D.5.4.1 (D-16)
Edge reduction factor   = ( 1+ ca2 / ca1 ) / 4 = 0.50   D.5.4.1
SB resistance after edge reduction ftcNsb =  ft,c Nsb x [1+ca2 / ca1] / 4 = 0.00 [kips] D.5.4.1
Seismic design strength reduction   = x 0.75 applicable = 0.00 [kips] D.3.3.4.4
  ratio = 0.00 Nu NA  
               
Govern Tensile Resistance Nr = min ( f Nsa, f Ncb, f Npn, f Nsb ) =  17.14 [kips]  
               
Anchor Rod Shear Resistance             ACI 318-11
  f v,sVsa = f v,s Ase futa = 18.67 [kips] D.6.1.2 (a) (D-28)
Reduction due to built-up grout pad   = x 1.0 , not applicable = 18.67 [kips] D.6.1.3
  ratio = 0.27 > Vu OK  
               
Conc. Shear Breakout Resistance - Perpendicular To Edge        
               
 
               
Bolt edge distance ca1 = c1 = 15.00 [in] ACI 318-11
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 = 15.00 [in] D.6.2.4
  1.5ca1 =   = 22.50 [in] ACI 318-11
  Avc = [min(c2,1.5ca1)+ s2 +min(c4,1.5ca1)]x = 562.5 [in2] D.6.2.1
      min(1.5ca1, ha)       ACI 318-11
  Avco = 4.5ca12 = 1012.5 [in2] D.6.2.1 (D-32)
  Avc = min ( Avc, 1x Avco ) = 562.5 [in2] D.6.2.1
  le = min( 8da , hef ) = 6.00 [in] D.6.2.2
  Vb1 = = 38.49 [kips] D.6.2.2 (D-33)
  Vb2 = = 37.70 [kips] D.6.2.2 (D-34)
  Vb = min( Vb1 , Vb2 ) = 37.70 [kips] 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+0.3c2/1.5c1), 1.0 ] = 0.90   D.6.2.6
Concrete cracking Ψc,v = concrete is cracked = 1.20   D.6.2.7
Member thickness Ψh,v = max[ (sqrt(1.5c1 / ha) , 1.0 ] = 1.22   D.6.2.8
              ACI 318-11
Conc shear breakout resistance Vcb =
fv,c  Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb
Avco
= 20.78 [kips] D.6.2.1 (D-31)
- perpendicular to edge              
  ratio = 0.24 > Vu OK  
               
Conc. Shear Breakout Resistance - Parallel To Edge        
               
Bolt edge distance ca1 = min(c2 , c4) = 15.00 [in] ACI 318-11
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 = 15.00 [in] D.6.2.4
  1.5ca1 =   = 22.50 [in] ACI 318-11
  Avc = [min(c1,1.5ca1) + s1+ min(c3,1.5ca1)]x = 562.5 [in2] D.6.2.1
      min(1.5ca1, ha)       ACI 318-11
  Avco = 4.5ca12 = 1012.5 [in2] D.6.2.1 (D-32)
  Avc = min ( Avc, nbd Avco ) = 562.5 [in2] D.6.2.1
  le = min( 8da , hef ) = 6.00 [in] D.6.2.2
  Vb1 = = 38.49 [kips] D.6.2.2 (D-33)
  Vb2 = = 37.70 [kips] D.6.2.2 (D-34)
  Vb = min( Vb1 , Vb2 ) = 37.70 [kips] 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 ] = 1.22   D.6.2.8
              ACI 318-11
Conc shear breakout resistance Vcb-p =
2xfv,c  Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb
Avco
= 46.18 [kips] D.6.2.1 (D-31)
- parallel to edge             D.6.2.1 (c)
  ratio = 0.11 > Vu OK  
               
Conc. Pryout Shear Resistance             ACI 318-11
  kcp = 2.0       D.6.3.1
Factored shear pryout resistance fv,cVcp = fv,c kcp Ncb = 81.10 [kips] 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 = 60.83 [kips] D.3.3.4.4
  ratio = 0.08 > Vu OK  
               
Govern Shear Resistance Vr = min ( fVsa , fVcb , fVcb-p , fVcp ) = 18.67 [kips]  
               
Tension Shear Interaction             ACI 318-11
Check if Nu >0.2f Nn and Vu >0.2f Vn = Yes       D.7.1 & D.7.2
      Nu / f Nn + Vu / f Vn = 0.85   D.7.3 (D-42)
  ratio = 0.71 < 1.2 OK  
               
Seismic Design              
Tension     Applicable     OK  
Option D is selected. ACI 318-11
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 318-11
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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