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ANCHOR BOLT DESIGN Combined Tension, Shear and Moment
Result Summary                  
Anchor Rod Embedment, Spacing and Edge Distance       Warn  
Overall         ratio = 0.74 OK  
Seismic Design         Tension =   OK  
          Shear =   OK  
Design Code Reference                  
Anchor bolt design based on                 Code Abbreviation
ACI 318-14 Building Code Requirements for Structural Concrete and Commentary ACI 318-14
PIP STE05121 Anchor Bolt Design Guide-2006 PIP STE05121
AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Ed AISC Design Guide 1  
Anchor Bolt Data                 Code Reference
Factored moment Mu = [kip-ft]            
Factored tension or compression Nu = [kips] in compression    
Factored shear force Vu = [kips]      
                   
 
                     
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 = [in] 4.00   OK   Page A -1 Table 1
Outermost bolt line spacing s2 s2 = [in] 4.00   OK    
Max spacing between anchors in tension = [in]            
                     
Column depth d = [in]            
Concrete strength f'c = [ksi]    
Anchor bolt material   =          
Anchor tensile strength futa = 58.0 [ksi]         ACI 318-14
      Anchor is ductile steel element       2.3 & 17.3.3 (a)
Anchor bolt diameter da  = [in]            
Anchor bolt has sleeve   =           PIP STE05121
                  PIP STE05121
Anchor bolt edge distance c1 c1 = [in] 4.50   OK   Page A -1 Table 1
Anchor bolt edge distance c2 c2 = [in] 4.50   OK    
Anchor bolt edge distance c3 c3 = [in] 4.50   OK    
Anchor bolt edge distance c4 c4 = [in] 4.50   OK    
                   
Anchor bolt embedment depth hef = [in]         ACI 318-14
ci ≥ 1.5hef for at least two edges to avoid reducing of hef when Nu > 0   Warn   17.4.2.3
Anchor bolt adjusted hef for design hef = [in] 12.00   Warn   17.4.2.3
Concrete thickness ha = [in] 15.00   OK    
                   
                   
 
                   
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 anchor bolt n =          
No of anchor bolt carrying tension nt =            
No of anchor bolt carrying shear ns =            
Oversized holes in base plate ?   =            
                   
Anchor bolt head type        
Anchor effective cross section area Ase = 0.606 [in2]        
Anchor bolt head bearing area Abrg = [in2]
         
Anchor bolt 1/8" (3mm) corrosion allowance =            
Supplementary reinforcement                 ACI 318-14
        For tension   = Condition A       17.3.3 (c)
        For shear Yc,v = Condition A       17.5.2.7
                  ACI 318-14
Provide built-up grout pad ?   =           17.5.1.3
Concrete cracking   =         17.4.2.6, 17.4.3.6, 17.5.2.7
                  ACI 318-14
Seismic design category SDC >= C   =           17.2.3.1
Anchor bolt load E <= 0.2U Tensile =   Shear =   17.2.3.4.1 & 17.2.3.5.1
Anchor bolt satisfies opion Tensile = Shear = 17.2.3.4.3 & 17.2.3.5.3
                   
Strength reduction factors                 ACI 318-14
Anchor reinforcement fs = 0.75           17.4.2.9 & 17.5.2.9
Anchor rod - ductile steel ft,s = 0.75   fv,s = 0.65   17.3.3 (a)
Concrete ft,c = 0.75  Cdn-A fv,c = 0.75  Cdn-A 17.3.3 (c)
CONCLUSION
                 
Anchor Rod Embedment, Spacing and Edge Distance       Warn  
Overall ratio = 0.74 OK  
Tension          
Anchor Rod Tensile Resistance ratio = 0.11 OK  
Concrete Tensile Breakout Resistance ratio = 0.40 OK  
Anchor Pullout Resistance ratio = 0.09 OK  
Side Blowout Resistance ratio = 0.00 NA  
Shear          
Anchor Rod Shear Resistance ratio = 0.11 OK  
Concrete Shear Breakout Resistance - Perpendicular To Edge ratio = 0.49 OK  
Concrete Shear Breakout Resistance - Parallel To Edge ratio = 0.23 OK  
Concrete Pryout Shear Resistance ratio = 0.19 OK  
Tension Shear Interaction          
Tension Shear Interaction ratio = 0.74 OK  
           
Seismic Design         ACI 318-14
Tension Applicable       OK 17.2.3.4
Seismic SDC>=C and E>0.2U , Option D is selected to satisfy additional seismic requirements as per 17.2.3.4.3    
                   
Shear Applicable       OK 17.2.3.5
Seismic SDC>=C and E>0.2U , Option C is selected to satisfy additional seismic requirements as per 17.2.3.5.3    
Assumptions ACI 318-14
1. Concrete is cracked 17.4.2.6, 17.4.3.6, 17.5.2.7
2. Condition A - supplementary reinforcement provided 17.3.3 (c)
3. Load combinations shall be per ACI 318-14 5.3.1 17.3.3
4. Shear load acts through center of bolt group Yec,V =1.0 17.5.2.5
5. For anchor group subject to moment, the anchor tensile load is designed using elastic analysis 17.2.1
     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  
7. Anchor bolt washer shall be tack welded to base plate for all anchor bolts to transfer shear AISC Design Guide 1
  Section 3.5.3
CACULATION                  
Anchor Tensile Force                  
Single bolt tensile force T1 = [kips] No of bolt for T1  nT1 = 2.0    
Sum of bolt tensile force Nu = S ni Ti     = 5.61 [kips]  
                   
Tensile bolts outer distance stb stb = [in]          
Eccentricity e'N -- distance between resultant of tensile load and centroid of anchors  
loaded in tension e'N = [in]          
Eccentricity modification factor Ψec,N =     = 1.00    
                   
Anchor Rod Tensile Resistance                 ACI 318-14
  f t,s Nsa = f t,s Ase futa = 26.36 [kips] 17.4.1.2 Eq 17.4.1.2
  ratio = 0.11 > T1 OK  
               
Concrete Tensile Breakout Resistance       ACI 318-14
  Nb = 24 l √fc hef1.5  if hef <11" or hef>25" = 21.32 [kips] 17.4.2.2 Eq 17.4.2.2a
      16 l √fc hef(5/3)  if 11"≤ hef ≤25"       17.4.2.2 Eq 17.4.2.2b
Projected conc failure area 1.5 hef =   = 8.00 [in]  
  ANC = [stb+min(c1,1.5hef)+min(c3,1.5hef)]x = 338.0 [in2]  
      [s2+min(c2,1.5hef)+min(c4,1.5hef)]        
  ANCO = 9 hef2 = 256.0 [in2] 17.4.2.1 Eq 17.4.2.1c
  ANC = min ( ANC, nt ANCO ) = 338.0 [in2] 17.4.2.1
Min edge distance cmin = min( c1, c2, c3, c4 ) = 5.00 [in]  
Eccentricity effects Ψec,N =   = 1.00   17.4.2.4
Edge effects Ψed,N = min[ (0.7+0.3cmin/1.5hef), 1.0 ] = 0.89   17.4.2.5
Concrete cracking Ψc,N = 1.00  for cracked concrete       17.4.2.6
Concrete splitting Ψcp,N = 1.00  for cast-in anchor       17.4.2.7
               
Concrete breakout resistance ftcNcbg =
ftc  ANC Ψec,N Ψed,N Ψc,N Ψcp,N Nb
ANCO
= 18.73 [kips] 17.4.2.1 Eq 17.4.2.1b
               
Seismic design strength reduction   = x 0.75 applicable = 14.05 [kips] 17.2.3.4.4
  ratio = 0.40 > Nu OK  
               
Anchor Pullout Resistance             ACI 318-14
Single bolt pullout resistance N p = 8 Abrg fc' = 62.44 [kips] 17.4.3.4 Eq 17.4.3.4
  ft,c Npn = f t,c Ψc,p Np = 43.71 [kips] 17.4.3.1 Eq 17.4.3.1
  Ψc,p = 1.00  for cracked concrete       17.4.3.6
  f t,c = 0.70 pullout strength is always Condition B 17.3.3(c)
Seismic design strength reduction   = x 0.75 applicable = 32.78 [kips] 17.2.3.4.4
  ratio = 0.09 > T1 OK  
               
Side Blowout Resistance              
Failure Along Pedestal Width Edge             ACI 318-14
Tensile load carried by anchors close to edge which may cause side-face blowout        
along pedestal width edge Nbuw = nT1 T1 = 5.61 [kips] R17.4.4.2
  c = min ( c1 , c3 ) = 5.00 [in]  
  s = s2 = 16.00 [in]  
Check if side blowout applicable hef = 12.00 [in]          
    < 2.5c side bowout is NOT applicable 17.4.4.1
               
Group side blowout resistance ftc Nsbg =   = 0.00 [kips]  
               
Govern Tensile Resistance Nr = min(f nt Nsa , fNcbg , fnt Npn , fNsbg) =  14.05 [kips]  
               
Anchor Rod Shear Resistance             ACI 318-14
  f v,sVsa = f v,s ns 0.6 Ase futa = 54.83 [kips] 17.5.1.2 (b)
Reduction due to built-up grout pad   = x 0.8 , applicable = 43.86 [kips] 17.5.1.3
  ratio = 0.11 > Vu OK  
               
Conc. Shear Breakout Resistance - Perpendicular To Edge        
Mode 1 Failure cone at front anchors, strength check against 0.5 x Vu
Mode 3 Failure cone at front anchors, strength check against 1.0 x Vu , applicable when oversized holes are used in base plate
               
 
               
Bolt edge distance c1 =   = 5.00 [in] ACI 318-14
Limiting ca1 when anchors are influenced by 3 or more edges = No   17.5.2.4
Bolt edge distance - adjusted c1 = ca1 needs NOT to be adjusted = 5.00 [in] 17.5.2.4
  c2 =   = 5.00 [in]  
  1.5c1 =   = 7.50 [in] ACI 318-14
  Avc = [min(c2,1.5c1) + s2 + min(c4,1.5c1)]x = 195.0 [in2] 17.5.2.1
      min(1.5c1, ha)       ACI 318-14
  Avco = 4.5c12 = 112.5 [in2] 17.5.2.1 Eq 17.5.2.1c
  Avc = min ( Avc, n1 Avco ) = 195.0 [in2] 17.5.2.1
  le = min( 8da , hef ) = 8.00 [in] 17.5.2.2
  Vb1 = = 8.55 [kips] 17.5.2.2 Eq 17.5.2.2a
  Vb2 = = 7.26 [kips] 17.5.2.2 Eq 17.5.2.2b
  Vb = min( Vb1 , Vb2 ) = 7.26 [kips] 17.5.2.2
Eccentricity effects Ψec,v = 1.0 shear acts through center of group       17.5.2.5
Edge effects Ψed,v = min[ (0.7+0.3c2/1.5c1), 1.0 ] = 0.90   17.5.2.6
Concrete cracking Ψc,v = concrete is cracked = 1.20   17.5.2.7
Member thickness Ψh,v = max[ (sqrt(1.5c1 / ha) , 1.0 ] = 1.00   17.5.2.8
              ACI 318-14
Conc shear breakout resistance Vcbg =
fv,c  Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb
Avco
= 10.19 [kips] 17.5.2.1 Eq 17.5.2.1b
Mode 3 is used for checking Vcbg1 = 1.0 x Vcbg = 10.19 [kips]  
               
Mode 2 Failure cone at back anchors        
               
 
               
Bolt edge distance ca1 = c1 + s1 = 21.00 [in] ACI 318-14
Limiting ca1 when anchors are influenced by 3 or more edges = Yes   17.5.2.4
Bolt edge distance - adjusted ca1 = ca1 needs to be adjusted = 10.00 [in] 17.5.2.4
  c2 =   = 5.00 [in]  
  1.5ca1 =   = 15.00 [in] ACI 318-14
  Avc = [min(c2,1.5ca1)+ s2 + min(c4,1.5ca1)]x = 390.0 [in2] 17.5.2.1
      min(1.5ca1, ha)       ACI 318-14
  Avco = 4.5ca12 = 450.0 [in2] 17.5.2.1 Eq 17.5.2.1c
  Avc = min ( Avc, n2 Avco ) = 390.0 [in2] 17.5.2.1
  le = min( 8da , hef ) = 8.00 [in] 17.5.2.2
  Vb1 = = 24.19 [kips] 17.5.2.2 Eq 17.5.2.2a
  Vb2 = = 20.52 [kips] 17.5.2.2 Eq 17.5.2.2b
  Vb = min( Vb1 , Vb2 ) = 20.52 [kips] 17.5.2.2
Eccentricity effects Ψec,v = 1.0 shear acts through center of group       17.5.2.5
Edge effects Ψed,v = min[ (0.7+0.3c2/1.5ca1), 1.0 ] = 0.80   17.5.2.6
Concrete cracking Ψc,v = concrete is cracked = 1.20   17.5.2.7
Member thickness Ψh,v = max[ (sqrt(1.5ca1 / ha) , 1.0 ] = 1.00   17.5.2.8
              ACI 318-14
Conc shear breakout resistance Vcbg2 =
fv,c  Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb
Avco
= 12.81 [kips] 17.5.2.1 Eq 17.5.2.1b
               
Min shear breakout resistance fv,cVcbg = min ( Vcbg1 , Vcbg2 ) = 10.19 [kips]  
shear perpendicular to edge              
  ratio = 0.49 > Vu OK  
               
Conc. Shear Breakout Resistance - Parallel To Edge        
               
 
               
Mode 1 Shear taken evenly by all anchor bolts, strength check against 0.5 x Vu  
               
Bolt edge distance ca1 = min(c2 , c4) = 5.00 [in] ACI 318-14
Limiting ca1 when anchors are influenced by 3 or more edges = No   17.5.2.4
Bolt edge distance - adjusted ca1 = ca1 needs NOT to be adjusted = 5.00 [in] 17.5.2.4
  1.5ca1 =   = 7.50 [in] ACI 318-14
  Avc = [min(c1,1.5ca1) + s1+ min(c3,1.5ca1)]x = 195.0 [in2] 17.5.2.1
      min(1.5ca1, ha)       ACI 318-14
  Avco = 4.5ca12 = 112.5 [in2] 17.5.2.1 Eq 17.5.2.1c
  Avc = min ( Avc, nbd Avco ) = 195.0 [in2] 17.5.2.1
  le = min( 8da , hef ) = 8.00 [in] 17.5.2.2
  Vb1 = = 8.55 [kips] 17.5.2.2 Eq 17.5.2.2a
  Vb2 = = 7.26 [kips] 17.5.2.2 Eq 17.5.2.2b
  Vb = min( Vb1 , Vb2 ) = 7.26 [kips] 17.5.2.2
Eccentricity effects Ψec,v = 1.0 shear acts through center of group       17.5.2.5
Edge effects Ψed,v =   = 1.00   17.5.2.1 (c)
Concrete cracking Ψc,v = concrete is cracked = 1.20   17.5.2.7
Member thickness Ψh,v = max[ (sqrt(1.5ca1 / ha) , 1.0 ] = 1.00   17.5.2.8
              ACI 318-14
Conc shear breakout resistance Vcbg-p1 =
2xfv,c  Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb
Avco
= 22.64 [kips] 17.5.2.1 Eq 17.5.2.1b
              17.5.2.1 (c)
               
Mode 2 Shear taken evenly by back anchor bolts, strength check against 0.5 x Vu  
               
Bolt edge distance ca1 = min(c2 , c4) = 5.00 [in] ACI 318-14
Limiting ca1 when anchors are influenced by 3 or more edges = No   17.5.2.4
Bolt edge distance - adjusted ca1 = ca1 needs NOT to be adjusted = 5.00 [in] 17.5.2.4
  1.5ca1 =   = 7.50 [in] ACI 318-14
  Avc = [min(s1+c1,1.5ca1) +min(c3,1.5ca1)]x = 93.8 [in2] 17.5.2.1
      min(1.5ca1, ha)       ACI 318-14
  Avco = 4.5ca12 = 112.5 [in2] 17.5.2.1 Eq 17.5.2.1c
  Avc = min ( Avc, nbd Avco ) = 93.8 [in2] 17.5.2.1
  le = min( 8da , hef ) = 8.00 [in] 17.5.2.2
  Vb1 = = 8.55 [kips] 17.5.2.2 Eq 17.5.2.2a
  Vb2 = = 7.26 [kips] 17.5.2.2 Eq 17.5.2.2b
  Vb = min( Vb1 , Vb2 ) = 7.26 [kips] 17.5.2.2
Eccentricity effects Ψec,v = 1.0 shear acts through center of group       17.5.2.5
Edge effects Ψed,v =   = 1.00   17.5.2.1 (c)
Concrete cracking Ψc,v = concrete is cracked = 1.20   17.5.2.7
Member thickness Ψh,v = max[ (sqrt(1.5ca1 / ha) , 1.0 ] = 1.00   17.5.2.8
              ACI 318-14
Conc shear breakout resistance Vcbg-p2 =
2xfv,c  Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb
Avco
= 10.88 [kips] 17.5.2.1 Eq 17.5.2.1b
              17.5.2.1 (c)
               
Mode 3 Shear taken evenly by front anchor bolts, strength check against 0.5 x Vu  
               
Bolt edge distance ca1 = min(c2 , c4) = 5.00 [in] ACI 318-14
Limiting ca1 when anchors are influenced by 3 or more edges = No   17.5.2.4
Bolt edge distance - adjusted ca1 = ca1 needs NOT to be adjusted = 5.00 [in] 17.5.2.4
  1.5ca1 =   = 7.50 [in] ACI 318-14
  Avc = [min(c1,1.5ca1) +  min(s1+c3,1.5ca1)]x = 93.8 [in2] 17.5.2.1
      min(1.5ca1, ha)       ACI 318-14
  Avco = 4.5ca12 = 112.5 [in2] 17.5.2.1 Eq 17.5.2.1c
  Avc = min ( Avc, nbd Avco ) = 93.8 [in2] 17.5.2.1
  le = min( 8da , hef ) = 8.00 [in] 17.5.2.2
  Vb1 = = 8.55 [kips] 17.5.2.2 Eq 17.5.2.2a
  Vb2 = = 7.26 [kips] 17.5.2.2 Eq 17.5.2.2b
  Vb = min( Vb1 , Vb2 ) = 7.26 [kips] 17.5.2.2
Eccentricity effects Ψec,v = 1.0 shear acts through center of group       17.5.2.5
Edge effects Ψed,v =   = 1.00   17.5.2.1 (c)
Concrete cracking Ψc,v = concrete is cracked = 1.20   17.5.2.7
Member thickness Ψh,v = max[ (sqrt(1.5ca1 / ha) , 1.0 ] = 1.00   17.5.2.8
              ACI 318-14
Conc shear breakout resistance Vcbg-p3 =
2xfv,c  Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb
Avco
= 10.88 [kips] 17.5.2.1 Eq 17.5.2.1b
              17.5.2.1 (c)
Min shear breakout resistance fvcVcbgp = min(Vcbg-p1 ,Vcbg-p2 , Vcbg-p3 )x2 side = 21.77 [kips]  
shear parallel to edge              
  ratio = 0.23 > Vu OK  
               
Conc. Pryout Shear Resistance             ACI 318-14
  kcp = 2.0       17.5.3.1
Factored shear pryout resistance fv,cVcpg = fv,c kcp Ncbg = 34.97 [kips] 17.5.3.1 Eq 17.5.3.1b
  f v,c = 0.7  pryout strength is always Condition B   17.3.3 (c)
               
Seismic design strength reduction   = x 0.75 applicable = 26.23 [kips] 17.2.3.4.4
  ratio = 0.19 > Vu OK  
               
Govern Shear Resistance Vr = min ( fVsa , fVcbg , fVcbg-p , fVcpg ) = 10.19 [kips]  
               
Tension Shear Interaction             ACI 318-14
Check if Nu >0.2f Nn and Vu >0.2f Vn = Yes       17.6.1 & 17.6.2
      Nu / f Nn + Vu / f Vn = 0.89   17.6.3 Eq 17.6.3
  ratio = 0.74 < 1.2 OK  
               
Seismic Design              
Tension     Applicable     OK  
Option D is selected. ACI 318-14
User has to ensure that the tensile load Nu user input above includes the seismic load E, with E increased
by multiplying overstrength factor Ωo 		17.2.3.4.3(d)
                   
Seismic SDC>=C and E>0.2U , Option D is selected to satisfy additional seismic requirements as per 17.2.3.4.3    
               
Shear     Applicable     OK  
Option C is selected.             ACI 318-14
User has to ensure that the shear load Vu user input above includes the seismic load E, with E increased
by multiplying overstrength factor Ωo 		17.2.3.5.3(c)
               
Seismic SDC>=C and E>0.2U , Option C is selected to satisfy additional seismic requirements as per 17.2.3.5.3    
                   

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