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ANCHOR BOLT DESIGN ACI 318-11 Code - Using Anchor Reinforcement    

Result Summary                  
Anchor Rod Embedment, Spacing and Edge Distance       OK  
Min Rquired Anchor Reinft. Development Length ratio = 0.87 OK  
Overall         ratio = Infinity NG  
Seismic Design         Tension =   OK  
          Shear =   OK  

                Code Reference
Select anchor bolt design code          
Select design using or not using anchor reinforcement      
Select design for anchor bolt or anchor stud          
Concrete strength f'c = [ksi]    
Anchor Bolt Data                    
Anchor bolt material   =          
Anchor tensile strength futa = 58.0 [ksi]         ACI 318-11
      Anchor is ductile steel element       D.1
Anchor bolt diameter da  = [in]            
Anchor bolt has sleeve   =           PIP STE05121
Anchor bolt head type            
Anchor effective cross section area Ase = 0.000 [in2]        
Anchor bolt head bearing area Abrg = [in2] Error:
For anchor bolt da >1.5 inch, many head types are not
commercially available.
User can select Heavy Hex or Custom Head head type.
Anchor bolt 1/8" (3mm) corrosion allowance =            
Select anchor bolt pattern        
 
c1=5.00 s1=16.00 c3=5.00 c2=5.00 s2=16.00 c4=5.00 Nu=-10.00 Mux=25.00 Vuy=25.00 Muy=15.00 Vux=15.00
c1=5.00 s1=16.00 c3=5.00 c2=5.00 s2=16.00 c4=5.00 col dx=12.70 col dy=12.70
                   
Anchor Bolt Forces                    
Factored tension or compression Nu = [kips] in compression    
  Anchor Bolt Forces in Y Axis Direction             Anchor Bolt Forces in X Axis Direction    
Factored moment Mux = [kip-ft] Muy = [kip-ft]    
Mux and Muy are concurrent =              
Factored shear force Vuy = [kips] Vux = [kips]    
Anchor Bolt Group Layout Dimensions            
  Anchor Bolt Exterior Bolt Line Spacing             PIP STE05121
Exterior bolt line spacing s1 s1 = [in] 4.00   OK   Page A -1 Table 1
Exterior bolt line spacing s2 s2 = [in] 4.00   OK    
  Anchor Bolt Edge Distance         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    
  Column Depth                
Column depth in X axis direction dx = [in]            
Column depth in Y axis direction dy = [in]            
                  PIP STE05121
Anchor bolt embedment depth hef = [in] 12.00   OK   Page A -1 Table 1
Pedestal height ha = [in] 17.00   OK    
Anchor Reinforcement Input         ACI 318-11
To be considered effective for resisting anchor tension, vertical reinforcing bars shall be located RD.5.2.9
within 0.5hef from the outmost anchor's centerline  
Avg ver. bar center to anchor rod center distance dar = [in]  
No of ver. rebar effective to resist tensile anchors - Mux case n-Mux =    
No of ver. rebar effective to resist tensile anchors - Muy case n-Muy =    
Ver. rebar size No. = 1.000 [in] dia single rebar area As = 0.790 [in2]  
Ver. rebar top anchorage option        
To be considered effective for resisting anchor shear, hor. reinft shall be located RD.6.2.9
within min( 0.5c1, 0.3c2 ) from the outmost anchor's centerline min (0.5c1, 0.3c2) = 1.50 [in]  
No of tie layer that are effective to resist anchor shear nlay =    
No of tie leg that are effective to resist anchor shear Vux nleg-Vux =    
No of tie leg that are effective to resist anchor shear Vuy nleg-Vuy =    
Hor. tie rebar size No. = 0.500 [in] dia single rebar area As = 0.200 [in2]  
For anchor reinft shear breakout strength calc    
Rebar yield strength - ver. rebar fy-v = [ksi]        
Rebar yield strength - hor. rebar fy-h = [ksi]        
Consider only half of total anchor bolt carrying shear due to oversize bolt hole =            
Provide built-up grout pad ?   =           D.6.1.3
Seismic Input             ACI 318-11
Seismic design category SDC >= C   =           D.3.3.1
Anchor bolt load E <= 0.2U Tensile =   Shear =   D.3.3.4.1 & D.3.3.5.1
Anchor bolt satisfies opion Tensile = Shear = D.3.3.4.3 & D.3.3.5.3

CONCLUSION
                 

  Result for Anchor Bolt Forces in Y Axis Direction         View Detail Calc
Anchor Rod Embedment, Spacing and Edge Distance       OK ACI 318-11
Min Rquired Anchor Reinft. Development Length ratio = 0.87 OK 12.5.1
Overall ratio = Infinity NG  
Tension          
Anchor Rod Tensile Resistance ratio = Infinity NG  
Anchor Reinft Tensile Breakout Resistance ratio = 0.15 OK  
Anchor Pullout Resistance ratio = 2.00 NG  
Side Blowout Resistance ratio = 2.00 NG  
Shear          
Anchor Rod Shear Resistance ratio = Infinity NG  
Anchor Reinft Shear Breakout Resistance          
      Strut Bearing Strength ratio = 0.45 OK  
      Tie Reinforcement ratio = 0.69 OK  
Conc. Pryout Not Govern When hef >= 12da       OK  
Tension Shear Interaction          
Tension Shear Interaction ratio = 2.00 NG  
           
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    

  Result for Anchor Bolt Forces in X Axis Direction         View Detail Calc
Anchor Rod Embedment, Spacing and Edge Distance       OK ACI 318-11
Min Rquired Anchor Reinft. Development Length ratio = 0.87 OK 12.5.1
Overall ratio = Infinity NG  
Tension          
Anchor Rod Tensile Resistance ratio = Infinity NG  
Anchor Reinft Tensile Breakout Resistance ratio = 0.07 OK  
Anchor Pullout Resistance ratio = 2.00 NG  
Side Blowout Resistance ratio = 2.00 NG  
Shear          
Anchor Rod Shear Resistance ratio = Infinity NG  
Anchor Reinft Shear Breakout Resistance          
      Strut Bearing Strength ratio = 0.27 OK  
      Tie Reinforcement ratio = 0.42 OK  
Conc. Pryout Not Govern When hef >= 12da       OK  
Tension Shear Interaction          
Tension Shear Interaction ratio = 2.00 NG  
           
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    

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