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ANCHOR BOLT DESIGN CSA A23.3-14 Code - Using Anchor Reinforcement    

Result Summary                  
Anchor Rod Embedment, Spacing and Edge Distance       OK  
Min Rquired Anchor Reinft. Development Length ratio = 0.86 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 = [MPa]    
Anchor Bolt Data                    
Anchor bolt material   =          
Anchor tensile strength futa = 400 [MPa]         CSA A23.3-14
      Anchor is ductile steel element       D.2
Anchor bolt diameter da  = [in]            
Anchor bolt has sleeve   =           PIP STE05121
Anchor bolt head type            
Anchor effective cross section area Ase = 0 [mm2]        
Anchor bolt head bearing area Abrg = [mm2] 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=127 s1=406 c3=127 c2=127 s2=406 c4=127 Nu=-44.5 Mux=33.9 Vuy=111.2 Muy=20.3 Vux=66.7
c1=127 s1=406 c3=127 c2=127 s2=406 c4=127 col dx=323 col dy=323
                   
Anchor Bolt Forces                    
Factored tension or compression Nu = [kN] in compression    
  Anchor Bolt Forces in Y Axis Direction             Anchor Bolt Forces in X Axis Direction    
Factored moment Mux = [kN-m] Muy = [kN-m]    
Mux and Muy are concurrent =              
Factored shear force Vuy = [kN] Vux = [kN]    
Anchor Bolt Group Layout Dimensions            
  Anchor Bolt Exterior Bolt Line Spacing             PIP STE05121
Exterior bolt line spacing s1 s1 = [mm] 102   OK   Page A -1 Table 1
Exterior bolt line spacing s2 s2 = [mm] 102   OK    
  Anchor Bolt Edge Distance         PIP STE05121
Anchor bolt edge distance c1 c1 = [mm] 114   OK   Page A -1 Table 1
Anchor bolt edge distance c2 c2 = [mm] 114   OK    
Anchor bolt edge distance c3 c3 = [mm] 114   OK    
Anchor bolt edge distance c4 c4 = [mm] 114   OK    
  Column Depth                
Column depth in X axis direction dx = [mm]            
Column depth in Y axis direction dy = [mm]            
                  PIP STE05121
Anchor bolt embedment depth hef = [mm] 305   OK   Page A -1 Table 1
Pedestal height ha = [mm] 431   OK    
Anchor Reinforcement Input         CSA A23.3-14
To be considered effective for resisting anchor tension, vertical reinforcing bars shall be located Figure D.10
within 0.5hef from the outmost anchor's centerline  
Avg ver. bar center to anchor rod center distance dar = [mm]  
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 =    
Rebar specification   =        
Ver. rebar size No. = 25.2 [mm] single rebar area As = 500 [mm2]  
Ver. rebar top anchorage option        
To be considered effective for resisting anchor shear, hor. reinft shall be located Figure D.17B
within min( 0.5c1, 0.3c2 ) from the outmost anchor's centerline min (0.5c1, 0.3c2) = 38 [mm]  
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. = 11.3 [mm] single rebar area As = 100 [mm2]  
For anchor reinft shear breakout strength calc    
Rebar yield strength - ver. rebar fy-v = [MPa]        
Rebar yield strength - hor. rebar fy-h = [MPa]        
Consider only half of total anchor bolt carrying shear due to oversize bolt hole =            
Provide built-up grout pad ?   =           D.7.1.3
Seismic Input             CSA A23.3-14
Seismic design category SDC >= C   =           D.4.3.3
Anchor bolt load E <= 0.2U Tensile =   Shear =   D.4.3.5.1 & D.4.3.6.1
Anchor bolt satisfies opion Tensile = Shear = D.4.3.5.3 & D.4.3.6.3

CONCLUSION
                 

  Result for Anchor Bolt Forces in Y Axis Direction         View Detail Calc
Anchor Rod Embedment, Spacing and Edge Distance       OK CSA A23.3-14
Min Rquired Anchor Reinft. Development Length ratio = 0.86 OK 12.5.1
Overall ratio = Infinity NG  
Tension          
Anchor Rod Tensile Resistance ratio = Infinity NG  
Anchor Reinft Tensile Breakout Resistance ratio = 0.16 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 = 0.46 OK  
      Tie Reinforcement ratio = 0.93 OK  
Conc. Pryout Not Govern When hef >= 12da       OK  
Tension Shear Interaction          
Tension Shear Interaction ratio = 2.00 NG  
           
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    

  Result for Anchor Bolt Forces in X Axis Direction         View Detail Calc
Anchor Rod Embedment, Spacing and Edge Distance       OK CSA A23.3-14
Min Rquired Anchor Reinft. Development Length ratio = 0.86 OK 12.5.1
Overall ratio = Infinity NG  
Tension          
Anchor Rod Tensile Resistance ratio = Infinity NG  
Anchor Reinft Tensile Breakout Resistance ratio = 0.08 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 = 0.56 OK  
Conc. Pryout Not Govern When hef >= 12da       OK  
Tension Shear Interaction          
Tension Shear Interaction ratio = 2.00 NG  
           
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    

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