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BASE PLATE DESIGN          

Result Summary                  
Overall         ratio = Infinity NG  

Design Code Reference                  
Base plate design based on                 Code Abbreviation
AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Edition AISC Design Guide 1
CSA A23.3-14  Design of Concrete Structures CSA A23.3-14
                Code Reference
Base Plate Data                    
Column section type   =        
Column section size   =          
Column section properties d = 0.0 [mm] tf = 0.0 [mm]    
  bf = 0.0 [mm] tw = 0.0 [mm]    
Base plate anchor bolt pattern   =          
Base plate anchor bolt pattern   =      
               
 
                     
                   
Base plate width B = [mm]          
Base plate depth N = [mm]          
Base plate thickness tp = [mm]          
Anchor bolt spacing C C = [mm]          
Anchor bolt spacing D D = [mm]          
Concrete pedestal width bc = [mm]          
Concrete pedestal depth dc = [mm]          
                     
Anchor bolt material   =          
Anchor tensile strength futa = 399.9 [MPa]          
Anchor bolt diameter da  = [mm]          
Anchor effective cross section area Ase = 0 [mm2]        
Anchor bolt 1/8" (3mm) corrosion allowance =            
Total no of anchor bolt in base plate n =              
No of bolt along outermost bolt line nt =              
                     
Concrete strength fc' = [MPa]            
Base plate yield strength Fy = [MPa]            
                     
Factored column load                    
  Load Cases Pu or Tu   [kN] Mu   [kN-m]
  LC1 Axial Compression Pu =  
  LC2 Axial Compression +
Moment
Pu = Mu =
  LC3 Axial Compression +
Moment
Pu = Mu =
  LC4 Axial Tensile Tu =  
   
                     
Suggested plate thickness for rigidity:
tp = max. of m/4  and  n/4
=              
                     
   
                     
                   
Strength reduction factors                 CSA A23.3-14
Bearing on concrete fc = 0.65           8.4.2
Base plate bending fb = 0.90            

CONCLUSION
                 
Overall ratio = Infinity NG  
LC1: Axial Compression          
Suggested Min Plate Thickness for Rigidity ratio = 1.43 NG  
Pedestal Concrete Base Bearing Strength ratio = 0.06 OK  
Base Plate Required Min Plan Size B x N ratio = 0.00 OK  
Base Plate Required Min Thickness ratio = 0.71 OK  
LC2: Axial Compression + Moment          
Base Plate B x N or Anchor Bolt C x D Dimension Check ratio = 0.00 OK  
Base Plate Required Min Thickness ratio = 1.10 NG  
LC3: Axial Compression + Moment          
Base Plate B x N or Anchor Bolt C x D Dimension Check ratio = 0.00 OK  
Base Plate Required Min Thickness ratio = 0.78 OK  
LC4: Axial Tension          
Anchor Rod Tensile Resistance ratio = Infinity NG  
Base Plate B x N or Anchor Bolt C x D Dimension Check ratio = 0.00 OK  
Base Plate Required Min Thickness - Bending to Flange/Web ratio = 0.35 OK  

CACULATION                 AISC Design Guide 1
W Shape m = ( N - 0.95 d ) / 2 = 255.0 [mm] 3.1.2 on Page 15
  n = ( B - 0.8 bf ) / 2 = 255.0 [mm]  
                   
Suggested min. plate thickness for rigidity: tp = max. of m/4 and n/4 = 63.8 [mm]  
  ratio = 1.43 > tp NG  
                   
LC1: Axial Compression                
Concrete Base Bearing Strength                
Factored compression force Pu =       = 444.8 [kN]  
Base plate area A1 = B x N   = 2.6E+05 [mm2]  
Pedestal area A2 = bc x dc   = 5.9E+05 [mm2]  
                  CSA A23.3-14
  k = min [ sqrt(A2/A1), 2 ] = 1.50   10.8.1
  fc Pn = fc 0.85 fc' A1 k = 7717.0 [kN] 10.8.1
  ratio = 0.06 > Pu OK  
               
Base Plate Required Thickness             AISC Design Guide 1
  X = = NaN   3.1.2 on Page 16
  l = = 0.000    
  l n' = l sqrt( d x bf ) / 4 = 0.0 [mm]  
  L = max (m, n, l n' ) = 255.0 [mm] 3.1.2 on Page 15
Base plate required thickness tmin = = 31.6 [mm]  
Base plate plan size B x N is adequate. ratio = 0.71 < tp OK  
               
LC2: Axial Compression + Moment        
  Pu = 333.6 [kN] Mu = 67.8 [kN-m]  
  e = Mu / Pu = 203.2 [mm]  
  fp(max) = fc 0.85 fc' k = 29.7 [MPa]  
  qmax = fp(max) x B = 15131 [N/mm]  
  ecrit = N/2 - Pu / (2qmax) = 244.0 [mm]  
e < ecrit small moment case applied
               
Small Moment Case              
Bearing length Y = N - 2e = 103.5 [mm]  
Verify linear bearing pressure q = Pu / Y = 3222 [N/mm]  
        < qmax OK  
  fp = Pu / BY = 6.3 [MPa]  
  m = max(m , n) = 255.0 [mm]  
              AISC Design Guide 1
Y < m tmin = = 48.8 [mm] Eq. 3.3.15a-1
Base plate plan size B x N is adequate. ratio = 1.10 > tp NG  
               
               
LC3: Axial Compression + Moment        
  Pu = 200.2 [kN] Mu = 33.9 [kN-m]  
  e = Mu / Pu = 169.3 [mm]  
  fp(max) = fc 0.85 fc' k = 29.7 [MPa]  
  qmax = fp(max) x B = 15131 [N/mm]  
  ecrit = N/2 - Pu / (2qmax) = 248.4 [mm]  
e < ecrit small moment case applied
               
Small Moment Case              
Bearing length Y = N - 2e = 171.3 [mm]  
Verify linear bearing pressure q = Pu / Y = 1168 [N/mm]  
        < qmax OK  
  fp = Pu / BY = 2.3 [MPa]  
  m = max(m , n) = 255.0 [mm]  
              AISC Design Guide 1
Y < m tmin = = 34.5 [mm] Eq. 3.3.15a-1
Base plate plan size B x N is adequate. ratio = 0.78 < tp OK  
               
               
LC4: Axial Tension                
Factored tensile force Tu =       = 111.2 [kN]  
                   
Anchor Rod Tensile Resistance                 CSA A23.3-14
Anchor rod tensile resistance Tr = fs n Ase futa Rt,s = 0.0 [kN] D.6.1.2  Eq D.2
  fs = 0.85   Rt,s = 0.80   8.4.3 a),  D.5.3 a)
  ratio = Infinity < Tu NG  
                   
Bolt pattern Bolt Both Outside and Inside Flange      
Total No of anchor bolt n =       = 4.0    
Bolt to column center distance f =       = 205 [mm]    
Bolt to column web center distance f1 =       = 205 [mm]    
Factored tensile force in single bolt Tb = Tu / n = 27.8 [kN]  
                   
 
                   
Bending to Column Flange                 AISC Design Guide 1
Moment lever arm a = f - 0.5 d + 0.5 tf = 205 [mm] Eq 3.4.6  on Page 26
Moment to column flange Mu = Tb x a = 5.7 [kN-m]  
Effective plate width beff = 2 x a = 410 [mm] Sect 3.2 3 on Page 18
                   
Base plate required thickness tp1 = = 15.8 [mm] Eq 3.3.13a  on Page 25
                   
Bending to Column Web                 AISC Design Guide 1
Moment lever arm a = f1 - 0.5 tw = 205 [mm] Example 4.5 on Page 34
Moment to column web Mu = Tb x a = 5.7 [kN-m]  
Effective plate width beff = 2 x a = 410 [mm] Example 4.5 on Page 35
                   
Base plate required thickness tp2 = = 15.8 [mm] Example 4.5 on Page 35
  tmin = max ( tp1, tp2 ) = 15.8 [mm]  
Base plate plan size B x N is adequate. ratio = 0.35 < tp OK  
                   

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