           ********BEAM DEASIGN**********       
            ********INPUT DATA**********        
             *****GEOMETRIC DATA******          
 BREADTH                               =        2.00        mm
 DEPTH                                 =      400.00        mm
 EFFECTIVE LENGTH                      =        ***         M

                 *****LOADS*****         
 SUPERIMPOSED LOAD FROM SLAB           =        1.50        KN
 DEAD LOAD FROM SLAB AND WALL          =       10.00        KN
               *****MATERIAL*****       
 CONCRETE GRADE                        =       10.00        N/mm2
 STEEL GRADE                           =       10.00        N/mm2
              *****REINFORCEMENTV DATA *****       
 DIA OF MAIN BARS                      =       20.00        mm
 DIA OF SECONDARY BARS                 =       10.00        mm

 CLEAR COVER                           =       40.00        mm
 MIN AREA OF STEEL REQD.               =       59.50        mm2
 TOTAL LOAD                            =       17.28        KN

 CALCULATION OF BENDING MOMENT AND SHEAR FORCE
 **********CONTINUOUS BEAM******************    
 B.M AT MID OF END SPAN (WL/12+WL/10)
 B.M POSITIVE                          =   246250.02        KN-M
 SHEAR FORCE                           =     2341.50        KN
 B.M AT ENTERIOR OF END SPAN (WL/24+WL/12)
 B.M POSITIVE                          =   135625.02        KN-M
 SHEAR FORCE                           =     3456.00        KN
 B.M AT NEXT TO END SUPPORT-(WL/10+WL/9)
 B.M NEGATIVE                          =   292166.69        KN-M
 SHEAR FORCE                           =     3205.50        KN
 AT OTHER INTERIOR SPAN -(WL/12+WL/9)
 B.M NEGATIVE                          =   250416.69        KN-M
 SHEAR FORCE                           =     2955.00        KN
 
 **** CALCULATION OF REINFORCEMENT ****
 AREA OF ONE MAIN BAR (X-DIR)          =      314.159       mm2
 AREA OF ONE SEC.BAR (Y-DIR)           =       78.500       mm2
MIN STEEL TO BE PROVIDED ASTMIN        =       68.000       mm2
AND MAX SPACING ALLOWED                =      *******       mm c/c

 ***CONTINUOUS BEAM-POSITIVE MOMENT***
 AST FOR TENSION                       =     -NaN           mm2
 NOS OF BARS IN TENSION SIDE           =        0
 BOND STRESS                           =        0.36        N/mm2
 DEVLOPMENT LENGTH (Ld)                =        0.00        mm
 ANCHORING LENTHG IN SHEAR STIRRUPS    =        0.00        mm

 ** CONTINUOUS BEAM-NEGATIVE MOMENT***
 AST FOR TENSION                       =     -NaN           mm2
 NOS OF BARS IN TENSION SIDE           =        0
 BOND STRESS                           =        0.36        N/mm2
 DEVLOPMENT LENGTH (Ld)                =        0.00        mm
 ANCHORING LENTHG IN SHEAR STIRRUPS    =        0.00        mm

 *****CHECK FOR DEFELCTION*****
 SPAN/DEPTH                            =      ******
 MULTIPLYING FACTOR CALCULATED FOR % TENSION STEEL       PROVIDED =  0.000
 FACTOR FOR FLANGED BEAM               =        1          
 FACTOR FOR EFFSP MORE THEN 10M        =        0.02          
 REQUIRED DEPTH BY DEFLECTION CHECK    =   Inf              mm

 MIN AREA OF STEEL REQD.               =       76.50        mm2
 TOTAL LOAD                            =       17.32        KN

 *****CHECK FOR SHEAR*****
 TAUC                                  =    -NaN            N/mm2
 TAUV                                  =     3283.3335      N/mm2
 TAUCM                                 =        1.96        N/mm2
            *****FAIL IN SHEAR*****         
 SPACING OF SHEAR R/F PROVIDED         =      300.00        mm

 *****PROVISIONS OF IS:13920-1993*****
 
 FACTORED AXIAL LOAD                   =        4.00        N
 
 FACTORED AXIAL STRESS                 =        0.32        N/mm2
 
 AXIAL STRESS                          =     1350.00        N/mm2
 DESIGN OF BEAM EXCEEDS FACTORED AXIAL STRESS
 RATIO OF WIDTH TO DEPTH IS            =        0.00           
 RATIO OF WIDTH TO DEPTH =  4.44444455E-03 IS LESS THAN 0.3
 BEAM WIDTH IS LESS AS PER IS13920= 2.00000000
 
 DEVVPMENT LENGTH REQD. AS PER IS13920 =      115.52        mm
 LAP LENGTH                            =       75           mm

 ***NOTE***
 IN REGION OF LAP HOOP SPACING SHOULD NOT BE            MORE THAN 150MM
 SPLICES SHOULD NOT BE PROVIDED WITHIN THE JOINTS =  900 mm FROM JOINT FACE,
 
 AND WITHIN =   **** mm i.e. QUARTER LENGTH  OF THE MEMBER
 HOOP EXTENTION LENGTH (10 TIMES BAR DIA)  =  100.          mm
 SPACING OF HOOP REQD. AS PER IS13920     =   112.50        mm
 SPACING OF HOOP SHOULD NOT BE MORE THAN D/2= 225.000000 ANY WHERE IN SPAN
