LEARN BID ANALYSIS

LEARN STEEL_2007 STEP BY STEP
STEP NO. 2 : ADD / EDIT / DELETE : DESIGN OF ISMB / ISMC BEAMS

	When Program starts, the graphics above Menu Bar is displayed. Click the " Designs_1" option. The following window will open.

	Following Programs are in Database Format. File saving / editing / deleting is available. End / Gusset Plate Under Comp. or Tension Angles Under Comp. or Tension Single MC / MB Beam Section Single MC / MB Column Section 2 ISMC Sections Toe to Toe 2 ISMC Sections Back to Back 2 ISMB Sections Side by Side Built-up (MB + Flange Plates) Box Angle Girder / Column Following ISMC / ISMB Sections are available for design. MC 75, MC 100, MC 125, MC 150, MC 175, MC 200, MC 225, MC 250, MC 300, MC 350, MC 400 MB 100, MB 125, MB 150, MB 175, MB 200, MB 225, MB 250, MB 300, MB 350, MB 400, MB 450, MB 500, MB 550, MB 600 Following Equal Angle Sections are available under " Angles Under Comp. or Tension " option. L20 20X3, L20 20X4, L25 25X3, L25 25X4, L25 25X5, L30 30X3, L30 30X4, L30 30X5 L35 35X3, L35 35X4, L35 35X5, L35 35X6, L40 40X3, L40 40X4, L40 40X5, L40 40X6 L45 45X3, L45 45X4, L45 45X5, L45 45X6, L50 50X3, L50 50X4, L50 50X5, L50 50X6 L55 55X5, L55 55X6, L55 55X8, L55 55X10, L60 60X5, L60 60X6, L60 60X8, L60 60X10 L65 65X5, L65 65X6, L65 65X8, L65X10, L70 70X5, L70 70X6, L70 70X8, L70 70X10 L75 75X5, L75 75X6, L75 75X8, L75 75X10, L80X6, L80 80X8, L80 80X10, L80 80X12 L90 90X6, L90 90X8, L90 90X10, L90 90X12, L100 100X6, L100 100X8, L100 100X10 L100 100X12, L110 110X8, L110 110X10, L110 110X12, L110 110X16, L130 130X8 L130 130X10, L130 130X12, L130 130X16, L150 150X10, L150 150X12, L150X16 L150 150X20, L200 200X12, L200 200X16, L200 200X20, L200 200X25 Following Un-Equal Angle Sections are available under " Angles Under Comp. or Tension " option. L30 20X3, L30 20X4, L30 20X5, L40 25X3, L40 25X4, L40 25X5, L40 25X6, L45 30X3 L45 30X4, L45 30X5, L45 30X6, L50 30X3, L50 30X4, L50 30X5, L50 30X6, L60 40X5 L60 40X6, L60 40X8, L65 45X5, L65 45X6, L65 45X8, L70 45X5, L70 45X6, L70 45X8 L70 45X10, L75 50X5, L75 50X6, L75 50X8, L75 50X10, L80 50X5, L80 50X6, L80 50X8 L80 50X10, L90 60X6, L90 60X8, L90 60X10, L90 60X12, L100 65X6, L100 65X8 L100 65X10, L100 75X6, L100 75X8, L100 75X10, L100 75X12, L125 75X6, L125 75X8 L125 75X10, L125 95X6, L125 95X8, L125 95X10, L125 95X12, L150 75X8, L150 75X10 L150 75X12, L150 115X8, L150 115X10, L150 115X12, L150 115X16, L200 100X10 L200 100X12, L200 100X16, L200 150X10, The design format of all the above programs are similar. Let us take the example of " Single MC / MB Beam Section" by clicking this option. File open window will appear, select the " Example_1.800 " File. A new window will appear.
PART DISPLAY OF ADD / EDIT / DELETE : DESIGN OF ISMB / ISMC BEAMS

	Always Click " Add Record " Button, before adding any record. I have added one record as shown above. Following Parameters are added. Member ID = B1 ISMC / ISMB Section = MC 150 Effective Length in MM @ Z-Z Axis = 3000 Effective Length in MM @ Y-Y Axis = 1000 Span (Length) in MM = 3000 Allowable Slenderness Ratio = 250 Allowable Deflection = L / 360 Loading Type = UDL Factored Axial Load in KN = 5 Factored MZZ in KN-M = 20 Factored LHS Shear YY in KN = 10 Factored RHS Shear YY in KN = 10 Factored MYY in KN-M = 0.0 LHS Shear ZZ in KN = 0.0 RHS Shear ZZ in KN LL / (DL + LL) Ratio = 0.50
	Use Add Button to Append Record. Remove Button will delete the selected record. Copy Button will Copy the selected record & Paste Button will paste over the selected record. Copy All will copy the selected record to all the records. Prev, Next, Last & 1st buttons will select the Prev, Next, Last & 1st record respectively. Go to Rec button will take you the required record. Clear Button will clear all the written text. Read Me button will display salient feature of this option. OK button will save & exit this option.
	Click OK button, following window will appear.

	Click Yes, if you want to design. Click No, if you want to exit the option. Following Window will open displaying complete step by step design if you click Yes option.
Design of Structural Steel MC / MB Beam Sections as per IS : 800_2007 -------------------------------------------------------------------------------- File Name : D:\000_IS_800\Example_1.800 Date : 07 April 2010 Organization : ABC Ltd. Project : Caustic Soda Plant Project # : 8912 Building ID : Cell House Floor # : 12 Floor Level : 36.0 M Concrete Grade : M20 Yield Stress in Mpa : 250 Ultimate Stress in Mpa : 410 Steel Rate in Rs/ton : 80000 Bolt Hole Type : Drilled ~~~~~~~~~~~~~~~~~~~~~~ XXXXXXXXXXXXXXXXX Member ID : B1 XXXXXXXXXXXXXXXXX ISMB / ISMC Section : MC 150 Effective Length in MM @ Z-Z Axis : LZZ : 3000 Effective Length in MM @ Y-Y Axis : LYY : 1000 Span (or Length) in MM : 3000 Permissible Slenderness Ratio - L/R : 250 Allowable Deflection : L/360 Loading Type : UDL Factored Axial Load in KN : 5 Factored MZZ in KN-M : 20 Factored LHS Shear YY in KN : 10 Factored RHS Shear YY in KN : 10 Factored MYY in KN-M : 0 Factored LHS Shear ZZ in KN : 0 Factored RHS Shear ZZ in KN : 0 LL / (DL + LL) Ratio : 0.50 ******************************** Designation : MC 150 Wt in N / M : 164 Area in MM2 : 2088 ISMC Height in MM : 150 Flange Width in MM : 75 Web Thickness in MM : 5.4 Flange Thickness in MM : 9 CY in MM : 22.2 IZZ in CM4 : 779.4 IYY in CM4 : 102.30 rz in MM : 61.1 ry in MM : 22.1 Zz in CM3 : 103.9 Zy in CM3 : 19.4 Zp in CM3 : 119.82 Shape Factor : 1.1533 Section Class is : Plastic b/tf = 8.33 d/tw = 20.74 Modulus of Rigidity G = 76923.08 Torsional Constant {it} in MM4 = 43850.81 Beta = 0.5 Warping Constant {iw} in MM6 = 5.084566E+09 Mcr in KN-M = 186.81 Beta_B = 1 Lambda_LT = 0.4 Phi_LT = 0.63 X_LT = 0.9 Extreme Fiber Bending Comp. Stress {fcr} in N/MM2 = 1559.11 Design Bending Compressive Stress {fbd} in N/MM2 = 204.55 M_ZZ of Section in KN-M = 24.51 Max. M_ZZ Capcity in KN-M = 28.34 ZPY in CM3 = 37.88 M_YY of Section in KN-M = 8.61 Vertical Shear Strength of Section in KN = 106.29 Horizontal Shear Strength of Section in KN = 177.15 Factored Shear is Less than 0.6 x Shear Str. of Section Design Compressive Stress for Web in N/MM2 = 183.04 Shear Capacity of Web Under Buckling in KN = 172.98 Shear Capacity of Web Under Bearing in KN = 181.02 Bolt Shear Capacity in KN = 116.81 Bolt Bearing Capacity in KN = 100.22 Bolt Capacity in KN = 100.22 Bolt diameter in MM = 16 Bolt Hole diameter in MM = 18 Bolt Numbers = 4 Shear Connection Plate Size in MM = 120 x 135 Min. Bolt Pitch / Gauge Distance in MM = 40 Min. Bolt Edge in MM = 40 Min. Bolt End Distance in MM = 24 Avg in MM2 = 777.6 Avn in MM2 = 631.8 Atg in MM2 = 432 Atn in MM2 = 383.4 Block Shear Strength <1> in KN = 215.22 Block Shear Strength <2> in KN = 205.87 Block Shear Strength in KN {Tensile Cap of Section} = 205.87 Tensile Cap. of Sec based on Gross Area in KN = 474.55 Tensile Strength of Bolts / Section in KN = 172.13 All Fillet Welds are 6 MM thick. Permissible Fillet Weld Stress in N/MM2 = 157.81 Welded Shear Cap. of End Plate in KN = 159.07 Tensile / Compr. Cap of Fillet Weld in KN = 159.07 End Moment Connection Cap. in KN-M = 37.78 T & B Flange Plate Size in MM = 125 x 130 x 10 SR_ZZ = 49.1 SR_YY = 45.25 Governing SR = 49.1 Euler Bucking Stress in N/MM2 ZZ = 818.99 Non Dimensional Effective SR Lambda_ZZ = 0.55 Value of PHI_ZZ = 0.74 Stress Reduction Factor ZZ = 0.81 Design Compressive Stress {fcd_ZZ) in N/MM2 = 184.09 Compressive Strength of Section_ZZ in KN = 384.38 Euler Bucking Stress_YY in N/MM2 = 964.28 Non Dimensional Effective SR Lambda_YY = 0.51 Value of PHI_YY = 0.71 Stress Reduction Factor YY = 0.83 Design Compressive Stress {fcd_YY) in N/MM2 = 188.64 Compressive Strength of Section_YY in KN = 393.88 Beam Deflection in MM = 1.5 ** SUMMARY **** Alpha1 = 1 Alpha2 = 2 n = 0.05 mndy = 8.61 mndz = 24.51 Beam is Safe, Ratio < 1 :: Ratio = 0.67 ::: Refer Section Strength : Clause 9.3.1.1 Ky = 1.04 KLT = 1 ny = 0.05 Lambda_Y = 45.25 Lambda_LT = 0.4 Cmy, Cmlt = 0.95 Beam Safe, Ratio < 1 :: Ratio = 0.86 ::: Refer Member Strength : Clause 9.3.2.2 Kz = 1.04 Ky = 1.04 nz = 0.05 Lambda_Z = 49.1 Cmy, Cmz = 0.95 Beam Safe, Ratio < 1 :: Ratio = 0.86 ::: Refer Member Strength : Clause 9.3.2.2 <<<<< Section is Safe >>>>> Weight of Section in Kg = 49.2 Cost of Steel in Rs = 3936 ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Total Weight of Steel in Kg = 49.2 Total Cost of Steel in Rs = 3936 For Details of Shear & Moment Connections refer Standard Details Option. A designer can use shear connection of type beam to beam or beam to column. The minimum of 2 values are used for design purpose. Std. Moment capacity of connection is >= Gross moment cap. of section. All bolts are Hexagon head Black Bolts Grade 4.6 as per IS 1364 (1). Welding shall be as per IS 816 & IS 9595 as applicable.
	Notice " Print " and " Copy Text " Buttons at bottom of page. By clicking " Copy Text" button the complete designed is Copied to clipboard, User can now Paste to any Word Editor using Ctr V keys on the keyboard. Now Click " Read Me " Button. Following message is displayed pertaining to this particular option.

	The Read Me option is available for every database enabled programs. Complete design philosophy of current design option is discussed as displayed above. It is suggested that a user shall go through the " Read Me " option before proceeding with the design.
	Step No. 2 is Over, Proceed to step no. 3.

STEP NO. 2 IS OVER.