Limcon Beam shear strength at weld

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 8510.LimconJob.txt 
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 CONNECTION FEP ID kkk
 BEAM MARK 'B1' SECT HE120A GRADE S355 LENGTH 5000 COPE_TD 0 COPE_TL 0 COPE_BD 0 COPE_BL 0 
 SUPPORT MARK 'C1' SECT HE200A GRADE S355 LOCN F
 PLATE D 150 B 200 T 8 GRADE A36
 WELD SIZE 6 FU 483 
 BOLTS SIZE M16 CATEG A307 BNX N SLIP 0 FRICTION 0.35 LF 1.50 &
 NBROW 2 ATOP 30 SP 50 AE1 50 SG 100
 CASE 1 FX 0 FY 50
 RESULTS CASE 1 LFACTOR 0.880 URATIO 1.136 'Beam web shear strength at weld'
END

Dear, 
 I have prepared the attached connection between HE120 and HE200 and i have critical issue as shown below : 
 CRITICAL LIMIT STATE . . . Beam web shear strength at weld 
 
 Could you please advise

Seth Guthrie · Answer

It looks like you are using the Eurocode. Here are some details from the output: 
 CHECK 5 - Beam Web at End Plate: 
 │Ag . . . . . . . . . . . . . . 370 mm2 
 │Av . . . . . . . . . . . . . . 370 mm2 
 │fy . . . . . . . . . . . . . . 355 MPa 
 │gammaM0 . . . . . . . . . . . . 1.00 
 Beam web shear resistance at weld . . . . . 75.8 &ge; VEd = 50.0 66% Pass EC3 1-1 (6.18) 
 The 50 is our load input, the 75.8 is the capacity. This capacity check may be limited by the weld strength of the welded material limits. In this case the beam web material and thickness are critical.