LIMCON V3.63.2.6 {0} 01-APR-20 15:58:24 Connection: 1791-ST-UB203 Type: Single Plate Country: US Units: SI metric Design code: ANSI/AISC 360 (LRFD) Beam: Mark=B1 Section=UB203x102x23 Grade=S275 Span=3.0 m d = 203 mm Root rad. = 8 mm Fyf = 275 MPa b = 102 mm Area = 2940 Fyw = 275 MPa tf = 9.3 mm Sx = 207000 Fu = 430 MPa tw = 5.4 mm Zx = 234000 �Fy . . . . . . . . . . . . . . 275 MPa �sqrt(E/Fy) . . . . . . . . . . 26.96 �Aw . . . . . . . . . . . . . . 1097 mm2 �h/tw . . . . . . . . . . . . . 31.37 �Cv . . . . . . . . . . . . . . 1.00 �Fy . . . . . . . . . . . . . . 275 MPa �f . . . . . . . . . . . . . . . 1.00 .Section shear strength . . . . . 181.1 kN A360 (G2-1) .Section tension strength . . . . 727.7 kN A360-(D2-1) .Section compression strength . . 727.7 kN A360 E7 Plate: 160x273x12 Gr./Fy/Fu=US50/34/448MPa Bolts: 4 x M20 A325ST/N in 2 columns. Bolt pitch, sp . . . . . . . . . 80 mm Support to 1st bolt column, sg1 . 153 mm Bolt gauge, sg2 . . . . . . . . . 80 mm Weld: 10 FW/483MPa to support. Support: Mark=C1 Section=UC203X203X46 Grade=S275 d = 203 mm Root rad. = 10 mm Fyf = 275 MPa b = 204 mm Area = 5870 Fyw = 275 MPa tf = 11.0 mm Sx = 450000 Fu = 430 MPa tw = 7.2 mm Zx = 497000 .Section compression strength . . 1452.8 kN A360 E7 Connection to column web. Unspecified support condition. BILL OF MATERIALS Plates: 1 no. - 160x273x12 Grade=US50 . . . . . . . 4.1 kg Bolts: 4 no. - M20 A325ST/N x 60 long . . . . . . 1.8 kg Welds: 320 mm - FW 10 fu=483MPa . . . . . . . . . 0.1 kg DESIGN CHECK SUMMARY Case V* N* LF Util. 1 50 0 1.60 62% 2 50 -50 1.39 72% 3 50 50 1.19 84% <-- Critical INPUT DESIGN ACTIONS FOR CASE NO. 3 Shear, Vu . . . . . . . . . . . . 50.0 kN Axial, Pu . . . . . . . . . . . . 50.0 kN (tens.) �f . . . . . . . . . . . . . . . 0.75 �Bolt Fu . . . . . . . . . . . . 827 MPa �Bolt Fu . . . . . . . . . . . . 827 MPa Bolt group eccentricity . . . . . 193.0 mm Max. eccentricity moment . . . . . 9.65 kN.m BEAM TABLE SHEAR For uniform load on simply supported beam: Section moment strength . . . . 57.9 kN.m Note 1 �Fy . . . . . . . . . . . . . . 275 MPa �sqrt(E/Fy) . . . . . . . . . . 26.96 �Aw . . . . . . . . . . . . . . 1097 mm2 �h/tw . . . . . . . . . . . . . 31.37 �Cv . . . . . . . . . . . . . . 1.00 �Fy . . . . . . . . . . . . . . 275 MPa �f . . . . . . . . . . . . . . . 1.00 Span . . . . . . . . . . . . . . 3.0 m Max. total uniform load . . . . 154.4 kN Shear . . . . . . . . . . . . . 77.2 kN Using AISC SCM 14th model... GEOMETRY CHECKS CHECK 1 - Detailing Requirements: �Edge distance dia. multiple . . 1.500 Ref. 6: Steel Construction Manual - 14th Edition - AISC - 2011 (SCM14) == This is an EXTENDED CONFIGURATION connection. == Plate fillet weld leg . . . . . . 10.0 = 7.5 Yes SCM14 p.10-102 Plate length . . . . . . . . . . 160 = 85 Yes SCM14 p.10-106 Plate thickness . . . . . . . . . 12.0 = 6.3 Yes Informative C' (pure moment) . . . . . . . . 222 mm SCM14 p.7-19 Mmax . . . . . . . . . . . . . . 28.9 kN.m SCM14 p.10-104 Max. ductile plate thickness . . 19.6 mm SCM14 p.10-104 Plate thickness . . . . . . . . . 12.0 = 19.6 Yes DESIGN STRENGTH CHECKS Utilization ratio ------+ Required strength + � +-Design strength � � Reference � � � -------------- CHECK 2 - Weld: Weld length (each side) . . . . . 160 mm �Weld leg . . . . . . . . . . . 10 mm �Weld metal Fu . . . . . . . . . 483 MPa �Weld metal strength . . . . . . 1.537 kN/mm A360 (J2-3) �Base metal Fu . . . . . . . . . 430 MPa �Base metal shear rupture . . . 1.935 kN/mm A360 (J4-4) ��Effective weld strength . . . 1.537 kN/mm Weld design moment . . . . . . . 9.65 kN.m Weld strength (elastic) . . . . . . . . . . 67.3 = Vu = 50.0 74% Pass Informative NOTE: Weld leg not less than 5/8 of plate thickness � check not required. �Weld leg . . . . . . . . . . . 10 mm �Weld metal Fu . . . . . . . . . 483 MPa �Weld metal strength . . . . . . 1.537 kN/mm A360 (J2-3) �Base metal Fu . . . . . . . . . 430 MPa �Base metal shear rupture . . . 1.935 kN/mm A360 (J4-4) ��Effective weld strength . . . 1.537 kN/mm �1:Shear force/length . . . . . 0.156 kN/mm �1:Axial force/length . . . . . 0.156 kN/mm �1:Moment force/length . . . . . 1.131 kN/mm �1:Resultant force/length . . . 1.297 kN/mm �2:Shear force/length . . . . . 0.156 kN/mm �2:Axial force/length . . . . . 0.156 kN/mm �2:Moment force/length . . . . . -1.131 kN/mm �2:Resultant force/length . . . 0.987 kN/mm Weld strength (including axial force) . . . 1.537 = vumax = 1.297 84% Pass CHECK 3 - Bolts: Bolt group: 4 x M20 A325ST/N Bolt group design eccentricity . 193.0 mm Bolt group design moment . . . . 9.65 kN.m �f . . . . . . . . . . . . . . . 0.75 �Bolt Fu . . . . . . . . . . . . 827 MPa �Bolt Fu . . . . . . . . . . . . 827 MPa Single bolt shear strength . . . 87.7 kN A360-T:J3.2 CRITICAL BOLT CHECK FOR PLATE Using elastic bolt group analysis... �Fy . . . . . . . . . . . . . . 345 MPa �Fu . . . . . . . . . . . . . . 448 MPa �f . . . . . . . . . . . . . . . 0.75 �Single bolt bearing strength . 193.6 kN A360 (J3-6a) �Horiz. force on part 1 fx (1,1) -17.7 kN �Vert. force on part 1 fy (1,1) -17.7 kN ��Res. force on part 1 fr (1,1) 25.0 kN �Horiz. force on part 1 fx (1,2) -17.7 kN �Vert. force on part 1 fy (1,2) 42.7 kN ��Res. force on part 1 fr (1,2) 46.2 kN �Horiz. force on part 1 fx (2,1) 42.7 kN �Vert. force on part 1 fy (2,1) -17.7 kN ��Res. force on part 1 fr (2,1) 46.2 kN �Horiz. force on part 1 fx (2,2) 42.7 kN �Vert. force on part 1 fy (2,2) 42.7 kN ��Res. force on part 1 fr (2,2) 60.3 kN Resultants in cartesian axis directions: (These are statically equivalent to bolt group actions.) Horiz. resultant . . . . . . . . 50.0 kN Vert. resultant . . . . . . . . 50.0 kN Moment resultant . . . . . . . . 9.65 kN.m (1,1) is top left (Row,Col.) Bolt shear . . . . . . . . . . . . . (2,2) 87.7 = Vures = 60.3 69% Pass Bolt bearing . . . . . . . . . . . . (2,2) 193.6 = Vures = 60.3 31% Pass �Dh . . . . . . . . . . . . . . 22.0 mm �Lc . . . . . . . . . . . . . . 29 mm �Fu . . . . . . . . . . . . . . 448 MPa �f . . . . . . . . . . . . . . . 0.75 �Single bolt tearing strength . 140.4 kN A360 (J3-6a) Bolt group ext. tearing (btm.) . . . (2,1) 140.4 = Vuv = 17.7 13% Pass A360 (J3-6a) �Dh . . . . . . . . . . . . . . 22.0 mm �Lc . . . . . . . . . . . . . . 29 mm �Fu . . . . . . . . . . . . . . 448 MPa �f . . . . . . . . . . . . . . . 0.75 �Single bolt tearing strength . 140.4 kN A360 (J3-6a) Bolt group ext. tearing (top) . . . (1,2) 140.4 = Vuv = 42.7 30% Pass A360 (J3-6a) �Dh . . . . . . . . . . . . . . 22.0 mm �Lc . . . . . . . . . . . . . . 29 mm �Fu . . . . . . . . . . . . . . 448 MPa �f . . . . . . . . . . . . . . . 0.75 �Single bolt tearing strength . 140.4 kN A360 (J3-6a) Bolt group ext. tearing (right) . . (2,2) 140.4 = Vuh = 42.7 30% Pass A360 (J3-6a) �Dh . . . . . . . . . . . . . . 22.0 mm �Lc . . . . . . . . . . . . . . 58 mm �Fu . . . . . . . . . . . . . . 448 MPa �f . . . . . . . . . . . . . . . 0.75 �Single bolt tearing strength . 280.7 kN A360 (J3-6a) Bolt group int. tearing (vert.) . . (2,2) 280.7 = Vuv = 42.7 15% Pass A360 (J3-6a) �Dh . . . . . . . . . . . . . . 22.0 mm �Lc . . . . . . . . . . . . . . 58 mm �Fu . . . . . . . . . . . . . . 448 MPa �f . . . . . . . . . . . . . . . 0.75 �Single bolt tearing strength . 280.7 kN A360 (J3-6a) Bolt group int. tearing (horiz.) . . (2,1) 280.7 = Vuh = 42.7 15% Pass A360 (J3-6a) CRITICAL BOLT CHECK FOR WEB Using elastic bolt group analysis... �Fy . . . . . . . . . . . . . . 275 MPa �Fu . . . . . . . . . . . . . . 430 MPa �f . . . . . . . . . . . . . . . 0.75 �Single bolt bearing strength . 83.6 kN A360 (J3-6a) �Horiz. force on part 2 fx (1,1) 17.7 kN �Vert. force on part 2 fy (1,1) 17.7 kN ��Res. force on part 2 fr (1,1) 25.0 kN �Horiz. force on part 2 fx (1,2) 17.7 kN �Vert. force on part 2 fy (1,2) -42.7 kN ��Res. force on part 2 fr (1,2) 46.2 kN �Horiz. force on part 2 fx (2,1) -42.7 kN �Vert. force on part 2 fy (2,1) 17.7 kN ��Res. force on part 2 fr (2,1) 46.2 kN �Horiz. force on part 2 fx (2,2) -42.7 kN �Vert. force on part 2 fy (2,2) -42.7 kN ��Res. force on part 2 fr (2,2) 60.3 kN Resultants in cartesian axis directions: (These equilibrate bolt group actions.) Horiz. resultant . . . . . . . . -50.0 kN Vert. resultant . . . . . . . . -50.0 kN Moment resultant . . . . . . . . -9.65 kN.m (1,1) is top left (Row,Col.) Bolt bearing . . . . . . . . . . . . (2,2) 83.6 = Vures = 60.3 72% Pass �Dh . . . . . . . . . . . . . . 22.0 mm �Lc . . . . . . . . . . . . . . 29 mm �Fu . . . . . . . . . . . . . . 430 MPa �f . . . . . . . . . . . . . . . 0.75 �Single bolt tearing strength . 60.6 kN A360 (J3-6a) Bolt group ext. tearing (left) . . . (2,1) 60.6 = Vuh = 42.7 70% Pass A360 (J3-6a) �Dh . . . . . . . . . . . . . . 22.0 mm �Lc . . . . . . . . . . . . . . 58 mm �Fu . . . . . . . . . . . . . . 430 MPa �f . . . . . . . . . . . . . . . 0.75 �Single bolt tearing strength . 121.2 kN A360 (J3-6a) Bolt group int. tearing (vert.) . . (1,2) 121.2 = Vuv = 42.7 35% Pass A360 (J3-6a) �Dh . . . . . . . . . . . . . . 22.0 mm �Lc . . . . . . . . . . . . . . 58 mm �Fu . . . . . . . . . . . . . . 430 MPa �f . . . . . . . . . . . . . . . 0.75 �Single bolt tearing strength . 121.2 kN A360 (J3-6a) Bolt group int. tearing (horiz.) . . (2,2) 121.2 = Vuh = 42.7 35% Pass A360 (J3-6a) CHECK 4 - Plate: �Ag . . . . . . . . . . . . . . 1920 mm2 �An . . . . . . . . . . . . . . 1344 mm2 Plate shear yield strength . . . . . . . . 397.1 = Vu = 50.0 13% Pass A360 (J4-3) Plate shear rupture strength . . . . . . . 271.0 = Vu = 50.0 18% Pass A360 (J4-4) �Plate plastic modulus . . . . . 76800 mm3 �Plate yield moment, fMn . . . . 23.8 kN.m Flexural yield strength . . . . . . . . . . 123.5 = Vu = 50.0 40% Pass A360 (F11-1) �Net plastic modulus . . . . . . 53760 mm3 �Plate rupture moment, fMn . . . 18.1 kN.m Flexural rupture strength . . . . . . . . . 93.6 = Vu = 50.0 53% Pass SCM13 II.A-19 �Nominal plate shear stress . . 26.0 MPa �fFcr (von Mises) . . . . . . . 307 MPa �Elastic modulus . . . . . . . . 51200 mm3 �Von Mises moment strength . . . 15.7 kN.m SCM13 p.10-103 �(Vr/Vc)2 + (Mr/Mc)2 . . . . . . 0.18 SCM14 (10-5) �Reduced moment strength . . . . 23.6 kN.m SCM14 p.10-104 Flexural strength reduced for shear . . . . 122.5 = Vu = 50.0 41% Pass SCM14 p.10-104 �Agv . . . . . . . . . . . . . . 1440 mm2 �Anv . . . . . . . . . . . . . . 1008 mm2 �Ant . . . . . . . . . . . . . . 1008 mm2 �Ubs . . . . . . . . . . . . . . 0.50 �Fy . . . . . . . . . . . . . . 345 MPa �Fu . . . . . . . . . . . . . . 448 MPa Block shear strength . . . . . . . . . . . 372.7 = Vu = 50.0 13% Pass A360-(J4-5) NOTE: Plate is extended in direction of span. End of beam must be laterally restrained. Beam copes not permitted with extended plate. Column web stiffening may be required. Extended plate buckling strength . . . . . 103.8 = Vu = 50.0 48% Pass SCM13 p.9-8 �Ag . . . . . . . . . . . . . . 1920 mm2 �An . . . . . . . . . . . . . . 1344 mm2 �Ae . . . . . . . . . . . . . . 1344 mm2 �Fy . . . . . . . . . . . . . . 345 MPa �Fu . . . . . . . . . . . . . . 448 MPa �f . . . . . . . . . . . . . . . 0.90 Plate tension yield . . . . . . . . . . . . 595.7 = Pu = 50.0 8% Pass A360 (J4-1) �f . . . . . . . . . . . . . . . 0.75 Plate tension rupture . . . . . . . . . . . 451.7 = Pu = 50.0 11% Pass A360 (J4-2) �Exterior: �Ubs . . . . . . . . . . . . . . 1.00 �Agv . . . . . . . . . . . . . . 2880 mm2 �Anv . . . . . . . . . . . . . . 2016 mm2 �Ant . . . . . . . . . . . . . . 672 mm2 �Fy . . . . . . . . . . . . . . 345 MPa �Fu . . . . . . . . . . . . . . 448 MPa �Block shear strength . . . . . 632.4 kN A360 (J4-5) �Interior: �Ubs . . . . . . . . . . . . . . 1.00 �Agv . . . . . . . . . . . . . . 2880 mm2 �Anv . . . . . . . . . . . . . . 2016 mm2 �Ant . . . . . . . . . . . . . . 672 mm2 �Fy . . . . . . . . . . . . . . 345 MPa �Fu . . . . . . . . . . . . . . 448 MPa �Block shear strength . . . . . 632.4 kN A360 (J4-5) Block shear strength of plate (tension) . . 632.4 = Pu = 50.0 8% Pass A360 (J4-5) Shear+axial interaction . . . . . . . . . . 1.00 = 0.01 1% Pass CHECK 5 - Beam Shear: �Fy . . . . . . . . . . . . . . 275 MPa �sqrt(E/Fy) . . . . . . . . . . 26.96 �Aw . . . . . . . . . . . . . . 1097 mm2 �h/tw . . . . . . . . . . . . . 31.37 �Cv . . . . . . . . . . . . . . 1.00 �Fy . . . . . . . . . . . . . . 275 MPa �f . . . . . . . . . . . . . . . 1.00 Shear strength . . . . . . . . . . . . . . 181.1 = Vu = 50.0 28% Pass A360 (G2-1) CHECK 6 - Coped Beam Block Shear: Top flange not coped � check not required. �Interior: �Ubs . . . . . . . . . . . . . . 1.00 �Agv . . . . . . . . . . . . . . 1296 mm2 �Anv . . . . . . . . . . . . . . 907 mm2 �Ant . . . . . . . . . . . . . . 302 mm2 �Fy . . . . . . . . . . . . . . 275 MPa �Fu . . . . . . . . . . . . . . 430 MPa �Block shear strength . . . . . 257.9 kN A360 (J4-5) Block shear strength of web (tension) . . . 257.9 = Pu = 50.0 19% Pass CHECK 7 - Coped Beam Bending: �e . . . . . . . . . . . . . . . 113 mm Beam not coped � check not required. CHECK 8 - Beam Rotation: �Span . . . . . . . . . . . . . 3.0 m Rotation for UDL (rad.) . . . . . 0.009 Rotation for contact (rad.) . . . 1.117 Contact rotation strength . . . . . . . . . 6267.9 = Vu = 50.0 1% Pass Max. bolt shear deformation . . . 0.5 mm Max. recommended deformation . . 6.3 mm Strength at bolt deformation limit . . . . 630.1 = Vu = 50.0 8% Pass Informative CHECK 9 - Coped Beam Buckling: Beam not coped � check not required. CHECK 10 - Support Member: Depth of shear surface . . . . . 160 mm �Fy . . . . . . . . . . . . . . 275 MPa �Fu . . . . . . . . . . . . . . 430 MPa �f . . . . . . . . . . . . . . . 1.00 Column web local shear strength . . . . . . 380.2 = Vu = 50.0 13% Pass P212 p.167 Max. plate thickness (punching) . 9.0 mm Plate thickness . . . . . . . . . 12.0 = 9.0 No <--! Informative checks for single-sided connection... �Mu . . . . . . . . . . . . . . 4.46 kN.m �eta1 . . . . . . . . . . . . . 0.995 �beta1 . . . . . . . . . . . . . 0.199 Column web yielding (normal) strength . . 104.1 = Pu = 50.0 48% Pass P212 p.171 Column web yielding (normal) strength . . 82.6 = Pu = 50.0 60% Pass A360 (K1-12) Informative checks for double-sided connection... �Fy . . . . . . . . . . . . . . 275 MPa �Fu . . . . . . . . . . . . . . 430 MPa �f . . . . . . . . . . . . . . . 1.00 Local shear strength for beam both sides . 380.2 = 2Vu = 100.0 26% Pass NOTES: 1. Flexural yield capacity ignoring section slenderness. CRITICAL LOAD CASE . . . . 3 CRITICAL LIMIT STATE . . . Weld strength (including axial force) UTILIZATION RATIO . . . . 84% STRENGTH RATIO . . . . . . 1.185 Pass
Hi,
I am using limcon connection version 3.633.2.6 for my projects.
In the above attached shear plate connection design, I am seeing one notes in weld design that
" NOTE: Weld leg not less than 5/8 of plate thickness » check not required "
hence it says check are informative only.
but my client asks question about this when we are submitted our reports. we have checked the clause in AISC360 & AWS code. but we did not find any such clause.
Please advise.
Ref:
CHECK 2 - Weld:
Weld length (each side) . . . . . 160 mm
│Weld leg . . . . . . . . . . . 10 mm
│Weld metal Fu . . . . . . . . . 483 MPa
│Weld metal strength . . . . . . 1.537 kN/mm A360 (J2-3)
│Base metal Fu . . . . . . . . . 430 MPa
│Base metal shear rupture . . . 1.935 kN/mm A360 (J4-4)
│»Effective weld strength . . . 1.537 kN/mm
Weld design moment . . . . . . . 9.65 kN.m
Weld strength (elastic) . . . . . . . . . . 67.3 ≥ Vu = 50.0 74% Pass Informative
NOTE: Weld leg not less than 5/8 of plate thickness » check not required.
The first thing I would suggest is checking this with Ram Connection. We are replacing Limcon with Ram Connection https://communities.bentley.com/products/ram-staad/w/structural_analysis_and_design__wiki/42725/faq-for-limcon-users-transition-to-ram-connection and have nearly all of the functionality ported over. There are a few outstanding items that will make the next release, but we have had single plate connections in Ram for a long time.
Thank you. but I know,There is transmission from limcon to RAM. however the same question will come even if I use RAM at present.
I am expecting correct answer at present...
Things would be reported differently in Ram Connection. If I use a 12mm shear plate in a typical AISC shear connection, and using the same sizes you used, I get a warning like so:
But all the capacity information is still given despite the warning.
That's fine. I appreciate your exercise done in RAM but i have already submitted our limcon design to our client, so as i could not change it now. I am expecting correct solution as limcon is part of design in our project.
From what I can tell the Limcon weld check is skipped as the weld is guaranteed to be stronger than the plate so it should be fine.
Suppose, if I use higher throat thickness of weld instead of weld thick mentioned in the above attached file, result shows that weld is failed. In this case, I am increasing weld thickness but it shows that weld is failed then how can I assume that weld is stronger than the plate when I am using same thickness plate. could you please tell me clearly?.
Is there any update ?