SIMPLE TECH ONE CO., LTD. Door fold Movable Sliding Soundproof Folding Partition Wall STRUCTURAL DESIGN REPORT 4‐24‐2020 ETABS 2016 16.2.1 MAIN FRAME.EDB 4/24/2020 3-D View Z HW350X350X13X13 HW350X350X13X13 X 0.00 0.50 0.70 0.90 HW350X350X13X13 HW350X350X13X13 L7 5X 5X5 L57 HW350X350X13X13 L7 5X 5X5 L57 HW350X350X13X13 L7 5X 5X5 L57 L7 5X 5X5 L57 L7 5X 5X5 L57 L7 5X 5X5 L57 L7 5X 5X5 L57 L7 5X 5X5 L57 L7 5X 5X5 L57 0.95 HW350X350X13X13 HW350X350X13X13 L7 5X 5X5 L57 HW350X350X13X13 5 F HW350X350X13X13 HW350X350X13X13 5 E HW350X350X13X13 HW350X350X13X13 5 D HW350X350X13X13 5 C HW350X350X13X13 5 B HW350X350X13X13 5 A HW350X350X13X13 HW350X350X13X13 HN150X75X5X7 L7 5X 5X5 L57 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 L7 5X 5X5 L57 HW350X350X13X13 HN150X75X5X7 L7 5X 5X5 L57 HW350X350X13X13 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 L7 5X 5X5 5L7 HW350X350X13X13 L7 5X 5X5 L57 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 L7 5X 5X5 L57 HW350X350X13X13 HN150X75X5X7 HN150X75X5X7 HW350X350X13X13 L7 5X 5X5 5L7 HN150X75X5X7 HW350X350X13X13 L7 5X 5X5 L57 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HN150X75X5X7 HW350X350X13X13 L7 5X 5X5 L57 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HN300X150X5.5X8 HW350X350X13X13 L7 5X 5X5 L57 HW350X350X13X13 HN300X150X5.5X8 HW350X350X13X13 ETABS 2016 16.2.1 4/24/2020 Story2 Story1 Base ETABS 2016 16.2.1 4/24/2020 6 6 6 6 6 6 A B C D E F HW350X350X13X13 HW350X350X13X13 HW150X150X7X10 HW350X350X13X13 HHW150X150X7X10 W1 50 X1 50 X7 X1 0 HW150X150X7X10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW150X150X7X10 HW 15 0X 15 0X 7X 10 HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW 15 0X 15 0X 7X 10 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW 10 7X 0X 15 0X 15 HW HW150X150X7X10 HW350X350X13X13 HW150X150X7X10 Story2 HW350X350X13X13 Story1 HW350X350X13X13 Z Base X 0.00 MAIN FRAME.EDB 0.50 0.70 0.90 Elevation View - 6 Steel Design Sections (AISC 360-10) 0.95 ETABS 2016 16.2.1 4/24/2020 7 7 7 7 7 7 A B C D E F HW350X350X13X13 HW350X350X13X13 HW150X150X7X10 HW350X350X13X13 HHW150X150X7X10 W1 50 X1 50 X7 X1 0 HW150X150X7X10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW 15 0X 15 0X 7X 10 HW150X150X7X10 HW 15 0X 15 0X 7X 10 HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW 15 0X 15 0X 7X 10 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW HW350X350X13X13 HW350X350X13X13 10 7X 0X 15 0X 15 HW 10 7X 0X 15 0X 15 HW HW150X150X7X10 HW350X350X13X13 HW150X150X7X10 Story2 HW350X350X13X13 Story1 HW350X350X13X13 Z Base X 0.00 MAIN FRAME.EDB 0.50 0.70 0.90 Elevation View - 7 Steel Design Sections (AISC 360-10) 0.95 ETABS 2016 16.2.1 4/24/2020 1 1 1 1 1 1 A B C D E F Story2 Z L7 5X 5X5 5L7 HN150X75X5X7 L7 5X 5X5 L57 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 L7 5X 5X5 L57 L7 5X 5X5 L57 L7 5X 5X5 L57 X 0.00 MAIN FRAME.EDB HW350X350X13X13 L7 5X 5X5 L57 HN150X75X5X7 L7 5X 5X5 L57 HW350X350X13X13 HN150X75X5X7 L7 5X 5X5 L57 HW350X350X13X13 L7 5X 5X5 L57 HW350X350X13X13 HW350X350X13X13 HN150X75X5X7 L7 5X 5X5 L57 0.50 0.70 0.90 Elevation View - 1 Steel Design Sections (AISC 360-10) HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 HN150X75X5X7 L7 5X 5X5 5L7 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 HN150X75X5X7 L7 5X 5X5 L57 HN150X75X5X7 L7 5X 5X5 L57 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 HN150X75X5X7 HN150X75X5X7 L7 5X 5X5 L57 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 HN150X75X5X7 L7 5X 5X5 L57 HN150X75X5X7 L7 5X 5X5 L57 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 HN150X75X5X7 L7 5X 5X5 L57 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 HN150X75X5X7 L7 5X 5X5 L57 HN150X75X5X7 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 HN150X75X5X7 HN150X75X5X7 L7 5X 5X5 L57 HW350X350X13X13 HW350X350X13X13 HN150X75X5X7 L7 5X 5X5 L57 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN300X150X5.5X8 HW350X350X13X13 Story1 HN300X150X5.5X8 0.95 Base ETABS 2016 16.2.1 4/24/2020 595 (mm) 595 (mm) A B 40264 (mm) 595 (mm) 595 (mm) C D E F 1 0.00 MAIN FRAME.EDB HW350X350X13X13 X 0.50 0.70 0.90 Plan View - Story2 - Z = 12360 (mm) Steel Design Sections (AISC 360-10) 0.95 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 Y HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HW350X350X13X13 2 HN150X75X5X7 6 3 7 HN150X75X5X7 4 HN150X75X5X7 1090 (mm)545 (mm) 545 (mm)1090 (mm) 5 ETABS 2016 16.2.1 4/24/2020 595 (mm) 595 (mm) A B 40264 (mm) 595 (mm) 595 (mm) C D E F 1 HW350X350X13X13 HW350X350X13X13 HW350X350X13X13 MAIN FRAME.EDB HW350X350X13X13 HW350X350X13X13 HN300X150X5.5X8 HW350X350X13X13 HW350X350X13X13 HN300X150X5.5X8 X HN300X150X5.5X8 HN150X75X5X7 0.00 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN150X75X5X7 HW350X350X13X13 HN300X150X5.5X8 HN150X75X5X7 0.50 0.70 0.90 Plan View - Story1 - Z = 10360 (mm) Steel Design Sections (AISC 360-10) 0.95 HM600X300X12X17 HN300X150X5.5X8 HM600X300X12X17 Y HN150X75X5X7 HW350X350X13X13 HW350X350X13X13 2 HN150X75X5X7 HN300X150X5.5X8 6 3 7 HN150X75X5X7 4 HN300X150X5.5X8 HN150X75X5X7 HM600X300X12X17 HN300X150X5.5X8 HN150X75X5X7 HM600X300X12X17 1090 (mm)545 (mm) 545 (mm)1090 (mm) 5 ETABS 2016 16.2.1 4/24/2020 498 YMH WALL 2.EDB 498 498 498 498 498 498 498 498 498 498 498 498 498 498 498 498 498 498 Elevation View - 7 Joint Loads (SOUND INSULATION) 498 498 498 498 ETABS 2016 16.2.1 4/24/2020 88 48899 4848994 9 9 8 8 4 488994 4848994 9 9 8 4 8 8994 99448 994848 8 4 8 4 84899 848499 4 99 998484 8 4 8 4 99 998484 4 8 4 8 99 998484 4 8 4 8 884499 9 9 4 9884 88449 9 9 4 99884 4 4 8 98 449 YMH WALL 2.EDB 3-D View Joint Loads (SOUND INSULATION) ETABS 2016 16.2.1 4/24/2020 408 YMH WALL 2.EDB 408 408 408 408 408 408 408 408 408 408 408 408 408 408 408 408 408 Elevation View - 7 Joint Loads (DOOR PLANK) 408 408 408 408 408 ETABS 2016 16.2.1 YMH WALL 2.EDB 4/24/2020 Elevation View - 7 - Displacements (DEFL) [mm] ETABS 2016 16.2.1 YMH WALL 2.EDB 4/24/2020 Elevation View - 7 Axial Force Diagram (DStlS2) [kgf] 4/24/2020 3 0.023 0. 27 3 0. 24 5 0. 09 9 0. 06 2 0. 04 6 0. 01 4 0. 02 8 0. 05 3 0. 09 9 0. 24 7 0. 31 0.0.049 24 9 0.023 49 Elevation View - 7 Steel P-M Interaction Ratios (AISC 360-10) 0.071 0.179 2 0. 0.90 17 0.034 0.047 3 0. 49 0.072 0.077 2 0. 93 0.098 0.124 0 0. 0.70 58 0.112 0.278 0 0. 24 0.112 0.313 0 0. 16 0.098 0.325 0 0. 0.50 42 0.072 0.313 0 0. 69 0.034 0.278 0 0. 95 0.071 0.124 0 0. YMH WALL 2.EDB 43 73 9 0.4 0.00 0.077 2 0. 0.372 0.122 2 0. 0.397 0.047 1 0.179 0.278 0.175 0.122 0.372 00.049 .49 1 0.397 ETABS 2016 16.2.1 0.175 0.278 0.95 F E D 310 310 00 00 C B Y Z 1 2 73 6 4 5 A X 31000 4/24/2020 31000 ETABS 2016 16.2.1 F E D 580 0 580 0 C B Y Z X 1 2 73 6 4 5 A YMH WALL 3.EDB 3-D View Frame Span Loads (SOUND INSULATION) 5800 4/24/2020 5800 ETABS 2016 16.2.1 F E D 470 0 470 0 C B Y Z X 1 2 73 6 4 5 A YMH WALL 3.EDB 3-D View Frame Span Loads (DOOR PLANK) 4700 4/24/2020 4700 ETABS 2016 16.2.1 ETABS 2016 16.2.1 4/24/2020 F E D C B Y Z X 1 2 73 6 4 5 A YMH WALL 3.EDB 3-D View Axial Force Diagram (DStlS2) [kgf] ETABS 2016 16.2.1 4/24/2020 F E D C B 4 5 A X 1 2 73 6 Y Z YMH WALL 3.EDB 3-D View Moment 3-3 Diagram (DStlS2) [kgf-mm] ETABS 2016 16.2.1 4/24/2020 F E D C B 4 5 A X 1 2 73 6 Y Z YMH WALL 3.EDB 3-D View Shear Force 2-2 Diagram (DStlS2) [kgf] ETABS 2016 16.2.1 4/24/2020 70 36 0.2174 0.8 0 2 0.170.0 0.00 36 4 0.8 02 0.6 52 70 0.0 0.0 0.102 0.151 0.0 0.0 52 70 0.102 0.151 0.0 0.102 0.151 0.0 0.0 52 70 0.102 0.151 02 0.6 41 0.0 0.0 75 08 0.0 75 73 0.0 0.0 0.085 0.091 0.0 0.0 73 75 0.085 0.0 91 5 09 0.0 11 0.0 82 74 1 .01 1 .01 0.0 0 74 0.0 0.0 11 0.0 74 0.0 11 87 0.070 4 17 0. 2 0.10 0.0 52 02 0.6 0.0 70 5 0.08 0.070 4 0.0 1 1 0.09 0.0 73 0.0 73 6 74 87 0.0 74 73 74 69 0.0 X 1 2 0.0 74 5 11 0.0 0.074 11 0.0 0.087 9 0.06 70 0.0 4 0 0.07 73 0.0 Y Z 87 0.0 74 0.0 0.0 11 0.0 0.074 3 0.07 76 0.0 69 0.0 11 0.0 0.074 6 0.07 9 0.06 70 0.0 79 0.0 0.087 A 9 0.07 0 0.07 73 0.0 82 0.0 11 0.0 C0.073 B .011 0 0.0 0.0 74 3 0.07 76 0.0 85 0.0 11 0.0 0.073 11 0.0 0.074 0.0 73 0.0 73 09 0.0 0.073 11 0.0 0.074 2 0.08 11 0.0 0.074 5 0.08 0.075 6 0.07 79 0.0 91 0.0 0.0 75 08 0.0 11 0.0 0.073 0.0 0.0 73 0.052 9 0.07 82 0.0 11 0.0 0.073 02 0.1 85 0.0 0.073 2 0.08 0.0 73 51 0.1 09 0.0 2 0.10 91 0.0 0.075 0.0 52 08 0.0 1 0.15 1 0.09 4 17 0. 02 0.1 36 0.81 2 4 0 0.0 0.0 02 0.0 6 3 0.8 0.052 0.0 75 51 0.1 0.0 70 1 0.15 02 0.6 11 0.0 0.0 11 0.0 74 11 0.0 73 0.0 0.0 0.0 0 87 F E 11 0.0 0.069 0.0 0.0 70 0.0 0.0 87 74 0 73 0.076 .0 0.069 0.079 0.0 0.070 74 0.082 0.0 0.073 74 0.0 73 73 0.076 0.079 0.0 1 .01 1 .01 D 11 73 0.0 0.0 0 74 0.0 0 74 09 0.0 73 73 0.0 0.0 0.0 0.0 73 41 52 0.0 0.0 0.069 0.07 0 0.07 0.0 0.0 3 0.07 87 0.0 74 0.0 6 0.079 0.082 74 0.069 0.0 74 0.070 0.085 0.0 73 0.073 0.091 0.0 73 0.076 0.07 0.0 73 9 0.08 75 2 0.08 0.091 08 0.0 0.00 YMH WALL 3.EDB 0.50 0.70 0.90 3-D View Steel P-M Interaction Ratios (AISC 360-10) 0.95 ETABS 2016 16.2.1 4/24/2020 F E D 276 109 275 Fz = 58.788 Fz = 58.788 69 Fz = 58.788 Fz = 58.788 C B 90 Y Z Fz89= 58.788 Fz = 58.788 A 2 73 6 4 5 X 16 1 Fz 14= 58.788 Fz = 58.788 YMH WALL 3.EDB 3-D View Restraint Reactions (DStlS2) [kip, kip-mm] DESIGN OF BASE PLATE fc' b h c 𝑑 d 𝑏 b0 2500 16 6 1.5 ℎ psi in in in 𝑐 4.5 in 4 𝑑 𝑏 82 in PUNCHING SHEAR CHECK 𝑉 4 Vc φVc 𝑓′ 𝑏 73800.0 62730.0 62.7 𝑑 lb lb kip Current Date: 4/23/2020 11:55 PM Units system: SI Steel connections Results __________________________________________________________________________________________________________________________ __________________________________________________________________________________ Connection name Connection ID : Pinned BP - HSS Member : 1 __________________________________________________________________________________ Family: Column - Base (CB) Type: Base plate Design code: AISC 360-10 LRFD, ACI 318-08 DEMANDS Description Pu Mu22 Mu33 Vu2 Vu3 Load type [KN] [KN*m] [KN*m] [KN] [KN] -------------------------------------------------------------------------------------------------DL -266.89 0.00 0.00 0.00 0.00 Design -------------------------------------------------------------------------------------------------- Design for major axis Base plate (AISC 360-10 LRFD) GEOMETRIC CONSIDERATIONS Dimensions Base plate Distance from anchor to edge Weld size Unit Value Min. value Max. value [mm] [1/16in] 69.00 5 6.35 3 --- Sta. References table J2.4 wmin = wmin = 0.004763 table J2.4 DESIGN CHECK Verification Unit Concrete base Axial bearing Capacity Demand 0.02 0.00 [KN/mm2] Ctrl EQ DL Ratio References 0.07 DG1 3.1.1; A2 = ((B/N)*Ncs)*Ncs = ((400[mm]/400[mm])*1500[mm])*1500[mm] = 2.25E+06[mm2] DG1 Sec 3.1.1 A1 = B*N = 400[mm]*400[mm] = 1.60E+05[mm2] DG1 Sec 3.1.1 1/2 fp, max = *min(0.85*f'c*(A2/A1) , 1.7*f'c) 1/2 = 0.65*min(0.85*20.68[N/mm2]*(14.06) , 1.7*20.68[N/mm2]) = 22.86[N/mm2] Base plate Flexural yielding (bearing interface) DG1 3.1.1 [KN*m/m] 8.04 3.00 DL 0.37 DG1 Sec 3.1.2 2 Mn = *Fy*tp /4 2 = 0.9*248.21[N/mm2]*12[mm] /4 = 8.04[kN*m/m] DG1 Eq. 3.3.13 Page1 A2 = ((B/N)*Ncs)*Ncs = ((400[mm]/400[mm])*1500[mm])*1500[mm] = 2.25E+06[mm2] DG1 Sec 3.1.1 A1 = B*N = 400[mm]*400[mm] = 1.60E+05[mm2] DG1 Sec 3.1.1 m = (N ‐ 0.95*dc)/2 = (400[mm] ‐ 0.95*350[mm])/2 = 33.75[mm] DG1 Sec 3.1.2 n = (B ‐ 0.8*bc)/2 = (400[mm] ‐ 0.8*350[mm])/2 = 60[mm] DG1 Sec 3.1.2 1/2 Pp = min(0.85*f'c*A1*(A2/A1) , 1.7*f'c*A1) 1/2 = min(0.85*20.68[N/mm2]*1.60E+05[mm2]*(14.06) , 1.7*20.68[N/mm2]*1.60E+05[mm2]) = 5626.09[kN] Eq. J8‐2 2 X = (4*dc*bc/(dc + bc) )*P/(*Pp) 2 = (4*350[mm]*350[mm]/(350[mm] + 350[mm]) )*266.89[kN]/(0.65*5626.09[kN]) = 0.073 1/2 DG1 Sec 3.1.2 1/2 = min(2*(X) /(1 + (1 ‐ X) ), 1.0) 1/2 1/2 = min(2*(0.073) /(1 + (1 ‐ 0.073) ), 1.0) = 0.275 DG1 Sec 3.1.2 1/2 n' = *(dc*bc) /4 1/2 = 0.275*(350[mm]*350[mm]) /4 = 24.09[mm] DG1 Sec 3.1.2 l = max(m, n, n') = max(33.75[mm], 60[mm], 24.09[mm]) = 60[mm] DG1 Sec 3.1.2 fp = P/(B*N) = 266.89[kN]/(400[mm]*400[mm]) = 1.67[N/mm2] DG1 Sec 3.1.2 2 Mpl = fp*(l /2) 2 = 1.67[N/mm2]*(60[mm] /2) = 3[kN*m/m] DG1 Sec 3.1.2 Flexural yielding (tension interface) [KN*m/m] 8.04 0.00 DL 0.00 DG1 Eq. 3.3.13 2 Mn = *Fy*tp /4 2 = 0.9*248.21[N/mm2]*12[mm] /4 = 8.04[kN*m/m] DG1 Eq. 3.3.13 MpT = Mstrip/Beff = 0[kN*m]/112[mm] = 0[kN*m/m] Page2 Column Weld capacity [KN/m] 1828.47 0.00 DL 0.00 p. 8-9, Sec. J2.5, Sec. J2.4 1.5 LoadAngleFactor = 1 + 0.5*(sin()) 1.5 = 1 + 0.5*(sin(1.57)) = 1.5 p. 8‐9 Fw = 0.6*FEXX*LoadAngleFactor = 0.6*482.63[N/mm2]*1.5 = 434.37[N/mm2] Sec. J2.5 1/2 Aw = (2) /2*D/16 [in]*L 1/2 = (2) /2*5/16 [in]*1000[mm] = 5612.66[mm2] Sec. J2.4 Rw = *Fw*Aw/L = 0.75*434.37[N/mm2]*5612.66[mm2]/1000[mm] = 1.83[kN/mm] Elastic method weld shear capacity [KN/m] 1218.98 0.00 DL 0.00 p. 8-9, Sec. J2.5, Sec. J2.4 1.5 LoadAngleFactor = 1 + 0.5*(sin()) 1.5 = 1 + 0.5*(sin(0)) =1 p. 8‐9 Fw = 0.6*FEXX*LoadAngleFactor = 0.6*482.63[N/mm2]*1 = 289.58[N/mm2] Sec. J2.5 1/2 Aw = (2) /2*D/16 [in]*L 1/2 = (2) /2*5/16 [in]*1000[mm] = 5612.66[mm2] Sec. J2.4 Rw = *Fw*Aw/L = 0.75*289.58[N/mm2]*5612.66[mm2]/1000[mm] = 1.22[kN/mm] fv = V/Lshear = 0[kN]/572[mm] = 0[kN/mm] Elastic method weld axial capacity [KN/m] 1828.47 0.00 DL 0.00 p. 8-9, Sec. J2.5, Sec. J2.4 1.5 LoadAngleFactor = 1 + 0.5*(sin()) 1.5 = 1 + 0.5*(sin(1.57)) = 1.5 p. 8‐9 Fw = 0.6*FEXX*LoadAngleFactor = 0.6*482.63[N/mm2]*1.5 = 434.37[N/mm2] Sec. J2.5 1/2 Aw = (2) /2*D/16 [in]*L 1/2 = (2) /2*5/16 [in]*1000[mm] = 5612.66[mm2] Sec. J2.4 Page3 Rw = *Fw*Aw/L = 0.75*434.37[N/mm2]*5612.66[mm2]/1000[mm] = 1.83[kN/mm] fa = P/L = 0[kN]/1324[mm] = 0[kN/mm] fb = M*c/I = 0[kN*m]*175[mm]/4.05E+07[mm3] = 0[kN/mm] f = f b + fa = 0[kN/mm] + 0[kN/mm] = 0[kN/mm] Ratio 0.37 Major axis Anchors GEOMETRIC CONSIDERATIONS Dimensions Anchors Anchor spacing Unit Value Min. value Max. value [mm] 200.00 48.00 -- Sta. References Sec. D.8.1 smin = 4*da = 4*12[mm] = 48[mm] Sec. D.8.1 Concrete cover [mm] 619.00 76.20 -- Sec. 7.7.1 IsConcreteCastAgainstEarthTrue Cover = 3 [in] Sec. 7.7.1 Effective length DESIGN CHECK Verification Anchor tension [mm] 107.80 -- Unit Capacity Demand [KN] 21.37 0.00 292.20 Ctrl EQ DL Ratio 0.00 References Eq. D-3 2 Ase = π/4.0*(da ‐ 0.9743 [in]/nt) 2 = π/4.0*(12[mm] ‐ 0.9743 [in]/10) = 71.26[mm2] Sec. D.5.1.1, D.6.1.2 futa = min(futa, 1.9*fya, 125 [ksi]) = min(399.89[N/mm2], 1.9*248.21[N/mm2], 125 [ksi]) = 399.89[N/mm2] Sec. D.5.1.2 Nsa = *n*Ase,N*futa = 0.75*1*71.26[mm2]*399.89[N/mm2] = 21.37[kN] Eq. D‐3 Page4 Breakout of anchor in tension [KN] 39.97 0.00 DL 0.00 Eq. D-4, Sec. D.4.1.1 ca1Left<1.5*hef625[mm]<1.5*100[mm]False ca1Left = 1.5*hef = 1.5*100[mm] = 150[mm] Sec. D.5.2.1 ca1Right<1.5*hef875[mm]<1.5*100[mm]False ca1Right = 1.5*hef = 1.5*100[mm] = 150[mm] Sec. D.5.2.1 ca2Top<1.5*hef850[mm]<1.5*100[mm]False ca2Top = 1.5*hef = 1.5*100[mm] = 150[mm] Sec. D.5.2.1 ca2Bot<1.5*hef650[mm]<1.5*100[mm]False ca2Bot = 1.5*hef = 1.5*100[mm] = 150[mm] Sec. D.5.2.1 IsCloseToThreeEdgesFalse hef = hef = 100[mm] Sec. D.5.2.3 ANc = (ca1Left + ca1Right)*(ca2Top + ca2Bot) = (150[mm] + 150[mm])*(150[mm] + 150[mm]) = 90000[mm2] Sec. RD.5.2.1 2 ANco = 9*hef 2 = 9*100[mm] = 90000[mm2] Eq. D‐6 ca,min<1.5*hef625[mm]<1.5*100[mm]False ed,N = 1 Eq. D‐10 CrackedConcreteFalse c,N = 1.25 Sec. D.5.2.6 IsCastInPlaceAnchorTrue cp,N = 1 Sec. D.5.2.7 IsCastInPlaceAnchorTrue kc = 24 Sec. D.5.2.2 (IsCastInPlaceAnchor) and (IsHeadedBolt) and (hef>=11 [in]) and (hef<=25 [in])(True) and (True) and (100[mm]> = 11 [in]) and (100[mm]< = 25 [in])False Page5 1/2 1.5 Nb = kc**(fc/(1 [psi])) *(hef/(1 [in])) [lb] 1/2 1.5 = 24*1*(20.68[N/mm2]/(1 [psi])) *(100[mm]/(1 [in])) [lb] = 45.68[kN] Eq. D‐7 Ncb = (ANc/ANco)*ed,N*c,N*cp,N*Nb = (90000[mm2]/90000[mm2])*1*1.25*1*45.68[kN] = 57.1[kN] Eq. D‐4 HighSeismicDesignCategoryFalse Ncb = *Ncb = 0.7*57.1[kN] = 39.97[kN] Sec. D.4.1.1 Pullout of anchor in tension [KN] 32.37 0.00 DL 0.00 Sec. D.4.1.1 2 Abrg = 0.866025*F ‐ Ag 2 = 0.866025*19[mm] ‐ 113[mm2] = 199.64[mm2] IsHeadedBoltTrue Np = 8*Abrg*fc = 8*199.64[mm2]*20.68[N/mm2] = 33.03[kN] Eq. D‐15 CrackedConcreteFalse c,P = 1.4 Sec. D.5.3.6 Npn = c,P*Np = 1.4*33.03[kN] = 46.25[kN] Eq. D‐14 HighSeismicDesignCategoryFalse Npn = *Npn = 0.7*46.25[kN] = 32.37[kN] Sec. D.4.1.1 Anchor shear [KN] 8.89 0.00 DL 0.00 Eq. D-20, Sec. D.6.1.3 2 Ase = π/4.0*(da ‐ 0.9743 [in]/nt) 2 = π/4.0*(12[mm] ‐ 0.9743 [in]/10) = 71.26[mm2] Sec. D.5.1.1, D.6.1.2 futa = min(futa, 1.9*fya, 125 [ksi]) = min(399.89[N/mm2], 1.9*248.21[N/mm2], 125 [ksi]) = 399.89[N/mm2] Sec. D.5.1.2 HasGroutPadTrue Vsa = 0.8**0.6*n*Ase,V*futa = 0.8*0.65*0.6*1*71.26[mm2]*399.89[N/mm2] = 8.89[kN] Eq. D‐20, Sec. D.6.1.3 Page6 Breakout of anchor in shear [KN] 87.94 0.00 DL 0.00 Sec. D.4.1.1 ca2Left<1.5*ca1625[mm]<1.5*850[mm]True ca2Left = ca2Left = 625[mm] Sec. D.6.2.1 ca2Right<1.5*ca1875[mm]<1.5*850[mm]True ca2Right = ca2Right = 875[mm] Sec. D.5.2.1 ha<1.5*ca1300[mm]<1.5*850[mm]True ha = h a = 300[mm] Sec. D.5.2.1 IsCloseToThreeEdgesTrue ca1 = max(camax/1.5, ha/1.5) = max(875[mm]/1.5, 300[mm]/1.5) = 583.33[mm] Sec. D.6.2.4 ca2Left<1.5*ca1625[mm]<1.5*583.33[mm]True ca2Left = ca2Left = 625[mm] Sec. D.6.2.1 ca2Right<1.5*ca1875[mm]<1.5*583.33[mm]False ca2Right = 1.5*ca1 = 1.5*583.33[mm] = 875[mm] Sec. D.5.2.1 ha<1.5*ca1300[mm]<1.5*583.33[mm]True ha = h a = 300[mm] Sec. D.5.2.1 LVc = ca2Left + ca2Right = 625[mm] + 875[mm] = 1500[mm] Sec. RD.6.2.1 AVc = LVc*min(ha, 1.5*ca1) = 1500[mm]*min(300[mm], 1.5*583.33[mm]) = 4.50E+05[mm2] Sec. RD.6.2.1 2 AVco = 4.5*ca1 2 = 4.5*583.33[mm] = 1.53E+06[mm2] Eq. D‐23 ca2<1.5*ca1625[mm]<1.5*583.33[mm]True ed,V = 0.7 + 0.3*(ca2/(1.5*ca1)) = 0.7 + 0.3*(625[mm]/(1.5*583.33[mm])) = 0.914 Eq. D‐28 CrackedConcreteFalse Page7 c,V = 1.4 Sec. D.6.2.7 ha<1.5*ca1300[mm]<1.5*583.33[mm]True 1/2 h,V = max(((1.5*ca1)/ha) , 1) 1/2 = max(((1.5*583.33[mm])/300[mm]) , 1) = 1.71 Eq. D‐29 le = min(hef, 8*da) = min(100[mm], 8*12[mm]) = 96[mm] Sec. D.6.2.2 0.2 1/2 1/2 1.5 Vb = (7*(le/da) *(da/(1 [in])) )**(fc/(1 [psi])) *(ca1/(1 [in])) [lb] 0.2 1/2 1/2 = (7*(96[mm]/12[mm]) *(12[mm]/(1 [in])) )*1*(20.68[N/mm2]/(1 [psi])) *(583.33[mm]/ 1.5 (1 [in])) [lb] = 195.55[kN] Eq. D‐24 Vcb = (AVc/AVco)*ed,V*c,V*h,V*Vb = (4.50E+05[mm2]/1.53E+06[mm2])*0.914*1.4*1.71*195.55[kN] = 125.63[kN] Eq. D‐21 HighSeismicDesignCategoryFalse Vcb = *Vcb = 0.7*125.63[kN] = 87.94[kN] Pryout of anchor in shear Sec. D.4.1.1 [KN] 79.94 0.00 DL 0.00 Eq. D-4, Sec. D.4.1.1 hef<2.5 [in]100[mm]<2.5 [in]False kcp = 2 Sec. D.6.3.1 ca1Left<1.5*hef625[mm]<1.5*100[mm]False ca1Left = 1.5*hef = 1.5*100[mm] = 150[mm] Sec. D.5.2.1 ca1Right<1.5*hef875[mm]<1.5*100[mm]False ca1Right = 1.5*hef = 1.5*100[mm] = 150[mm] Sec. D.5.2.1 ca2Top<1.5*hef850[mm]<1.5*100[mm]False ca2Top = 1.5*hef = 1.5*100[mm] = 150[mm] Sec. D.5.2.1 ca2Bot<1.5*hef650[mm]<1.5*100[mm]False ca2Bot = 1.5*hef = 1.5*100[mm] = 150[mm] Sec. D.5.2.1 Page8 IsCloseToThreeEdgesFalse hef = hef = 100[mm] Sec. D.5.2.3 ANc = (ca1Left + ca1Right)*(ca2Top + ca2Bot) = (150[mm] + 150[mm])*(150[mm] + 150[mm]) = 90000[mm2] Sec. RD.5.2.1 2 ANco = 9*hef 2 = 9*100[mm] = 90000[mm2] Eq. D‐6 ca,min<1.5*hef625[mm]<1.5*100[mm]False ed,N = 1 Eq. D‐10 CrackedConcreteFalse c,N = 1.25 Sec. D.5.2.6 IsCastInPlaceAnchorTrue cp,N = 1 Sec. D.5.2.7 IsCastInPlaceAnchorTrue kc = 24 Sec. D.5.2.2 (IsCastInPlaceAnchor) and (IsHeadedBolt) and (hef>=11 [in]) and (hef<=25 [in])(True) and (True) and (100[mm]> = 11 [in]) and (100[mm]< = 25 [in])False 1/2 1.5 Nb = kc**(fc/(1 [psi])) *(hef/(1 [in])) [lb] 1/2 1.5 = 24*1*(20.68[N/mm2]/(1 [psi])) *(100[mm]/(1 [in])) [lb] = 45.68[kN] Eq. D‐7 Ncb = (ANc/ANco)*ed,N*c,N*cp,N*Nb = (90000[mm2]/90000[mm2])*1*1.25*1*45.68[kN] = 57.1[kN] Eq. D‐4 Vcp = kcp*Ncb = 2*57.1[kN] = 114.19[kN] Eq. D‐30 HighSeismicDesignCategoryFalse Vcp = *Vcp = 0.7*114.19[kN] = 79.94[kN] Sec. D.4.1.1 Ratio 0.00 Global critical strength ratio 0.37 Page9 Major axis Maximum compression and tension (DL) ------------------------------------------------------------------Maximum bearing pressure 1.67 [N/mm2] Minimum bearing pressure 1.67 [N/mm2] Maximum anchor tension 0.00 [KN] Minimum anchor tension 0.00 [KN] Neutral axis angle 0.00 Bearing length 1E33 [mm] ------------------------------------------------------------------Anchors tensions Anchor Transverse Longitudinal Shear Tension [mm] [mm] [KN] [KN] ----------------------------------------------------------------------------1 -125.00 -100.00 0.00 0.00 2 -125.00 100.00 0.00 0.00 3 125.00 100.00 0.00 0.00 4 125.00 -100.00 0.00 0.00 ----------------------------------------------------------------------------NOTATION A1: Base plate area A2: Maximum area of portion of the concrete supporting surface that is geometrically similar to and concentric with the load area Aw: Effective area of the weld A2/A1: Ratio between the concrete support area and the base plate area B: Base plate design width bc : Width of column section Beff: Controlling ffective width c: Distance to weld group dc : Column depth D: Number of sixteenths of an inch in the weld size fa: Axial stress on welds fb: Bending stress on welds f'c: Specified compressive strength of concrete f: Combined stress on welds FEXX: Electrode classification number fp: Uniformly bearing stress under base plate fp, max: Maximum uniformly bearing stress under base plate fv: Vertical shear force on weld Fw: Nominal strength of the weld metal per unit area Fy: Specified minimum yield stress I: Inertia of weld group l: Critical base plate cantilever dimension L: Length of weld Lshear: Length of weld receiving shear : Auxiliary variable to calculate the critical base plate cantilever dimension LoadAngleFactor: Load angle factor M: Bending required m: Base plate bearing interface cantilever direction parallel to moment direction Mpl: Plate bending moment per unit width MpT: Plate bending moment per unit width at tension unstiffened strip interface Mstrip: Maximum bending moment at the strip N: Base plate design length n: Base plate bearing interface cantilever direction perpendicular to moment direction n': Yield line theory cantilever distance from column web or column flange Page10 Ncs: P: Pp: Length of the concrete supporting surface or pier parallel to moment design direction Required axial force Nominal bearing stress : Mn: Rw: Design factors tp: Design or allowable strength per unit length Fillet weld capacity per unit length Plate thickness : Load angle V: Shear load wmin: Minimum weld size required X: Auxiliary variable to calculate the critical base plate cantilever dimension Abrg: Net bearing area of the head of stud or anchor bolt Ag: Gross area of anchor ANc: Projected concrete failure area of a single anchor or group of anchors, for calculation of strength in tension ANco: Projected concrete failure area of a single anchor, for calculation of strength in tension if not limited by edge distance or spacing Ase: Effective cross-sectional area of anchor Ase,N: Effective cross-sectional area of anchor in tension Ase,V: Effective cross-sectional area of anchor in shear AVc: Projected concrete failure area of a single anchor or group of anchors , for calculation of strength in shear AVco: Projected concrete failure area of a single anchor, for calculation of strength in shear, if not limited by corner influences, spacing, or member thickness ca1: Distance from the anchor center to the concrete edge ca1Left: Distance from the anchor center to the left edge of the concrete base ca1Right: Distance from the anchor center to the right edge of the concrete base ca2: Distance from the anchor center to the concrete edge in perpendicular direction ca2Bot: Distance from the anchor center to the bottom edge of the concrete base ca2Left: Distance from the anchor center to the left edge of the concrete base ca2Right: Distance from the anchor center to the right edge of the concrete base ca2Top: Distance from the anchor center to the top edge of the concrete base camax: Maximum distance from center of an anchor shaft to the edge of concrete ca,min: Minimum distance from center of an anchor shaft to the edge of concrete Cover: Concrete cover CrackedConcrete: Cracked concrete at service loads da: Outside diameter of anchor or shaft diameter of headed stud, headed bolt, or hooked bolt F: Distance between head flat sides fc : Specified compressive strength of concrete futa: Specified tensile strength of anchor steel fya: Specified yield strength of anchor steel ha: Thickness of member in which an anchor is located, measured parallel to anchor axis hef: Effective embedment depth of anchor HasGroutPad: Has grout pad HighSeismicDesignCategory:High seismic design category (i.e. C, D, E or F) IsCastInPlaceAnchor: Is cast in place anchor IsCloseToThreeEdges: Anchor is close to three or more edges IsConcreteCastAgainstEarth:Is concrete cast against and permanently exposed to earth IsHeadedBolt: Is anchor headed stud kc: Coefficient for concrete pry out basic strength kcp: Coefficient for pry out strength le: Load-bearing length of the anchor for shear LVc: Projected concrete failure length of a single anchor or group of anchors , for calculation of strength in shear : n: Nb: Ncb: Np: Npn: nt: Lightweight concrete modification factor Number of anchors in the group Basic concrete breakout strength in tension of a single anchor in cracked concrete Nominal concrete breakout strength in tension of a single anchor Pullout strength in tension of a single anchor in cracked concrete Nominal pullout strength of a single anchor in tension Number of threads per inch : Ncb: Npn: Nsa: Vcb: Vcp: Vsa: c,N: c,P: cp,N: c,V: Strength reduction factor ed,N: ed,V: Factor used to modify tensile strength of anchors based on proximity to edges of concrete member Concrete breakout strength in tension of a single anchor Pullout strength in tension of a single anchor Strength of a single anchor or group of anchors in tension Concrete breakout strength in shear of a single anchor Concrete pryout strength of a single anchor Strength in shear of a single anchor or group of anchors as governed by the steel strength Factor used to modify tensile strength of anchors based on presence or absence of cracks in concrete Factor used to modify pullout strength of anchors based on presence or absence of cracks in concrete Factor used to modify tensile strength of postinstalled anchors intended for use in uncracked concrete without supplementary reinforcement Factor used to modify shear strength of anchors based on presence or absence of cracks in concrete and presence or absence of supplementary reinforcement Factor used to modify shear strength of anchors based on proximity to edges of concrete member Page11 h,V: Factor used to modify shear strength of anchors located in concrete members with ha < 1.5ca1 smin: Center-to-center anchor minimum spacing SideFaceBlowoutApply: Side-face blowout apply Vb: Basic concrete breakout strength in shear of a single anchor in cracked concrete Vcb: Concrete nominal breakout strength in shear of a single anchor Vcp: Nominal pryout strength of a anchor in shear Page12 Current Date: 4/24/2020 12:51 AM Units system: SI Steel connections Results __________________________________________________________________________________________________________________________ __________________________________________________________________________________ Connection name Connection ID : MEP BCF DG4 HSS D : 1 __________________________________________________________________________________ Family: Beam - Column flange (BCF) Type: Moment end plate Design code: AISC 360-10 LRFD DEMANDS Beam Right beam Left beam Column Panel Ru Pu Mu PufTop PufBot PufTop PufBot Pu Vu Load type [KN] [KN] [KN*m] [KN] [KN] [KN] [KN] [KN] [KN] -------------------------------------------------------------------------------------------------------------------------------------------------------DL 0.00 0.00 474.53 -831.06 831.06 0.00 0.00 0.00 831.06 Design -------------------------------------------------------------------------------------------------------------------------------------------------------Description GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Extended end plate End plate stiffener thickness [mm] 20.00 14.00 -- [mm] [mm] [mm] [mm] [mm] 50.00 75.00 75.00 75.00 200.00 31.75 31.75 67.73 67.73 88.80 152.40 152.40 --302.00 [mm] [mm] [mm] [mm] [mm] 50.00 50.00 50.00 50.00 25.40 38.10 38.10 38.10 38.10 -- ----38.10 5 5 5 5 5 4 ---- table J2.4 table J2.4 table J2.4 [mm] 75.00 31.75 152.40 Sec. J3.5 [mm] 12.00 6.77 -- p. 9-5 312.00 127.00 12.70 5 156.00 110.67 10.00 4 ----- Sec. J10.8 Sec. J10.8 Sec. J10.8 DG 13 Eq. 4.3-6 12.00 6.65 -- Sec. G2.1, DG 13 Eq. 4.4-4 Vertical edge distance Horizontal edge distance Vertical bolt spacing (external flange) Vertical bolt spacing (internal flange) Horizontal center-to-center spacing (gage) Outer bolt distance (external flange) Inner bolt distance (external flange) Outer bolt distance (internal flange) Inner bolt distance (internal flange) Bolt diameter - Use CJP weld for the end plate stiffener Beam Weld size (external flange) Weld size (internal flange) Web Support Horizontal edge distance Support Web thickness Transverse stiffeners Length Width Thickness Weld size Doublers Recommended thickness for beveling and welding [1/16in] [1/16in] [1/16in] [mm] [mm] [mm] [1/16in] [mm] Page1 Sta. References DG4 Eq. 3.15, AISC 358-10 Eq. 6.10-9, Eq. 6.10-10 Sec. J3.5 Sec. J3.5 Sec. J3.3 Sec. J3.3 Sec. J3.3, DG4 Sec. 2.4, DG4 Sec. 2.1, 2.4, DG16 Sec. 2.5 DG4 Sec. 2.1 DG4 Sec. 2.1 DG4 Sec. 2.1 DG4 Sec. 2.1 DG4 Sec. 1.1 PLATE / COLUMN BEHAVIOR End plate behaviour (external flange) Thin plate behavior controlled by plate yielding End plate behaviour (internal flange) Thin plate behavior controlled by plate yielding Column flange behavior (external flange) Thin plate behavior controlled by plate yielding Column flange behavior (internal flange) Thin plate behavior controlled by plate yielding DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Moment end plate (external flange) Flexural yielding No prying bolt moment strength Bolt rupture with prying moment strength Bolts shear Bolt bearing under shear load Shear yielding Shear rupture [KN*m] [KN*m] [KN*m] [KN] [KN] [KN] [KN] 527.84 743.16 551.20 848.52 2384.93 938.23 1053.98 0.00 0.00 0.00 0.00 0.00 415.53 415.53 DL DL DL DL DL DL DL 0.00 0.00 0.00 0.00 0.00 0.44 0.39 DG16 Sec 2.5 DG16 Sec 2.5 DG16 Sec 2.5 Tables (7-1..14) Eq. J3-6 DG4 Eq. 3.12 DG4 Eq 3.14, AISC 358-05 Eq. 6.9-12, DG4 Eq. 3.13 Moment end plate (internal flange) Flexural yielding No prying bolt moment strength Bolt rupture with prying moment strength Bolts shear Bolt bearing under shear load Shear yielding Shear rupture [KN*m] [KN*m] [KN*m] [KN] [KN] [KN] [KN] 527.84 743.16 551.20 848.52 2384.93 938.23 1053.98 474.53 474.53 474.53 0.00 0.00 415.53 415.53 DL DL DL DL DL DL DL 0.90 0.64 0.86 0.00 0.00 0.44 0.39 DG16 Sec 2.5 DG16 Sec 2.5 DG16 Sec 2.5 Tables (7-1..14) Eq. J3-6 DG4 Eq. 3.12 DG4 Eq 3.14, AISC 358-05 Eq. 6.9-12, DG4 Eq. 3.13 Beam Web weld shear strength Web weld strength to reach yield stress [KN] [KN/m] 636.31 3656.94 0.00 3127.45 DL DL 0.00 0.86 [KN] [KN] [KN] 1238.47 1162.91 1162.91 0.00 831.06 831.06 DL DL DL 0.00 0.71 0.71 Eq. J2-4 Eq. J2-4, Eq. J4-1 Eq. J4-3 Eq. J2-4 Eq. J2-4 [KN*m] 620.94 0.00 DL 0.00 Bolt rupture with prying moment strength Support bolt bearing (external flange) Flexural yielding (internal flange) [KN*m] [KN] [KN*m] 551.20 2510.04 620.94 0.00 0.00 474.53 DL DL DL 0.00 0.00 0.76 Bolt rupture with prying moment strength Support bolt bearing (internal flange) Panel web shear [KN*m] [KN] [KN] 547.16 2510.04 1688.82 474.53 0.00 831.06 DL DL DL 0.87 0.00 0.49 Support - right side Local web yielding [KN] 2568.00 831.06 DL 0.32 DG4 eq. 3.24, Eq. J10-2, Sec. J10, DG13 Eq. 4.3-1 [KN] [KN] [KN] [KN] 576.49 490.72 685.04 1358.73 0.00 0.00 0.00 0.00 DL DL DL DL 0.00 0.00 0.00 0.00 Eq. J4-1 Sec. J4.4 Eq. J2-4 Eq. J2-4 [KN] [KN] [KN] [KN] 576.49 490.72 685.04 1358.73 242.58 0.00 242.58 242.58 DL DL DL DL 0.42 0.00 0.35 0.18 Eq. J4-1 Sec. J4.4 Eq. J2-4 Eq. J2-4 Shear yielding Flange weld capacity (external flange) Flange weld capacity (internal flange) Support Flexural yielding (external flange) Transverse stiffeners - top Yielding strength due to axial load Compression Flange weld capacity Web weld capacity Transverse stiffeners - bottom Yielding strength due to axial load Compression Flange weld capacity Web weld capacity Global critical strength ratio 0.90 Page2 DG4 Eq. 3.20, Sec. 2.2.3, DG4 Eq. 3.21 DG16 Sec 2.5 Eq. J3-6 DG4 Eq. 3.20, Sec. 2.2.3, DG4 Eq. 3.21 DG16 Sec 2.5 Eq. J3-6 Sec. J10-6, Eq. J10-9