Q.2 The column shown in Fig. 2 has length of 32 ft. and is unbraced about both axes. a) Determine by Calculation, the adequacy of W14 x 159 ASTM A992 (Fy = 50 ksi). b) Using Table 4-1 Select a suitable W14 section for the column in Fig C-2. PD-250 k PL=400 k L=32' FIG. 2
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- The beam shown below represents an end part directly transferring to another steel section. Check web yielding and web crippling if the steel used is ASTM A992, grade 50. 915 mm -W18x50 bo = 150 mm member end TT Pu=467 kN Ps= 312 kN7 7a 7b 7c Alaterally supported beam was designed for flexure. The beam is safe for shear & deflection. The most economical section is structural tubing however the said section is not readily available at the time of the construction. If you are the engineer in charge of the construction what alternative section will be the best replacement? Why? The section is 8" x 8" x 7.94 mm thick: Use Fy=248 MPa: E=200,000 MPa AISC wall thickness Ix 106 S x 103 Jx 103 mm4 mm3 mm4 rx =ry Area Ag (mm2) mm Designation Weight/m 8x8 7.94 47.36 6,039 79.25 37.84 371.99 60.35 expla'n briefly your cho'ce. (transform your comparative analys's 'nto a narative form to support your cho'ce) 8x8 14.29 80.61 10,258 76.2 59.52 585.02 99.06 8x8 72.7 9,290 76.96 54.53 539.13 90.32 8x8 9.53 56.09 7,161 78.48 44.12 432.62 70.76 mm 12.7 Zx 103 mm3 437.53 714.48 650.57 512.926 6a 6b 6c Alaterally supported beam was designed for flexure. The beam is safe for shear & deflection. The most economical section is W 6 x 20 however the said section is not readily available at the time of the construction. If you are the engineer in charge of the construction what alternative section will be the best replacement? Why? Use: Fy=248 MPa: E=200,000 MPa Designation W8 x 24 W8 x 21 Weight Ag (mm2) 3787 36 31 width mm kg/m d (depth) 30 157.48 152.91 9.27 W6 x 20 expla'n briefly your cho'ce. (transform your comparative analys's 'nto a narative form to support your cho'ce) W8 x 28 42 204.72 165.99 11.81 5323 4568 201.42 164.97 10.16 3974 210.31 133.86 flange bf thickness tf Web 10.16 thickness tw 6.60 Elastic Properties mm 4 Ix x 106 7.24 6.22 6.35 17 41 34 31 mm 3 Sxx 103 220 398 342 298 mm rx 67.56 87.63 86.87 88.65 mm 4 lyx 106 6 9 8 4 mm 3 Syx 106 72 109 92 61 mm ry 38.10244 41.15 40.89 32 Plastic properties. mm 3 Zx x 103 244 446 380 334 mm 3 Zyx 103 110 166 140 93…
- "messenger_media?thread_id%=D100002917920802&attachment_id%3891210971774069&message_id%3Dmid.%24CAAAA Question 3 For the truss shown, determine the forces in members (a) BD; and (b) BF. 4 m4 m4 m-4 m- A B C 6 m E F G H O00 20 kN 20 kN 20 kN A BD-40kN (C); BF-33.33kN (T)1. determine the capacity of the details shown below.A992: Fy=50ksi, Fu=65ksiA36: Fy=36ksi, Fu=58ksieffective bolt hole diameter = bolt hole + 1/16"beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.Fexx=70ksi a) what is the bolt shear capacity of the shear connection in kips? (2 decimal places)12. determine the capacity of the details shown below.A992: Fy=50ksi, Fu=65ksiA36: Fy=36ksi, Fu=58ksieffective bolt hole diameter = bolt hole + 1/16"beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.Fexx=70ksil) what is the bolt bearing capacity of beam flange of the flange connection in kips? (2 decimal places)
- 10. determine the capacity of the details shown below.A992: Fy=50ksi, Fu=65ksiA36: Fy=36ksi, Fu=58ksieffective bolt hole diameter = bolt hole + 1/16"beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.Fexx=70ksij) what is the bolt shear capacity of the flange connection in kips? (2 decimal places)Determine the capacity of the details shown below. A992: Fy=50ksi, Fu=65ksiA36: Fy=36ksi, Fu=58ksieffective bolt hole diameter = bolt hole + 1/16"beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.Fexx=70ksi g) what is the flexural/local buckling capacity of the shear plate of the shear connection in kips? (2 decimal places)A RA * 21 0.5 kip 6⁰ (J Re 4' 0.75 kips F 2 Kips 4 5' Steel 10" Calculate the strass in each member and identify what the factor of safety to failure is?
- Determine the capacity of the details shown below.A992: Fy=50ksi, Fu=65ksiA36: Fy=36ksi, Fu=58ksieffective bolt hole diameter = bolt hole + 1/16"beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.Fexx=70ksip) what is the tensile yielding capacity of flange plate of the flange connection in kips? (2 decimal places)17. determine the capacity of the details shown below.A992: Fy=50ksi, Fu=65ksiA36: Fy=36ksi, Fu=58ksieffective bolt hole diameter = bolt hole + 1/16"beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.Fexx=70ksiq) what is the tensile rupture capacity of flange plate of the flange connection in kips? (2 decimal places)Question 4 Complete the table below for the steel sections shown. All sections are bending about their horizontal axis. Section Location hep Ney Slenderness (show calculations) of element bf Flange te ld ++ tw be = 800 mm Web tf = 20 mm d = 1440 mm tw = 16 mm Grade 300, heavily 入。= Whole Asp= Asy= welded plates section br Flange tr d Web bf = 800 mm te = 20 mm d = 1420 mm tw = 16 mm Grade 300, heavily welded plates 入。= Whole Asp= Asy= section