Determine the required development length in the beam and in the column for No. 10 bars shown in the figure: f'c = 4,300 psi fy = 60 ksi 10 ft DL=15 k LL=8 k
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- Calculate the ultimate moment of the given triangular column cross-section section Mr? Paste your PEG or PNG Proof paper using menu above Na=150 kN 90 mm A = 3024 A2 =024 As2 600mm fot = 17 MPa fya = 365 MPa As1 1 60 mm 600 тmsted ingid 250MM B k steel bar bolt AUR rigid bar 12 mm thick 8 mm Brass 350mm Jointd 16 mene thick 350mm JointB 250 mm Xg = 20x10% Eg = 90 G Pa -6 A, = 12x10/0 Es = 200 G Pa thickness> 16 mm 8 mm bolt %3D 12 mmi thick shear strength f bolf bearing streng th of holt= 100 la 50 MPa %3D Assume no failure will take place in steel or brass. Temperature chauge brass steel on Temperature change on Determine thai can be applied to system - the maxDetermine the nominal axial compressive strength of the members shown in the following figure.
- 1. For the section shown in Figure 4.7(3), compute Mu. Take f'c- 20 MPa. 65 4N24 4N28 1200 ● 300 800 Eof Ast T 40 Figure 4.7(3) Cross-sectional details of a T-section Note: all dimensions are in mm.Hw: Find the Sslope and defletion in the section CA-A) and the section cB-B) fur the beam Showwn. Given, I = 5*l-"m4 aued Es 205 G Pa. A 2 kulm Im 2.5 m Im Adocs.google.com/forms/d/e/1FAlpQLSeFBz2FIWt2UFcalwXNpXsvWOZ8WZBIxcUHPJkK6-Zc Yes No O * The area of a steel bar with dimeter of 16 mm is 0.3115 square inch 0.175 square inch 200.96 square mm 113.04 square mm * Steel bars are made with different dimeters such as 6 mm 12 mm
- Subject: STEEL DESIGN Problem 2: A W 250 x 167 is used as tension member and the web is connected to a two gusset plates by 18 mm bolts as shown in Figure ST-009. Use A 36 steel with Fy = 250 MPa and Fu = 400 MPa. Hole diameter is 3 mm larger than the bolt diameter. I 40 80 80 150 PL 12 mm x 180 mm Properties of W 250 x 167: A = 21,200 mm² d = 290 mm br=264 mm t = 31.8 mm tw = 19.2 mm Figure ST-009 1. Compute the allowable strength of the tension member by ASD. 2. Compute the design strength of the tension member by LRFD. 3. Is it safe to carry the above load combinations according to ASD? 4. Is it safe to carry the above load combinations according to LRFD? 5. Compute the allowable strength of the tension member for block shear by ASD. 6. Compute the allowable strength of the tension member for block shear by LRFD.Designation Serial size 457x191 ■ Calculate the design tension resistance of the 457 × 191 × 67 UB. Given information from steel section table (assuming S275): Axis y-y cm³ 1296 67 Elastic modulus Wel Axis Z-Z cm³ 153 Mass per metre kg/m 67.1 Depth of section h mm 453.4 Width of section b mm 189.9 Plastic modulus Wpl Axis y-y cm³ 1471 Axis Z-Z cm³ 237 Thickness Thickness Root of web of flange radius tw tf mm r mm mm 8.5 12.7 Buckling parameter U 0.872 Torsional index X 37.9 10.2 Depth between fillets d mm 407.6 Ratios for local buckling Flange Web Cf/tf Cw/tw dm6 0.705 6.34 Warping Torsional constant lw constant IT cm4 37.1 48.0 Area of section cm² 85.5 Second moment of area Axis y-y cm4 29380 Axis Z-Z cm4 kNm 522 1452 Indicative values for S355 steel Mc.y.Rd Nb.z.Rd* for Lcr=3.5m kN 1600 Radius of gyration i Axis y-y cm 18.5 Axis Z-Z cm 4.12; Designation Serial size 67 457x191column section =ISEB500 bracket plate thickness=11mm p=450KN E=270mm p=5mm bolt size =M20