An HSS 16 × 16 × = with F, = 46 ksi is used for an 18-ft-long column with simple end supports. (a) (h) P₁ Determine P, and with the appropriate AISC equations. N. Repeat part (a). using Table 4-4 in the AISC Manual.
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- Verify the value of Zx for a W1850 that is tabulated in the dimensions and properties tables in Part 1 of the Manual.04. For the truss shown below, design member HI using W shape of A992 steel. The loads acting on the truss are the design panel loads. Assume that each flange will be connected to a 20-mm thick gusset plate with two lines of three-20-mm diameter bolts as shown in the detail. For this connection, assume that U = 0.85. The size of the member should be controlled so you must limit your selections to W8, W10, and W12 sections. 80 KN B 80 kN 80 KN 80⁰ kN 80 kN =I=I1=IS DETAIL OF CONNECTION D H 80 kN 5 @ 5m= 25 m a.com 80 kN E F 40 kN GIVEN: STEEL GRADE: A992 Steel t = 20mm Length = 5m h = 5m 40 kN REQUIRED: Design of Member HI using W shape + Test Adequacy 5 mH.W-4: For the beam of sections and detail shown in Fig. find the maximum live load (PL) that the beam can be carry it. Neglect self-weight? Ans. PL=195.74 kN Use f 35 = - MPa fy 420 -2.0m- 70mm 2PL 2020mm 5025mm 350 mm sct.a-a 600 mm- a a -2.0m- -LHHH] .... .... 8025mm Soemy 3025mm 350 mm sct.b-b b b -2.0 m- 600 mm PL
- 7-12. The frame shown in the accompanying figure is unbraced against sidesway about the x-x axis. The columns are W8 and the beams are W12 x 16. ASTM AS72 steel is used for the columns and beams. The beams and columns are oriented so that bending is about ther-x axis Assume that K, = 1.0, and for column AB the service load is 175 k, in which 25 percent is dead load and 75 percent is live load. Select the lightest W8 shape for column AB. Moment connection. Typ. 13 ft 20 ft 20 ft 20 ft FIGURE P7-12A6x 12-in. plate is subjected to four loads as shown. (a) Replace the given forces with an equivalent force- couple system at C, (b) consider a single force resultant and determine the vertical distance from point C to the point where the line of action of the single force resultant intersects the edge CD. 50 lb -6 in.- 20 lb 40 lb 6 in. F -6 in. 50 IbThe rigid frame shown in Figure is unbraced in the plane of the frame. In the direction perpendicular to the frame, the frame is braced at the joints. The connections at these points of bracing are simple (moment-free) connections. Roof girders are W14 x 30, and floor girders are W16 x 36. Member BC is a W10 x 45. Use A992 steel and select a W-shape for AB. Assume that the controlling load combination causes no moment in AB. The service dead load is 25 kips and the service live load is 75 kips. a. Use LRFD. b. Use ASD
- The cross-sectison of a simply supported plate girder is shown in figure. The loading on the grider is symmetrical. The bearing stiffeners at supports are the sole means of providing restraint against torsion. Design the bearing stiffeners at supports. with minimum moment of inertia about the center line of web palte only as the sole design criterion. The flat section available are: 250 x 25, 250 x 32, 200 x 28, and 200 x 32 mm. Draw a sketch 500 25 8 .1445 Dimensions in mm 20 +425MECH 1 ASSIGNMENT 1 y 10k E - 2M 20 k G C 20 k 50 Problem A truss is subjected to the following forces as shown. Determine: (a.) The magnitude of the resultant of the external forces, R (kips). D *Kip (k)-a unit of force, equivalent to 1000 lbs. (Av. AH. Bv) 20 k 15-10 I 25 25 10 15 ft ft ft ft ft In short, solve for the reactions at the supports using the equilibrium equations >Fv, ΣFH, ΣΜ (AH, Av, Bv) F 10 k 15 ft + 10 ft 25 ft BRepeat Prob. 3-5 using singularity functions exclusively (including reactions).i want handwritten and correct I have attached final sol pls do it full
- W 72 EI УБ A For the cantilever beam and loading shown, determine Part 1 (a) the equation of the elastic curve for portion AB of the beam, Part 2 out of 3 (b) the deflection at B, 10 wa 3x² W -2a- B - 16 ax down CThe wide-flange pinned-end column shown in the figure carries two loads, a force acting at the centroid P₁ = 450kN and a force P₂ = 270kN acting at distance s = 100 mm, from the centroid. The column is an HE 240B shape with L = 4.2m, E = 200 GPa, and Oy = 290 MPa. (a) What is the maximum compressive stress in the column?Design the steel reinforcement for short column(400x600mm) under the load Pu-1500KN Mu-600kN.m, use d-500mm& d'=60mm f'c-28MPa, fy -414MPause Ø25mm steel bars. 2 ne structural shown below,design the steel reinforcement for the beam(B1)for bending moment, the slab carry live load is 8kPa &the dead load(not include self weight)is SkPa. fe-28MPa, fy -414MPa ,all columns(400x700mm)&all beams (350x700mm), sketch longitudinal section and draw all details for the steel reinforcement,use effective cover 75mm for top&bottom,use Ø25mm steel bars. -8.25m -8.25m 1500mm 200mm T* 3.0m faol Solve Part 1 700mm