Determine the maximum safe capacity of an axially loaded hinged ends column having an unsupported length of 4m. Fy = 248 MPa and E = 200 GPa. Use AISC Specifications. 100
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- please help! upvote will be given. NO LONG EXPLANATION NEEDED STRENGTH OF MATERIALS The compound bar ABCD has a uniform cross-sectional area of 0.36 in2.Determine the change in length (in inches) of the bar if an axial force P = 4084 lbis applied.The moduli of elasticity are 29016 ksi for steel and 10059 ksifor aluminum. Round off the final answer to four decimal places.The given plate below with width of 200 mm andthickness of 16 mm is to be connected to two plates ofthe same width with half the thickness by 20 mmdiameter rivets as shown. The rivet hole is 2 mm greaterthan the rivet diameter. Allowable tensile stress on netarea is 0.6Fy. Allowable bearing stress is 1.35Fy. plate: fy = 241 mpa fu = 4141 mpa rivet: fv = 152 mpa a. Determine maximum load P without exceeding allowable tensile stress on plate b. Determine maximum load P without exceeding allowable shear stress on rivets c. Determine maximum load P without exceeding allowable bearing stress between plates and rivetsA pipe column is braced to prevent bending and buckling. It is subjected to a compressive load of 1,000 kN E= 200 GPa Length= 4 meters and outside diameter= 250 mm. Find the required column thickness if the allowable shortening of the column is 0.8 mm a. 18.75mm c. 37.44mmb. 11.40mm d. 41.25mm
- Determine the design tensile strength of plate (200x8 mm) connected to 10-mm thick gusset using 20 mm bolts as shown in the figure, if the yield and the ultimate stress of the steel used are 250 MPa and 410 MPa, respectively. Add 1mm around the bolt for the hole. Use LRFD method. Plate 8-mm thick 2 3 40+ 30 301 T 200 mm Gusset 10-mm thick 3af 30 2_3 *40 40+ 50,54 +40Please solve this problem. I will give 5 stars. A 3m-LONG CANTILEVER BEAM IS CARRYING A UNIFORM DEADLOAD OF 20 kN/m (EXCLUDING SELFWEIGHT OF THE BEAM), AND A LIVE LOAD OF 15 kN/m. OTHER GIVEN: fc = 27.5 MPa fy = 414 MPa b = 300mm h = 600mm diameter of main reinforcements, db = 25mm diameter of transverse reinforcements, ds = 12mm use clear concrete cover of 45mm unit weight of concrete is 25kN/m3 Solve for the following: a. Reactions at the fixed support. b. Maximum FACTORED moment of the beam, Mu c. Effective depth of the beamA steel plate 375mm x 16mm thick is bolted by four bolts placed symmetrically to form a single lap joint. The bolts are spaced horizontally at a distance of 140mm and vertically at a distance of 150mm. If the diameter of bolt is 20 mm, calculate the design tensile strength in KN based on net section fracture considering a straight vertical path of failure Use Fy=248MPa and Fu=400MPa a) 1339.2 b) 1569.6 c)2092.8 d) 1488
- A steel column W300 x 203 kg/m section is used as to support an aial load. A=25740mm^2 Tw = 20mm. Fy= 415 Mpa Tf = 32mm. Lu= 4m d = 340mm. Ix=5.16*10^ 8 mm^4 Iy= 1.65*10^8mm^4 E = 200GPA k = 1.0 Sidesway is prevented. Determine the ultimate design capacity of Column using NSCP 2015. Use Phi= 0.9. 7718.11kN C. 8575.88 kN 333.17 kN D. 20356.06kNQuestion 16 A W10x30, 2.9 m long, A36 steel is used as a column with fixed ends to support a service dead load of 154 kN. Calculate the maximum service live load the column can sustain using LRFD. Use theoretical value of k. Write your answer rounded to the nearest whole number in kN. A = 5,703 mm2 rx = 111.25 mm ry = 34.80 mmHelp me solve this. I will generously give a feedback and a 5 star. Thank you. A 3m-LONG CANTILEVER BEAM IS CARRYING A UNIFORM DEADLOAD OF 20 kN/m (EXCLUDING SELFWEIGHT OF THE BEAM), AND A LIVE LOAD OF 15 kN/m. OTHER GIVEN: fc = 27.5 MPa fy = 414 MPa b = 300mm h = 600mm diameter of main reinforcements, db = 25mm diameter of transverse reinforcements, ds = 12mm use clear concrete cover of 45mm unit weight of concrete is 25kN/m3 Solve for the following: a. As (area) required b. No. of 25mm reinforcements required to resist Mu c. Spacing of stirrups at the critical location (d from face of the support) - use manual calculations, show your solutions.
- Topic: BEAM BEARING PLATES AND COLUMN BASE PLATES Please solve your Solution in a handwritten Note: It should be handwritten pleaseeee Questions:Design a column base plate for a W12 × 65 column supporting a service dead load of 850 kN and a service live load of 1380 kN. The column is supported by a 2.7 m x 2.7 m concrete footing. Use ASD. Fc'= 20.7 MPaFy = 248 MPad=308mmbf = 308 mmSituation 20. A W12x79 of A573 Grade 60 (Fy = 415 MPa) steel is used as a compression member. It is 8 m long, pinned at the top fixed at bottom. The properties are as follows: Ag = 14,968 sq.mm, rx = 133.65 mm, ry = 77.47 mm. INPUT ALL ANSWERS ROUNDED TO THE NEAREST WHOLE NUMBER 58. Calculate the design axial strength (kN) of the column by LRFD. 59. Calculate the allowable axial strength (kN) by ASD. 60. If the columns sustains a service axial dead load of 1,490 kN calculate the safe service axial live load in kN by LRFD. 61. If the columns sustains a service axial dead load of 1,490 kN calculate the safe service axial live load in kN by ASD. 62. If the columns sustains a service axial live load of 990 kN calculate the safe service axial dead load in kN by LRFD. 63. Calculate the critical slenderness ratio if there is an additional lateral support in the weak direction at mid-height. Answer 61-63Select a W-shape for the following conditions:Beam spacing 5 12 ftSpan length 5 25 ftSlab and deck combination weight 5 43 psfPartition load 5 20 psfCeiling weight 5 5 psfFlooring weight 5 2 psfLive load 5 160 psfFy 5 50 ksiThe maximum live load deflection cannot exceed Ly360.a. Use LRFD.b. Use ASD.