Design a tied (rectangular) column to support a service dead axial load of D = 300,000 lbf and a servicelive load of L = 480,000 lbf. Use f ‘c = 4,000 lbf/in2; fy = 60,000 lbf/in2. Check Load Combination 2 only.

learn Determine the reaction forces for beams B-1, B-2, and B-3. Column A Column B Girder G-1 open Girder G-2 L1 L1 L1 • Live load = 30 psf • Dead load: (1) Slab = 50 psf, (2) Deck = 5 psf, (3) Mechanical equipment = 13 psf, (4) Suspended ceiling = 8 psf, (5) Beam = 25 Ib/ft, (6) Girder 35 lb/ft • Beam and Girder spacing: : (1) L1 = 14 ft, (2) L2 = 10 ft, (3) L3 = 10 ft Please round to the nearest one. Reaction force for Beam B-1 (one side only) = Ibs Reaction force for Beam B-2 (one side only) = Ibs Reaction force for Beam B-3 (open side) = Ibs Reaction force for Beam B-3 (Girder G-1 side) = Ibs MacBook Air II F8 F1 F2 F3 F4 F5 F6 F7 $ % & * 2 3 4 5 6 7 8 Beam B-1 Beam B-2 Beam B-3 Beam B-4 L3 L2

A Assignment 1 @p=1.5 k/ft @=2.0 k/ft 20 ft f=5,000 psi f₂ = 60,000 psi Including beam weight B PD=5 k P₁= 8 k 8 ft h Design Beam ABC: The beam carries the concentrated loads at the end of the overhang and the distributed loads across the span as shown

A concrete circular column with a radius of 350mm has f'c-25 MPa and is braced against sidesway. The column is assumed to be pinned on both ends with an unsupported length is 6.1meters. The column is subjected to the following service loads: Axial Dead Load =350 kN Axial Live Load=480 kN Moment due to Dead Load on the top of the column = 125 kN-m Moment due to Dead Load on the bottom of the column = 60 kN-m Moment due to Live Load on the top of the column = 122 kN-m Moment due to Live Load on the bottom of the column = 75 kN-m. If the moments bent the column in a singular curve, determine the following: 1. Critical Load on the column, kN 2. Moment Magnifying factor 3. Design Moment of the column, kN-m.

Determine the maximum safe service live load that the beam can carry if the service dead load is 12 kN/m including the beam weight and based on the capacity of the beam section shown. Use fc'=40 MPa and fy=415 MPa. Top bars are 6-32mm and bottom bars are 3-28 mm, center to center distance between the bar layers is 108mm. 7o mm 108 352 7o mm 300 mm

Help 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.

2. The column shown in the figure is reinforced with 6 - 25mm diam steel with fy: = 415Mpa and f'c = 27Mpa a. Determine the nominal load pn when e = 200mm b. Determine the nominal load when e = 350mm C. 250 mm 65 mm 400mm 65 mm e CD Pn

For the flat plate shown in the figure below (edge beam are not used), design the hatchedframe (middle and column strips) in the N-S direction.Given:- fc = 28MPa , f y = 420MPa- Super imposed dead load = 4 kN/m^2- Live Load = 3 kN/m^2

learn Determine the reaction forces for beams B-1, B-2, and B-3. Column A Column B Girder G-1 open Girder G-2 L1 L1 L1 • Live load = 30 psf • Dead load: (1) Slab = 50 psf, (2) Deck = 5 psf, (3) Mechanical equipment = 10 psf, (4) Suspended ceiling = 8 psf, (5) Beam = 25 lb/ft, (6) Girder = 35 lb/ft • Beam and Girder spacing: : (1) L1 = 12 ft, (2) L2 = 12 ft, (3) L3 = 10 ft Please round to the nearest one. Reaction force for Beam B-1 (one side only) D Ibs Reaction force for Beam B-2 (one side only) = Ibs Reaction force for Beam B-3 (open side) = Ibs Reaction force for Beam B-3 (Girder G-1 side) = Ibs MacBook Air D00 DOO F1 F2 F3 F4 F5 F7 F8 #3 2$ & 2 3 4 7 8 Beam B-1 Beam B-2 Beam B-3 Beam B-4 L3 L2

4 4a 4b 4c The designed axially loaded column is W 4 x 13 with the following data: kg/m d=105.66 mm rx = 43.69 mm. ry=25.4 mm |Ag=2471 sq mm Wt. = 19 Assuming that W8 x 13 is not available which of the following shall be the best option as replacement? Why? Use: Fy=248 MPa: E=200,000 MPa W8x 15 Ag=2865 sq mm Wt=22 kg/m |rx=83.57 mm W6x16 Ag 3058 sq mm rx = 65.02 mm Wt 24 kg/m Wt 24 kg/m rx=54.10 mm W5x16 Ag = 3019 sq mm expla'n briefly your cho'ce. (transform your comparative analys's 'nto a narat've form to support your cho'ce) d=205.99 mm d=152.15 mm. d=127.25 mm ry-22.25 mm ry-37.08 mm ry=32.26 mm