Material properties are: - Concrete weight: wt = 150 pcf - Concrete compressive strength: f'c = 4000 psi - Steel tensile strength: fy = 60 ksi - Stirrup consists of #4 bar - Framing members are not exposed to weather or in contact with soil. A simplified line diagram of Girder G2 is shown below: Determine the tributary area for each concentrated load for G-2. 30-0¹ B4 B4 69 Colum Dea 30-0 - Mark 89 PD & PL 30 square feet 400 square feet 700 square feet 1200 square feet 90-0 BI -Ser PD & PL a=

Material properties are: - Concrete weight: wt = 150 pcf - Concrete compressive strength: f'c = 4000 psi - Steel tensile strength: fy = 60 ksi - Stirrup consists of #4 bar - Framing members are not exposed to weather or in contact with soil. A simplified line diagram of Girder G2 is shown below: Determine the tributary area for each concentrated load for G-2. 30-0¹ B4 B4 69 Colum Dea 30-0 - Mark 89 PD & PL 30 square feet 400 square feet 700 square feet 1200 square feet 90-0 BI -Ser PD & PL a=

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter10: Plate Girders

Section: Chapter Questions

Problem 10.7.8P

See similar textbooks

Similar questions

An axially loaded short spiral column is subjected to axial dead load of 620 KN and axial live load of 880 KN. Use f’c = 27.6 MPa, fy = 414 MPa, ρ = 0.025 and20 mm diameter main bars. Also, use 12 mm dia. ties with fyt = 276 MPa and clear concrete cover of 40 mm. Determine the following: a. Required diameter of the spiral column. b. Number of longitudinal reinforcement. c. Spacing of the spiral ties. Round off the answer into two decimal places
(a) The detached servant room of a quarter is having internal size of 3.0mxx4.50m. It is to be covered by a roof of RCC. The dead load on roof 4.5kN//m^(2) and the live load is 1.50kN//m^(2) Design the slab by I.S. Code method. Assume grade of concrete as M25 and grade of Steel as Fe415.
A simply supported rectangular beam of length L=5.4m has a width of b=395mm and an effective depth ofd=311m. Compression steel bars are placed at a distance d′=155mm from the extreme concrete compressivefiber. The beam supports service dead loads of Wd=27.5KN/m and Wl=35.5KN/m, respectively. Use fc′ = 28MPaand fy= 420 MPa. For the reinforcements, use 4 25 mm tension steel bars and 4 12 mmcompression steel bars.
Design a square base plate to support a 10mm thick pipe column with an inside diameter of 300mm. The base plate minimum dimension is 500mm. To design the base plate thickness, convert the circular perimeter of the pipe into an equivalent square with an area equal to the original circle. the loads are Pdl=850 kN and Pll=420 kN . Assume that the Pipe is to rest on a very wide slab. Use A-50 steel and concrete fc'=35 MPa and LRFD.
A 66-foot long plate girder must support a uniformly distributed load and concentrated loads at the one-third points. The uniform load consists of a 1.3-kipyft dead load and a 2.3 kip/ft live load. Each concentrated load consists of a 28-kip dead load and a 49-kip live load. There is lateral support at the ends and at the one-third points. Use A572 Grade 50 steel, a total depth of 80 inches, and LRFD. a. Select the girder cross section and the required spacing of intermediate stiffeners. b. Determine the size of intermediate and bearing stiffeners. c. Design all welds
Design a balcony slab of a residential house exposed to the weather. Observe how the moment diagram ofthe balcony is “scared-cat shape through-and-through”. The cantilevered span is 8 ft long and the servicelive load from residential house. Snow load is S = 30 lbf/ft2 and self-weight of the slab must be dead loadD. Apply Load Combinations 2, 3, and 4 only. Use steel reinforcement no greater than #6 size bars, andno smaller than #3; f’c = 4,000 lbf/in2; fy = 60,000 lbf/in2. Density of the concrete isdc = 100 lbf/ft3.Sketch the design.
Design a square base plate to support 10 mm thick pipe column with an inside diameter of 300 mm. The base plate minimum dimension is 500 mm. To design plate thickness, convert the circular perimeter of the pipe into an equivalent square with an area equal to the original circle. The loads are PDL = 850 kN and PLL =420 kN. Assume that the pipe is to rest on a very wide slab. Use A-50 steel and concrete fc’ = 35MPa and LRFD.
A rectangular beam has b w = 12in and d = 23in. The beam is subjected to service dead load shear of 20kand live load shear of 25k at critical section. Use f’c = 3 ksi and fy = 60 ksi. Determine the requiredspacing of #3 vertical U-stirrup.
Find the maximum axial compressive service loads that the column of crosssection shown can carry. The column is short. Assume that the service dead load and live load are equal. Check the ties.Use f′c=4000 psi and fy=60,000 psi.
PROBLEM: Light grade steel channel was used as purlin of the truss. The top chord of the truss is inclined 1V:3H and the distance between the trusses is 5m. The purlin weighs 100n/m and spaced at 1m apart. The roof carries superimposed dead load of 1000 Pa (including its weight) and the ceiling carries a load of 1200 Pa. Roof live load is assumed to be 1500 Pa. The roof is part of the building located at a place where the design wind speed is 240 kph. Assume the unit weight of air to be 12 N/m3. The windward coefficient is 0.20 and the leeward coefficient is 0.70. For this problem, assume that the allowable bending stress of beam is 60% and 75% of its yield strength in the strong and weak axis respectively. Assume all loads passes through the centroid of the section. Properties of C 250x85 ; Sx= 122 x103 mm3 ; Sy= 49 x103 mm3; Fy=300 MPa; Fbx (Allow. Bending Stress)=0.6Fy;Fby (Allow. Bending Stress)=0.75Fy What is the ratio of the actual to allowable bending stress for load…
Compute the co-ordinates for (Pnb, Mnb) and (Pub, Mub) for rectangular columns using h=24in b=14in Effective cover =3in. Reinforcement consists of 4-#9 bars on each side (totla of 8 bars) f'c=7000 psi fy=40000 psi. Use a yield strain of 0.004 for steel.
Determine the design compressive strength (kips) of a A36 steel column, W 10 X 33 with a total length of 20 feet (both pin-end connection). Use K = 1.0 and E = 29,000 ksi, Fy = 50 ksi. No need to check the local stability of the column.