Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Chapter 2, Problem 2.10PFS
To determine
To find maximum combined load by recommended AISC for given loading
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Need to consider the live load reduction
5. lim (v² + 2v) (2v³ - 5)
v-2
IT
Compute the maximum combined loads USING THE RECOMMENDED ASD EXPRESSIONS FROM THE AISC.
D = 100 psf
L = 70 psf
R = 12 psf
Lr = 20 psf
S = 30 psf
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- Discuss about Load Combinations for LRFDarrow_forwardWhat is the LRFD time effect factor, A, for a member designed for the 1.2D+1.6L load combination where the live load comes from occupancy? 1.0 0.8 1.25 0.7arrow_forward: A two-story fire station (le = 1.5) located in downtown LA (Sps = 1.5) is constructed using special reinforced concrete (R = 5). It is 60 ft by 100 ft in plan, with a first story height of 25 ft and a second story height of 16 ft. Assuming the loads of the stories are 80 psf dead and 80 psf live for the second floor and 30 psf dead and 30 psf live for the roof, what are the seismic loads expected for each floor of the structure for a quake in the x-direction? 60 ft 100 ft 16 ft 25 ftarrow_forward
- INCLUDE FIGURE/DIAGRAM A multistory commercial building is to be designed as a flat plate system with floors of uniform thickness having no beams or drop panels. Columns are laid out on a uniform 20 ft spacing in each direction and have a 16 in. square section and a vertical dimension 10 ft from floor to floor. Specified service live load is 100 psf including partition allowance. Using the direct design method, design a typical interior panel, determining the required floor thickness, size and spacing of reinforcing bars, and bar details including cutoff points. To simplify construction, the reinforcement in each direction will be the same; use an average effective depth in the calculations. Use all straight bars. For moderate spans such as this, it has been determined that supplementary shear reinforcement would not be economical, although column capitals may be used if needed. Thus, slab thickness may be based on Eqs. (13.11 a ), (13.11 b ), and (13.11 c ); or column capital…arrow_forwardFor the Casper hospital, the weight of each floor is 2500 kips while the roof weighs 2700 kips. The braced frames shown in the Typical Braced Frames Showing Story Height document constitute the dual steel concentrically braced frame for the hospital and allow the Response Modification Coefficient (R) to be 7. The hospital site is classified as Site ClassD for seismic design. T† can be found in ASCE 7-16 Figure 22-14. Calculate the Seismic Base Shear (V) and the lateral equivalent static seismic force (Fr) applied at each story and the roof. Use the ASCE 7-16 document to determine Sps, Ta, Ct, x and I, when doing your calculations. Note that the values in ASCE 7-16 Figure 22-1 need to be divided by 100 to convert from percent to decimal. Alternatively, you can use the Applied Technology Council's Hazards by Location website (https://hazards.atcouncil.org/) but you must still show the calculations by hand. You may use a spread sheet to calculate the force on each floor as the…arrow_forward10:41 M (55) اس اس a = * 0 Activity no 1 Submit thi... classroom.google.com Pre-stressed Concrete Design CE 515 (MW 10:30 AM - 12:00 PM) Activity no. 1 1. Design a section of a concrete beam reinforced for tension only. The beam is simply supported on a span of 6 m and carries a load of 18 kn/m. What stirrup will be required? Use fc' = 17.2 MPa, fs = 124 MPa, n = 12. Assume b = d/2.arrow_forward
- Describe about the local shear failure.arrow_forwardDraw the load flow diagram for column C1arrow_forwardQ4. With the aid of sketches, critically discuss the installation of an independence type of scaffold system in building construction. The discussion should highlight the function of each component members of the system and necessary safety precaution that need to be taken during the installation.arrow_forward
- Calculate the factored load using LRFD load combinations 1. Dead Load: Superimposed DL: 20 PSF plus Self-Weight TBD 2. Roof Dead Load: Superimposed DL: 10 PSF plus Self-Weight TBD 3. Live Load: First Level: 250 PSF (Assume no live load reduction.) 4. Live Load: Second Level: 100 PSF (Assume no live load reduction.) 5. Roof Live Load: 20 PSF 6. Snow Load: 25 PSF (Assume no drifting of snow) 7. Rain Load: 6-inches of standing rainwater (assume that roof drainage plan and scupper size and spacing will allow up to 6-inches of standing water on the roof during a 1-hour, 100-year storm event.) 8. Wind Load: In lieu of determining wind loading from the ASCE/SEI 7-16 wind procedure, assume a uniform wind loading of 25 PSF on the windward face of the building and 5 PSF of uniform wind loading on the leeward face (a negative (or suction effect) loading). On the roof, assume that downward wind loading will not govern on the roof, but check the roof for an uplift loading of 15 PSF of wind…arrow_forwardProblem A 3.34. Determine the magnitude and location of the resultant for the load system shown 100 Tb I -8-0 7000lb f 200 15/FE -8-0" II >arrow_forwardFor Probs 2-4 determine the maximum combined loads using the recommendedASIC expressions for LRFD.arrow_forward
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