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 2.3PFS
To determine
The maximum combined load for LRFD for given loading
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2. Load Tracing
For the load-tracing problem below, construct a series of FBDs and show the
propagation of loads through the various structural elements. Determine the column
loads assuming:
DL (decking, flooring, etc.) = 10 psf
LL (occupancy) = 40 psf
Beam B-2 spans between girder G-3 and column B-2 and beam B-3 spans between
girder G-3 and column C-2.
A
B
D
101
101
101
GI
OPEN DECKING
B-2
'DECKING·
M
B
B-3
43
G2
TYPICAL FLOOR FRAMING
Compute the maximum combined loads using the recommended ASDexpressions from the AISC.
D = 25 psf, Lr = 20 psf and W = ;26 psf
Note: please use Set B data thank you
2°
M₂
A
B
*
4 m
2m
The cantilever beam above is made up of concrete with E- 70 MPa, refer to the table
below for the properties and loads for the beam:
PROPERTIES
LOADS
SET
b (mm)
h (mm)
w (kN/m) Mb (kN-m)
A (1,3,5,7,9)
300
500
20
40
B (2,4,6,8,0)
250
400
15
45
Using area moment method, determine the following:
Flexural rigidity of the beam in N-men²
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- 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_forward3. Load Tracing Determine the Columns loads assuming: DL (decking, flooring, etc.) = 30 psf LL (occupancy) = 50 psf Total Load = 80 psf 2 10⁰ A loi GI OPEN 7B-270 DECKING DECKING B-3 D 4-3 G2 TYPICAL FLOOR FRAMINGarrow_forward8.9 The following table shows the design dead and live loads for the lowest four stories of a 18" square reinforced concrete column. a) Calculate the column factored loads. (Note: these loads are cumulative and included the loads from the levels above) Table Column design loads Story 4 3 2 1 Dead (kip) 250 350 450 550 Reduced Live (kip) 110 160 200 250 Factored load (kip) b) Assume 8-#11vertical bars are used at the first story. Draw column cross-section at 1"=1'-0" scale; show column overall dimensions, transverse ties, and vertical reinforcing bars. c) Verify that 8-#11 vertical bars meet the minimum and maximum steel area requirements for columns. 0.01 Agarrow_forwardNeed to consider the live load reductionarrow_forwardSubject RCD 1 Consider a single 4.0-meter span length concrete slab to be supported by both sides with the RC beam in simply supported system. This slab is used for the shopping gallery (Aeon Jusco). The details of the concrete slab as per the following below : • Exposure= Moderate • Steel Strength = 500 Mpa - Concrete Cylinder Strength, fck = 25 Mpa - Concrete cover = 25 mm - Imposed Load, Qk = 4.0 kpa • M&E and finishes, Gk = 3.5 kpa (finishes) • Concrete density - 25 kN/m' By assuming the slab width is 1.0 meter, please design the above concrete slab by following orders: 1. Determine the slab thickness 2. Design the main rebar for maximum sagging moment with the sketch of the rebars detailing. 3. Please perform the deflection checking, shear checking and crack width checking.arrow_forwardCompute for Deadload and Live Loadarrow_forwardDraw the load flow diagram for column C1arrow_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_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_forwardDetermine the load capacity of the angle LRFD. USE NSCP 2015.arrow_forwardplease can I have full working out for this q. using unit load methodarrow_forwardDetermine the number of a glulam column 3.0 m in length that support an axial load of 120 kN. The column is to be built with 35mm thick and 200mm wide laminations of Yakal lumber (E = 9.78 GPa, Fc = 15.8 MPa). Assume a normal load duration, wet service condition and fixed-end connection with lateral support at both ends.arrow_forwardarrow_back_iosSEE MORE QUESTIONSarrow_forward_ios
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