Simplified Engineering for Architects and Builders, 12/E (HB-2016)
12th Edition
ISBN: 9781118975046
Author: AMBROSE J
Publisher: Wiley,,Hoboken : Wiley, 2016
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Chapter 5.9, Problem 1P
To determine
Find the required joist size from the Table 5.10.
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A6.1- A simply supported beam, as shown in Figure 3, is subjected to factored point load Pr=
1250 kN. The beam is designed to have 6-30M bars to resist the maximum bending moment, Mat
the section 900 mm away from the centerline of the support.
Determine the required development length for the reinforcement at the section with the maximum
bending moment. If it is not possible to provide straight bar anchorage into the left support, design
the hooked anchorage.
Given: Concrete: Normal density with f'c = 25 MPa
Reinforcement: Uncoated rebars with fy = 400 MPa
Shear reinforcement is in excess of CSA 23.3 minimum requirement: 10M
Clear cover to the stirrups: 30 mm
Column: 200mm x 500mm
m
+
1
b=500 mm
200mm
Σ
Mf
6-30M
Figure 3
10 m
200mm
h=1000 mm
+
As = 6-30M
Cross-section
P
What's the stress increase, DUZ (induced stress) at point p
according to the chart shown? Show work and mark the
chart to demonstrate how you came up with an answer
36ff
Qis
24f+
P (at depth 12ft)
Point R is below Q, which is on the edge of the footing.
24 ft from one corner (thus 12 from the other). Show
how to divide the area into two and use the principle of
Super position to calculate stress increase (DJ₂) aka
induced stress at R. Draw a plan view of Area I and
Arca 2. Find L1, B₁, and 2, dimensions and indicate them
accordingly on both Area 1 and Area 2
24f1
-
24ft
•R (depth 12ft)
. For the cast-iron piping shown in Fig. 4, calculate the flow rate if H = 8 m. (e=0.26
mm, v=1.0×10m²/s)
Include all losses.)
2 m
Water
H
20°C
20 m
40 m
T
2 cm dia.
4 cm dia.
Angle valve
(wide open) (4.7)'
Chapter 5 Solutions
Simplified Engineering for Architects and Builders, 12/E (HB-2016)
Ch. 5.4 - Prob. 1PCh. 5.4 - Prob. 2PCh. 5.4 - Prob. 3PCh. 5.5 - Prob. 1PCh. 5.5 - Prob. 2PCh. 5.5 - Prob. 3PCh. 5.5 - Prob. 4PCh. 5.6 - Prob. 1PCh. 5.6 - Prob. 2PCh. 5.7 - Note: For the following problems, neglect the beam...
Ch. 5.7 - Prob. 2PCh. 5.7 - Prob. 3PCh. 5.7 - Prob. 4PCh. 5.7 - Prob. 5PCh. 5.8 - Prob. 1PCh. 5.8 - Prob. 2PCh. 5.8 - Prob. 3PCh. 5.8 - Prob. 4PCh. 5.8 - Prob. 5PCh. 5.8 - Prob. 6PCh. 5.8 - Prob. 7PCh. 5.8 - Prob. 8PCh. 5.8 - Prob. 9PCh. 5.8 - Prob. 10PCh. 5.9 - Prob. 1PCh. 5.9 - Prob. 2PCh. 5.9 - Prob. 3PCh. 5.9 - Prob. 4PCh. 5.9 - Prob. 5PCh. 5.9 - Prob. 6PCh. 5.9 - Prob. 7PCh. 5.9 - Prob. 8P
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- A5.1- An unbraced column shown in Figure 1, column A-B with square cross-section is given. The column is subjected to Dead load (unfactored): PDL = 3000 kN, MDL-top = 85 kN.m, MDL-bo = -DL-bottom = 100 kN.m. = Assume the cross-section of column is constant from top to bottom, and all the beams have width = 300 mm and height 350 mm. Using f'c = 25 MPa, fy = 400 MPa, design the column and determine the ties spacing and arrangement. Use 25M or 30M bars for longitudinal reinforcement, and 10M bars for ties. Assume clear cover to be 40mm. The design p has to be between 0.01 and 0.02. Column maximum dimension can be 500mm. т 4.0m 7.0m 5.5m + 6.5m Figure 1 Barrow_forward7.43 Neglecting head losses, determine what horsepower the pump must deliver to produce the flow as shown. Here, the elevations at points A, B, C, and D are 124 ft, 161 ft, 110 ft, and 90 ft, respectively. The nozzle area is 0.10 ft². B Nozzle Water C D Problem 7.43arrow_forwardNOTE: Use areal methods only for V,M,N diagrams(Do NOT use the equations) (also draw the N diagram(s) for the entire structure)arrow_forward
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