Architectural Drafting and Design (MindTap Course List)
7th Edition
ISBN: 9781285165738
Author: Alan Jefferis, David A. Madsen, David P. Madsen
Publisher: Cengage Learning
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Chapter 17, Problem 17.11Q
To determine
Two examples to show when dimension assumption is acceptable
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11. Design the main beam of a building supporting concrete floor slab as shown in
Fig. 10.61 and with the following data:
(i) Beam centres: 6 m
(ii) Span (simply supported): 7.4 m
(iii) Concrete slab (spanning in two directions): 240-mm thick
(iv) Finished screed: 40-mm thick
(v) Imposed load: 4 kN/m²
(vi) Take weight of concrete slab as 24 kN/m³ and total weight of 40-mm thick
screed as 1.0 kN/m²
Assume Fe 410 grade steel and take initial weight of beam as 1.0 kN/m.
H
H-
Main beam
7.4 m
6.0 m
H
40 mm screed
I
-H.
Fig. 10.61
k
240 mm slab
6.0 m
Typical bay of large floor area
Consider the situation in Question 2. If all the cables are made of the same material and have a maximum tensile force of 500 lb, what is the heaviest load that can be supported by the system?
A flexible circular area is subjected to a uniformly distributed load of 148 (see the figure below). The diameter of the load area is 2 . Estimate the average stress increase () below the center of the loaded area between depths of 3 and 6 . Use the equations:
and
(Enter your answer to three significant figures.)
=
Chapter 17 Solutions
Architectural Drafting and Design (MindTap Course List)
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- A square flexible foundation of width B applies a uniform pressure go to the underlying ground. (a) Determine the vertical stress increase at a depth of 0.625B below the center using Aσ beneath the corner of a uniform rectangular load given by Aσ = Variation of Influence Value I qoI. Use the table below. n 0.8 1.0 m 0.2 0.4 0.5 0.6 0.2 0.01790 0.03280 0.03866 0.04348 0.05042 0.05471 0.4 0.03280 0.06024 0.07111 0.08009 0.09314 0.10129 0.5 0.03866 0.07111 0.08403 0.09473 0.11035 0.12018 0.6 0.04348 0.08009 0.09473 0.10688 0.12474 0.13605 0.8 0.05042 0.09314 0.11035 0.12474 0.14607 0.15978 1.0 0.05471 0.10129 0.12018 0.13605 0.15978 0.17522 (Enter your answer to three significant figures.) Ασ/90 = (b) Determine the vertical stress increase at a depth of 0.625B below the center using the 2 : 1 method equation below. 90 x B x L Aσ = (B+ z) (L + z) (Enter your answer to three significant figures.) Ασ/90 = (c) Determine the vertical stress increase at a depth of 0.625B below the center using…arrow_forwardPoint loads of magnitude 100, 200, and 360 act at , , and , respectively (in the figure below). Determine the increase in vertical stress at a depth of 6 below point . Use Boussinesq's equation. (Enter your answer to three significant figures.) =arrow_forwardno chatgpt, show solution. thx^^arrow_forward
- P 20 mm 15 mm 100 mm 200 mm 100 mm 15 mm -450.0 mm- -300.0 mm 300.0 mm -300.0 mm -450.0 mm- 300.0 mm The butt connection shows 8-24mm bolts. Spacing and dimensions are shown in figure PSAD-020. The plate is made of A36 steel. Allowable tensile stress on gross area = 0.6Fy Allowable tensile stress on net area = 0.5Fu Allowable shear stress on net area = 0.3Fu Bolt hole diameter = 26mm Determine the allowable tensile load P based on net area rupture. Determine the allowable tensile load P based on gross area yielding. Determine the allowable tensile load P based on block shear strength. Parrow_forward300 mm P 75 mm -75 mm P I 75 mm 100 mm -125 mm Shown in figure PSAD-022 is a splice connection made of 8-22mm A325 bolts and a PL 300 x 12 mm made of A36 steel, connected back-to-back. The connection joins together two A992 W410X67 (Fy = 50 ksi, Fu = 65 ksi) carrying a tension load P. Assume U = 0.70. Ignore bolt shear failure. Determine the design capacity of the connection based on yielding of the plate. Determine the design capacity of the section based on yielding of the wide flange section. Determine the design capacity of the section based on rupture of the plate. Determine the design capacity of the section based on block shear of the plate.arrow_forwardProperties of L 152 x 152 x 11.1 A = 3280 mm² d = 152 mm t = 11.1 mm x = 41.9 mm Ix=7.33 x 10 mm⭑ Iy = 7.33 x 10 mm Zx=119 x 103 mm³ Sx = 66.5 x 103 mm³ P ° ° ° ° ° ° ° ° P Shown in figure PSAD-021 is a truss joint detail. It makes use of two rows of 22-mm bolts. The members are L 152 x 152 x 11.1 made of A36. The plate connecting the members is a 9mm-thick A36 plate (Fy = 36 ksi, Fu = 58 ksi). Assume that U = 0.85, ignore 85% limit of net area. Determine the effective net area of the section. Determine the allowable capacity of the connection.arrow_forward
- A floor consists of 8 steel beams/girders supporting three 1-way slab panels. The beams are supported on 6 columns around the perimeter of the roof. The roof is subjected to a uniform pressure of 150 psf . All beams and girders weigh 90lb//ft. Use free-body diagrams and statics equations to determine the load and reactions on all the beams (Beam 1, 2, 3 and 4), girders (Girders 1 and 2), and columns (Columns 1, 2 and 3). (we only focused on one-way slabs in the class + pls include FBDs)arrow_forwardDesign an intake tower with gates meet the following requirement: • Normal water surface elevation = 100 m mean sea level • Max. reservoir elevation = 106 m msl • Min. reservoir elevation = 90 m msl • Bottom elevation = 81m msl • Flow rate=57369.6 m³/day.. Velocity = 0.083 m/s ⚫c=0.6, Density for water =1000 kg/m³. Density for concrete =2310 kg/m³ Estimate water elevation that make safety factor =1 ร 4 m Uppr gate 2m 1 m Lower gate 2m Gate 6m 2m 4 m ร 2 m wzarrow_forward4. The storm hyetograph below produced 530 acre-ft of runoff over the 725-acre Green River watershed. Plot the storm hyetograph and compute and plot the excess rainfall hyetograph using the op-index method. Time (hours) 0-33-66-99-12 12-15 Rainfall Intensity (in/hr) 0.2 0.8|1.2 1.8 0.9arrow_forward
- -125 mm -125 mm -125 mm 100 mm P A C 310 x 45 made of A36 is connected to a plate and carries a load P in tension. The bolts are 22-mm in diameter and is staggered as shown in figure PSAD-016. Properties of C 310 x 45 A = 5680 mm² d = 305 mm t = 12.7 mm tw = 13.0 mm b = 80.5 mm x = 17.1 mm Determine the shear lag factor of the channel. Determine the effective net area of the section in mm². Compute the design capacity of the section.arrow_forwardPlease answer the following and show the step by step answer on clear paperarrow_forwardProblem #1 (Beam optimization). Calculate the length "a" of AB such that the bending moment diagram is optimized (the absolute value of the max and the min is at its lowest). Then draw the shear and moment diagram for the optimized length. Optimize the length to the nearest 0.1 m. You can use RISA 2D as a tool to find the optimized length, however you need to solve for the support reactions at A, B and C by hand and draw the shear and moment diagram by hand. w=20 kN/m A + + a 12 m B Carrow_forward
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