Chapter 7: Forces in Beams and Cables


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1 Chapter 7: Forces in Beams and Cables 최해진
2 Contents Introduction Internal Forces in embers Sample Problem 7.1 Various Types of Beam Loading and Support Shear and Bending oment in a Beam Sample Problem 7. Sample Problem 7.3 Relations Among Load, Shear, and Bending oment Sample Problem 7.4 Sample Problem 7.6 Cables With Concentrated Loads Cables With Distributed Loads Parabolic Cable Sample Problem 7.8 Catenary 7
3 Introduction Preceding chapters dealt with: a) determining eternal forces acting on a structure and b) determining forces which hold together the various members of a structure. The current chapter is concerned with determining the internal forces (i.e., tension/compression, shear, and bending) which hold together the various parts of a given member. Focus is on two important types of engineering structures: a) Beams  usually long, straight, prismatic members designed to support loads applied at various points along the member. b) Cables  fleible members capable of withstanding only tension, designed to support concentrated or distributed loads. 73
4 Internal Forces in embers Straight twoforce member AB is in equilibrium under application of F and F. Internal forces equivalent to F and F are required for equilibrium of freebodies AC and CB. ultiforce member ABCD is in equilibrium under application of cable and member contact forces. Internal forces equivalent to a forcecouple system are necessary for equilibrium of freebodies JD and ABCJ. An internal forcecouple system is required for equilibrium of twoforce members which are not straight. 74
5 Sample Problem 7.1 SOLUTION: Compute reactions and forces at connections for each member. Cut member ACF at J. The internal forces at J are represented by equivalent forcecouple system which is determined by considering equilibrium of either part. Determine the internal forces (a) in member ACF at point J and (b) in member BCD at K. Cut member BCD at K. Determine forcecouple system equivalent to internal forces at K by applying equilibrium conditions to either part. 75
6 Sample Problem 7.1 SOLUTION: Compute reactions and connection forces. Consider entire frame as a freebody: å å F y å E : ( 4 N)( 3.6 m) + ( 4.8m)  F F 18 N :  y 4 N + 18 N + E E y 6 F : E N 76
7 Sample Problem 7.1 Consider member BCD as freebody: å B : ( 4 N)( 3.6m) + C (.4m)  y å C : ( 4 N)( 1.m) + B (.4m)  y å F : B + C  C y B y 36 N 1 N Consider member ABE as freebody: å : B (.4 m) A B å F : B A  å F : A + B + 6 N y From member BCD, å  y y A A y F : B + C  18 N C 77
8 Sample Problem 7.1 Cut member ACF at J. The internal forces at J are represented by equivalent forcecouple system. Consider freebody AJ: å J : ( 18 N)( 1. m) N m å F F  å F y : ( 18 N) cos 41.7 : ( 18 N) sin 41.7 F 1344 N V + V 1197 N 78
9 Sample Problem 7.1 Cut member BCD at K. Determine a forcecouple system equivalent to internal forces at K. Consider freebody BK: å K : ( 1 N)( 1.5m) å N m F : F å F y : 1 N V V 1 N 79
10 Various Types of Beam Loading and Support Beam  structural member designed to support loads applied at various points along its length. Beam can be subjected to concentrated loads or distributed loads or combination of both. Beam design is twostep process: 1) determine shearing forces and bending moments produced by applied loads ) select crosssection best suited to resist shearing forces and bending moments 71
11 Various Types of Beam Loading and Support Beams are classified according to way in which they are supported. Reactions at beam supports are determinate if they involve only three unknowns. Otherwise, they are statically indeterminate. 711
12 Shear and Bending oment in a Beam Wish to determine bending moment and shearing force at any point in a beam subjected to concentrated and distributed loads. Determine reactions at supports by treating whole beam as freebody. Cut beam at C and draw freebody diagrams for AC and CB. By definition, positive sense for internal forcecouple systems are as shown. From equilibrium considerations, determine and V or and V. 71
13 Shear and Bending oment Diagrams Variation of shear and bending moment along beam may be plotted. Determine reactions at supports. Cut beam at C and consider member AC, V + P + P Cut beam at E and consider member EB, V  P + P L  ( ) For a beam subjected to concentrated loads, shear is constant between loading points and moment varies linearly. 713
14 Sample Problem 7. SOLUTION: Taking entire beam as a freebody, calculate reactions at B and D. Draw the shear and bending moment diagrams for the beam and loading shown. Find equivalent internal forcecouple systems for freebodies formed by cutting beam on either side of load application points. Plot results. 714
15 Sample Problem 7. SOLUTION: Taking entire beam as a freebody, calculate reactions at B and D. Find equivalent internal forcecouple systems at sections on either side of load application points. å Fy :  kn V 1 V1  kn å ( kn)( m) 1 : Similarly, + 1 V V V V kn 6kN 14kN 14 kn kn m + 8kN m + 8kN m 715
16 Sample Problem 7. Plot results. Note that shear is of constant value between concentrated loads and bending moment varies linearly. 716
17 Sample Problem 7.3 SOLUTION: Taking entire beam as freebody, calculate reactions at A and B. Determine equivalent internal forcecouple systems at sections cut within segments AC, CD, and DB. Draw the shear and bending moment diagrams for the beam AB. The distributed load of 4 N/m etends over.3 m of the beam, from A to C, and the 4N load is applied at E. Plot results. 717
18 Sample Problem 7.3 SOLUTION: Taking entire beam as a freebody, calculate reactions at A and B. : å B y å A (.8m) ( 1 N)(.3m)  ( 4 N)(.55m) B : B y 365N ( 1N)(.65m) + ( 4 N)(.5m)  A(.8m) å A 135 N F : Note: The 4 N load at E may be replaced by a 4 N force and 16 Nm couple at D. B 718
19 Sample Problem 7.3 Evaluate equivalent internal forcecouple systems at sections cut within segments AC, CD, and DB. From A to C: å F : V y å ( ) + 1 : From C to D: : å F : V y å ( .15) + V V 13 N ( ) N m 719
20 Sample Problem 7.3 Evaluate equivalent internal forcecouple systems at sections cut within segments AC, CD, and DB. From D to B: å F y : 1351m  4 V å : ( .15) ( .45) V 77 N ( ) N cm 7
21 Sample Problem 7.3 Plot results. From A to C: V From C to D: V 13 N From D to B: V ( ) N m 77 N ( ) N m 71
22 Relations Among Load, Shear, and Bending oment Relations between load and shear: V V  dv d D ( V + DV ) lim D  wd DV D V  ò D wd C C w  ( area under load curve) Relations between shear and bending moment: ( + D ) d d D D  VD + wd D lim lim D D D  ò D V d C C ( V  1 wd) V ( area under shear curve) 7
23 Relations Among Load, Shear, and Bending oment Reactions at supports, Shear curve, V VA ò wd V V A  w oment curve,  ò ma A æ L wç è ò wl 8 w wl  w ö  d ø Vd æ ç è w at RA RB æ L wç è ( ) L  d d V ö  ø wl ö ø 73
24 Sample Problem 7.4 SOLUTION: Draw the shear and bendingmoment diagrams for the beam and loading shown. Taking entire beam as a freebody, determine reactions at supports. Between concentrated load application points, dv d w and shear is constant. With uniform loading between D and E, the shear variation is linear. Between concentrated load application points, d d V constant. The change in moment between load application points is equal to area under shear curve between points. With a linear shear variation between D and E, the bending moment diagram is a parabola. 74
25 Sample Problem 7.4 SOLUTION: Taking entire beam as a freebody, determine reactions at supports. å A : D 7. m  kn 1.8 m  1 kn ( ) ( )( ) ( )( 4. m)  ( 1 kn)( 8.4 m) å F y :  kn 1 kn + 6 kn 1 kn A y D 6 kn A y Between concentrated load application points, dv d w and shear is constant. With uniform loading between D and E, the shear variation is linear. 18 kn 75
26 Sample Problem 7.4 Between concentrated load application points, d d V constant. The change in moment between load application points is equal to area under the shear curve between points. B C D E A B C D kn m + 9 kn m 48 kn m With a linear shear variation between D and E, the bending moment diagram is a parabola. B C D E 76
27 Sample Problem 7.6 SOLUTION: Sketch the shear and bendingmoment diagrams for the cantilever beam and loading shown. The change in shear between A and B is equal to the negative of area under load curve between points. The linear load curve results in a parabolic shear curve. With zero load, change in shear between B and C is zero. The change in moment between A and B is equal to area under shear curve between points. The parabolic shear curve results in a cubic moment curve. The change in moment between B and C is equal to area under shear curve between points. The constant shear curve results in a linear moment curve. 77
28 Sample Problem 7.6 SOLUTION: The change in shear between A and B is equal to negative of area under load curve between points. The linear load curve results in a parabolic shear curve. dv at A, VA, w w d V V  1 w a  1 w a B A V B dv at B, w d With zero load, change in shear between B and C is zero. 78
29 Sample Problem 7.6 The change in moment between A and B is equal to area under shear curve between the points. The parabolic shear curve results in a cubic moment curve. d at A, A, V d B C   A B w w a a B w ( L  a)  1 w a( 3L  a) C a The change in moment between B and C is equal to area under shear curve between points. The constant shear curve results in a linear moment curve. 79
30 Cables With Concentrated Loads Cables are applied as structural elements in suspension bridges, transmission lines, aerial tramways, guy wires for high towers, etc. For analysis, assume: a) concentrated vertical loads on given vertical lines, b) weight of cable is negligible, c) cable is fleible, i.e., resistance to bending is small, d) portions of cable between successive loads may be treated as two force members Wish to determine shape of cable, i.e., vertical distance from support A to each load point. 73
31 Cables With Concentrated Loads Consider entire cable as freebody. Slopes of cable at A and B are not known  two reaction components required at each support. Four unknowns are involved and three equations of equilibrium are not sufficient to determine the reactions. Additional equation is obtained by considering equilibrium of portion of cable AD and assuming that coordinates of point D on the cable are known. The additional equation is å. For other points on cable, å C yields y å F, å F yieldt, T T T cos q A constant D y y 731
32 Cables With Distributed Loads For cable carrying a distributed load: a) cable hangs in shape of a curve b) internal force is a tension force directed along tangent to curve. Consider freebody for portion of cable etending from lowest point C to given point D. Forces are horizontal force T at C and tangential force T at D. From force triangle: T cosq T T T + W T sinq W tanq Horizontal component of T is uniform over cable. Vertical component of T is equal to magnitude of W measured from lowest point. Tension is minimum at lowest point and maimum at A and B. W T 73
33 Parabolic Cable Consider a cable supporting a uniform, horizontally distributed load, e.g., support cables for a suspension bridge. With loading on cable from lowest point C to a point D given by W w, internal tension force magnitude and direction are w T T + w tanq T Summing moments about D, å D : w T y or w y T The cable forms a parabolic curve. 733
34 Sample Problem 7.8 SOLUTION: Determine reaction force components at A from solution of two equations formed from taking entire cable as freebody and summing moments about E, and from taking cable portion ABC as a freebody and summing moments about C. The cable AE supports three vertical loads from the points indicated. If point C is 1.5 m below the left support, determine (a) the elevation of points B and D, and (b) the maimum slope and maimum tension in the cable. Calculate elevation of B by considering AB as a freebody and summing moments B. Similarly, calculate elevation of D using ABCD as a freebody. Evaluate maimum slope and maimum tension which occur in DE. 734
35 Sample Problem 7.8 SOLUTION: Determine two reaction force components at A from solution of two equations formed from taking entire cable as a freebody and summing moments about E, å E : and from taking cable portion ABC as a freebody and summing moments about C. å C 1.5A :  9A y + 18 Solving simultaneously, A 18 kn A y 5 kn 735
36 Sample Problem 7.8 Calculate elevation of B by considering AB as a freebody and summing moments B. å B : y  B ( 18) ( 5)( 6) y B m Similarly, calculate elevation of D using ABCD as a freebody. å  : ( 18)  ( 5) (13.5) + (6)(7.5) + (1)(4.5) y D y D 1.75 m 736
37 Sample Problem 7.8 Evaluate maimum slope and maimum tension which occur in DE tan q q kn Tma cosq T ma 4.8 kn 737
38 Catenary Consider a cable uniformly loaded along the cable itself, e.g., cables hanging under their own weight. With loading on the cable from lowest point C to a point D given by W ws, the internal tension force magnitude is T T T + w s w c + s c To relate horizontal distance to cable length s, T ds d ds cosq cosq T q + s c s ò ds q + s c c sinh 1 s c and s c w sinh c 738
39 Catenary To relate and y cable coordinates, dy y c d y  c tanq ò cosh sinh c c W T d d c s c d cosh c sinh  c which is the equation of a catenary. c d 739
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