The bridge truss shown carries the following uniform live load and concentrated live load. в с DE A GH I K K S@8m LOAD W(LL) P(LL) 15 110 Calculate the following: 1. Location of the concentrated live load from the right support in order to get maximum force on member BH.
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- Calculate the maximum tensile and compressive stresses in the section of BC of the beam. 75 mm 75 mm Empedopre|72 -75 mm 150 mm 50 mm EN SAMA 00 kN B 1.0 m 60 kN -1.5 m-> rode D 1.0 mlho H.W.2: 1,200 mm The load P produces an axial strain of -1,800 pe in post (2). Determine the axial strain in rod (1). (1) rigid plate 480 mm bare 1.5 mm 600 7. 100000\ 300 mm 300 mm 600 mm (2) S. 1,0 8 11 2,09 4 1, nd supported by two rods at A and- E naliad After load Pis applie1. Given the values of the load L and dimension R, for what value of the couple M will the force in link CH be equal to 10 kN, compressive? Note that R = 2m and L = 50 kN. FR R -R D C в м А F G E to -R- - 2R Given: (figure); R = 2m, L = 50kN Required: M so that FCh = 10 kN,C
- The bridge truss shown carries the following uniform live load and concentrated live load. А в с D E A F K G H S@8m LOAD W(LL) P(LL) 15 110 Calculate the following: 5. Maximum force on member BHDetermine the force in member IB. 100 kN H K F AC B. O Cannot be identified 0 150 kN O O KN O 50 kN O 100 kNDETERMINE THE STRESS IN EACH MEMBER OF TRUSS LOADED AND SUPPORTED AS SHOWN. - 4m Am 104N D 10 KN 4m Epanels@4m = 20m E B 4m LL G 604N → 60 kN
- Ana ly ze the sta tic a lly in d e te rm in a te be am shown by the d is trib u tio n m e th od. D raw shear and bending -moment diagrams. Ske tch of th e de fo rm e d structure notneeded. moment- P 12 ft 28 ft A A В 3 lc 2 lc 3 lc 40 ft 20 ft 4 0ft P(k) w (k/ft) 43.8 3.0Consider the truss shown in Picture. (a) Identify all the zero-force members. (b) Determine the force in members ML, EP, and EF. M K 2 m N, P 2 m A B CD E FG Н 2 kN 2 kN 3 KN 5 kN 16 m, 8 @ 2 mQ-1 Link-2, shown in the figure, is 30 mm wide, has 12 mm diameter bearings atthe ends, and is cut from low carbon steel bar having a minimum yield strength of190 MPa. The end-condition constants for link-2 are C = 1 and C = 1.2 for bucklingin and out of the drawing, respectively.a) Draw necessary and clear free-body diagrams to determine the reactions atthe supports and the load on both member-2 and member-3. b) Determine a suitable thickness for link-2, based on a design factor of safetyηD = 4, and considering a material having E = 207 GPa, and a minimum yieldstrength Sy = 350 MPa.c) Determine the stress and resulting factor of safety for each pin, and state yoursuggestions in case of design factors less than 4.
- The frame shown below is subjected to an applied Point Load of 27kN and a Uniformly Distributed Load of 3kN/m and is supported at A by a pinned connection and at B by a roller connection. Calculate the vertical support reaction at B. Give your answer in kN to 2dp. 3m 3m PL UDL 5m AA bridge girder AB on a simple span oflength L =14 m supports a distributed load of maximumintensity q at mid-span and minimum intensityq/2 at supports A and B that includes the weight ofthe girder (see figure). The girder is constructed ofthree plates welded to form the cross section shown.Determine the maximum permissible load q basedupon (a) an allowable bending stress σallow =110 MPaand (b) an allowable shear stress τallow = 50 MPa.MULTIPLE CHOICES AND SHOW YOUR COMPLETE SOLUTION: 2. Draw the influence line diagram of the given bridge truss system below for its member BC and HI if the loaded chord is member Cl? a. The maximum positive or negative ordinate for the ILD of member BC.2 o -1.2 UNITS o 1.2 UNITS o -1.04 UNITS o 1.04 UNITS b. The maximum positive or negative ordinate for the ILD of member Hl. ? o -1.2 UNITS o 1.2 UNITS o 1.04 UNITS o 1.05 UNITS c. If the bridge truss system is carrying a uniform deadload of 10 kn/m and a moving live load of 13 kn/m with two concentrated loads of 75 kn and 50 kn that is 2m apart. Determine the equivalent bar force for member BC and indicate whether it is in compression or tension. o -558 KN, C o 558 KN, T o 585 KN, T o -585 KN, C G K L 2m 4m A H 6 @ 5m= 30m