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Q1:Q3. The structure shown in Figure Q3 has been analysed using a new software package. The magnitude of the uniformly distributed load F is 1. (a) Sketch the bending moment diagram. No calculations are required at this stage. [5 marks] (b) Using the slope deflection approach, write the equations of the moment equilibrium at A and B. Do not solve for A and 0 B. [10 marks] (c) If the correct value of the bending moment at B is 39, what is the value of the bending moment at A? [5 marks] (d) Using the concept of approximate positions of points of contraflexure, check this value of the bending moment at B. [5 marks] F KN/m A B U 4m 6m 5m Figure Q3 A three span continuous beamSee Answer
Q2:Q2: Consider the truss shown in Figure 2. Two loading cases are applied to the joints: (1) approximately 3 kg of load applied at joint "E", (2) approximately 1.5 kg of load applied at joint "D" and approximately another 1.5 kg load applied at joint "F". The trusses have six load cells attached to the struts, as depicted in Figure 2 by the shaded rectangles 1-6. The struts are connected through hinges at the joints. Please observe the lab carefully and record data from the loading cells. (a) Construct the Free Body Diagram (FBD) for the entire truss in Figure 2 and calculate the supporting forces at point "A" and point "I" for these two cases. According to the calculation results of the two cases, discuss the impact of loading location. [20%] (b) By using the method of sections, calculate the forces in the struts with the load cells (1-6) attached for these two cases. [20%] (c) Tabulate the results of both the calculation and the measurement for the two cases. Provide a short discussion of the experimental laboratory for the truss in Figure 2 (half a page maximum) and compare your analytical results at load cells (1-6) with the experimental measurements for the two loading cases. [10%] 180mm Aʼ 180mm B C' D' F' G' H' . 2 :4 S 1 180mm A /B 'C 3 6 7F G H 7 Figure 2See Answer
Q3:TutorBin Question The frame shown in Fig. Q1 is fully fixed at A and E and has a pin at B. All members have a uniform plastic moment of resistance, Mp = 30kNm. (a) Determine the number of possible hinges and the number of hinges required for complete collapse. [4 marks] (b) Determine the collapse load factors that correspond to the following two independent elementary mechanisms. 1. Sway mechanism. 2. Beam mechanism. (Hint: Assume that the hinge at C forms at a distance x from point B and show that the value of x that minimises the load factor is x = 1.66m) [10 marks] (c) Consider a combined mechanism with hinges at A, C and E and calculate its collapse load factor. (Hint: Assume that the hinge at C forms at a distance x' from point B and show that the value of x ' that minimises the load factor is x' = 2.14m) [10 marks] (d) For the mechanism with the lowest collapse load factor calculated in parts (b) and (c) show the locations on the frame where plastic hinges have formed and complete the bending moment via a static check. Hence, state whether the lowest collapse load factor found is an upper bound or the exact value of the true collapse load factor. [10 marks] 10% (kN/m) 202 (kN) B C D x 2m (or x') 4m E TTTT V A TTTT 4m -See Answer
Q4:NTU, SADBE, Civil Engineering, BEng (Hons) Y1, Lab experiment DESN10044 - Introduction to Structural Analysis and Design Light Structures Lab 1: Forces in a plane pin jointed framework (Truss) Object Experimental verification of the analytical methods for determining the forces in the members of a plane, pin-jointed, triangulated framework. Apparatus and setup The Tecquipment Structural Apparatus shown in Figure 1 consists of a model roof truss, symmetrical about the frame centreline, having thirteen steel rod members. The members have strain gauges, bonded to them, which are numbered as shown in Figure 1. When a member stretches or compresses, the strain gauge stretches or compresses the same rate. The Digital Strain Display shows all the members' strains. It reads in microstrain i.e., the displayed strain needs to be multiplied by 10-6 to get the actual strain value. Using the strain, the cross-sectional area, and the Young's modulus of a member, it is possible to convert the strains into member forces. strain gauge 2 3 117 1 112 1113 30° 8 9 10 11 F Figure 1 Arrangement of truss and strain gauges. The load applied to the framework is shown on a Digital Force Display. The framework is mounted into two supports. One support allows pivoting only (pinned), the other support allows pivoting and linear translation (roller) thus representing an idealized simple supported system. Test procedure With no load on the load cell, the Digital Force Display shows zero reading (the pin should be turned to roughly zero the reading on the Digital Force Display using the control of the front of the load cell). Apply a pre-load of 20 N by turning the screw thread and again zero the load cell using the control. Take an initial set of strain gauge readings from channels 1- 13 (these represent strains from the numbered strain gauges as shown in Figure 1) on the Digital Strain Display, making sure to note the sign as well as the magnitude. These are the zero load strains. Apply loads in increments of 100 N up to 500 N, taking strain gauge readings at each increment and tabulating these in Table 1. Use a micrometer to measure the diameter of each of the rod members and hence produce an average diameter. Page 1 of 3 5 6 4 NTU, SADBE, Civil Engineering, BEng (Hons) Y1, Lab experiment Table 1: Unmodified strain readings (ue) Load 1 2 3 4 5 6 7 8 9 10 11 12 13 ON 100 N 200 N 300 N 400 N 500 N Results Determine true member strains by subtracting the zero strain readings from the corresponding column values in Table 1 and enter these in Table 2. Table 2: True member strains (E) Load 1 2 3 4 5 6 7 8 9 10 11 12 13 ON 0 0 0 0 0 0 0 0 0 0 0 0 0 100 N 200 N 300 N 400 N 500 N Produce member strain vs load plots to show change in the strain with respect to the change in load for all thirteen gauges. Read off the strains at a load of 500 N to give improved estimates of the true member strains at this load. Convert the member strains to member loads (in Newtons) as follows: Young modulus E = Strain(E) Stress(a) or, o = E x 6 , where E is 205 kN/mm2 for steel but o = Cross sectional area(A) Force(F) ; therefore, F = o x A = Ex EX A :. F = 205- mm2 KN X reading from srain gauge X T (dia.)2 4 mm2 Calculation Employ either Bow's Method or the Method of Joints to find calculated member forces produced by a load of 500 N. Discussion and Conclusions Compare the experimental and calculated values of member forces, giving percentage discrepancies by completing Table 3 (see next page). Percentage Error or, Discripency = calculated value lexperinmetal value - calculated value × 100% Page 2 of 3 NTU, SADBE, Civil Engineering, BEng (Hons) Y1, Lab experiment Table 3: Experimental and calculated member forces (N) with percentage discrepancies 1 2 3 4 5 6 7 8 9 10 11 12 13 Experiment (N) Calculation (N) Discrepancy (%) · What sources of error are there in the experimental values? · Do the assumptions built into pin-jointed framework theory apply fully to the experimental truss? · Why do some of the members carry no load? · Would it matter if these members were removed from the truss? Page 3 of 3See Answer
Q5:Page 1 2° B° 8° W/ W2 W3 10 10- 10 20- 2010- 20 20 - WI WZ , WR, WZ1 e Type "A" 6060 - 45 90 10 10 - 10 20 - 2010 - 2020 - ROW 1 2 3 4 5 6 7 8/nME4032 Spring 2024 Assignment 2b Graphical Statics: Trusses Maxwell Force Diagram Refer to Table of 2b Assignments (5 pages) with row numbers (on the right) See also Excel Spreadsheet of class names with a row number. Your assignment data is on the row number given on the spreadsheet. Draw a Maxwell Force Diagram for your assigned truss and loads on an A3 sheet (or bigger) Include a 3-column table: member Force mag (kN) Tension/Comp A-1 15.4 T etc etc C etc. Use method of joints to solve for member forces at one support joint as a check. Use method of sections to solve for forces in a joint near the centre of the span also as a check. If you can fit everything on a single page, please do so. Scan. Check that all pages are right way up, numbered and with sharp contrast for reading. I use Paint.net (which is available free online) for cropping and adjusting brightness and contrast etc. Submit to Brightspace as a single pdf file with your name and ID on the diagram. Filename: ME4032_2023_Assign2b_Maxwell_LastnameFirstname_IDxxxxxx.pdfSee Answer
Q6:EN2400 Structural Analysis and Design DESIGN SHORT 3 - INDETERMINATE STRUCTURAL ANALYSIS AND STEEL STRUT DESIGN The land owner (introduced in Design Short 2) is planning on significant renovations to part of their estate and they wish to use the reinstated bridge as access for construction plant and materials. The variable load capacity of the beams you identified in Design Short 2 is significantly lower than that required for the new intended use of the bridge. The land owner has suggested placing steel struts under the mid-point of each beam of each span to enhance their variable load carrying capacity. Using LUSAS and the design guidance provided in Design Short 2 determine the maximum variable load (per m2) that the deck can now support, based on the capacity of the beams in bending and shear. You are also asked to design the steel struts (HINT: try the smallest universal column section first). For this you will need to apply the appropriate ULS partial factors to the permanent and variable loads. Please provide full calculations to support your answers. You may assume the following; . The 125mm thick deck plate is formed from timber and has the capacity to withstand a greater variable load than the beams; · The beams are continuous over pinned supports; . The struts are partially restrained in direction at both ends. The elevation and cross section of the bridge structure are shown below (Figures DS3.1 and DS3.2) together with the beam dimensions (Figure DS3.3). All dimensions are in mm. 6000 5000 3000 > 2500 -- 'S 2000 V 2000 Figure DS3.1 Elevation of bridge structure I I I I 130 160 :130 : Figure DS3.3 I beam dimensions DESIGN DATA Plastic Lumber Beams Elastic (short term) modulus = 2.4 GPa Density, Pbeams = 8.7 kN/m3 Flexural Strength, Øy = 4.1 N/mm2 Shear Strength, Tv = 2.4 N/mm2 (this is an average shear stress capacity) Note: The strengths are serviceability stress limits, therefore you undertake the calculations with serviceability load factors (i.e. partial factors = 1.0) * 500 Figure DS3.2 Cross section through bridge structure 1 500 1000 1000 Timber deck plate Density, Pdeck = 8 kN/m3See Answer
Q7:2. Compute the displacements, reactions, and internal forces for the system shown. Draw shear and moment diagrams. Use the computer program MASTAN2 to check the results. Members ab, cd A = 12,000 mm2 Ix=I,=300× 106mm4 J=500× 106mm4 Members bc A = 20,000 mm2 Ix= Iy= 500 × 106mm4 J= 900× 106mm4 E = 200,000 MPa C 5 KN/m 8 m 7+ 4 m. b Follow all the instructions and do steps, You need to use MASTAN2 software aSee Answer
Q8:1. Compute the displacements, reactions, and internal forces for the system shown. E = 200,000 Mpa. Draw shear and moment diagrams. Use the computer program MASTAN2 to check the results. Feel free to make any assumptions. 40 kN -+-4m 8 m 4 m + b C d a 5 m I =50×106 mm4 A = 4 × 103 mm2 e [I =200×106 mm4 14 = 6 × 103 mm2See Answer
Q9:Problem 2. Frame Model in SAP2000 Friday, May 15, 2020 8:30 AM The moment resisting frame below has A992 Grade 50 (Fy = 50 ksi) steel W12 ×106 columns and W21 x 68 beams. The frame resists both lateral (wind) and gravity loads (dead and live) as shown. The loads are unfactored but live loads have been reduced as allowed. 7.5kip 7.5kip 7.5kip 7.5kip 3.75kip 3.75kip 3.75kip 3.75kip - - 1 - - Į 35 kip 35 kip 12 ft 15kip 15kip 15kip 15kip 7.5kip 7.5kip 7.5kip 25 kip I I 7.5kip 25 kip - 10 ft (TYP) 10 ft (TYP) 12 ft 30 ft 30 ft 30 ft Wind Dead Live a) Model the frame in SAP2000. b) Analyze the frame for the loadings shown and for the consequential ASCE 7-16 load combinations. Load Combos: · 1.2D + 1.6L > LC1 . 1.2D + W + 0.5L - LC2 . 0.9D + W ->LC3 c) Determine the maximum factored moment for the beam supporting the first floor. 1) -171.81k 2) -537.81K - Controls ( Mu ) 3) _ 490.5 1 Lab 7 -Beam Plastic Moment, LRFD, SAP2000 Page 4 d) Lookup the plastic section modulus for that beam and determine the factored moment capacity. Is the beam safe? W21x68 _> Zx=160 in3 QMp = & Fy Zx = (0.9) (50 ksi) (160 in3) = 7200 k-in = 600 kft > 537.8 k-ft e) Determine the maximum factored axial force and moment in the column on the right. LC1 LC2 LC3 Mu (k-ft) -76.9 498.1 488.7 Pu (kips) -90 -109.7 -84.9 f) Look up the cross-sectional area and elastic section modulus for that column. Check to see if the column is yielding under the combined factored axial force and moment from above. W 12×106 : A= 31.2 in2 Sx = 145 in 3 IK 109.7k F= M + 2 = 145 in 3 498. 1 * 12 + 31 . 2 in 2 = 44,7 ksi < Fy= 50 ksi The member is NOT YIELDING 44.7 - 89% utilization 50 Lab 7 -Beam Plastic Moment, LRFD, SAP2000 Page 5 g) Determine the range of maximum factored axial forces and moments that the column base plates should be designed for. Right column see part c) Left column : LC1 LC2 LC3 Mu (k-ft) 76.9 448.7 458.1 Pu (k) -90 -20.8 3.9 h) For design wind loads, IBC suggests that the relative lateral displacement of any story should not exceed h/175 (h is in inches) to avoid possible damage to nonstructural components. Was that serviceability criteria met? 2. 4" 1.17 11 Z > x 4/175= 175 12' # 12 = 0.823 " Do_1=1.17"'> 0.823" No Good X DI-2 = 2.4- 1.17 = 1.23"'> 0.823 No Good XSee Answer
Q10:Problem 2. Frame Model in SAP2000 Friday, May 15, 2020 8:30 AM The moment resisting frame below has A992 Grade 50 (Fy = 50 ksi) steel W12 ×106 columns and W21 x 68 beams. The frame resists both lateral (wind) and gravity loads (dead and live) as shown. The loads are unfactored but live loads have been reduced as allowed. 7.5kip 7.5kip 7.5kip 7.5kip 3.75kip 3.75kip 3.75kip 3.75kip - - 1 - - Į 35 kip 35 kip 12 ft 15kip 15kip 15kip 15kip 7.5kip 7.5kip 7.5kip 25 kip I I 7.5kip 25 kip - 10 ft (TYP) 10 ft (TYP) 12 ft 30 ft 30 ft 30 ft Wind Dead Live a) Model the frame in SAP2000. b) Analyze the frame for the loadings shown and for the consequential ASCE 7-16 load combinations. Load Combos: · 1.2D + 1.6L > LC1 . 1.2D + W + 0.5L - LC2 . 0.9D + W ->LC3 c) Determine the maximum factored moment for the beam supporting the first floor. 1) -171.81k 2) -537.81K - Controls ( Mu ) 3) _ 490.5 1 Lab 7 -Beam Plastic Moment, LRFD, SAP2000 Page 4 d) Lookup the plastic section modulus for that beam and determine the factored moment capacity. Is the beam safe? W21x68 _> Zx=160 in3 QMp = & Fy Zx = (0.9) (50 ksi) (160 in3) = 7200 k-in = 600 kft > 537.8 k-ft e) Determine the maximum factored axial force and moment in the column on the right. LC1 LC2 LC3 Mu (k-ft) -76.9 498.1 488.7 Pu (kips) -90 -109.7 -84.9 f) Look up the cross-sectional area and elastic section modulus for that column. Check to see if the column is yielding under the combined factored axial force and moment from above. W 12×106 : A= 31.2 in2 Sx = 145 in 3 IK 109.7k F= M + 2 = 145 in 3 498. 1 * 12 + 31 . 2 in 2 = 44,7 ksi < Fy= 50 ksi The member is NOT YIELDING 44.7 - 89% utilization 50 Lab 7 -Beam Plastic Moment, LRFD, SAP2000 Page 5 g) Determine the range of maximum factored axial forces and moments that the column base plates should be designed for. Right column see part c) Left column : LC1 LC2 LC3 Mu (k-ft) 76.9 448.7 458.1 Pu (k) -90 -20.8 3.9 h) For design wind loads, IBC suggests that the relative lateral displacement of any story should not exceed h/175 (h is in inches) to avoid possible damage to nonstructural components. Was that serviceability criteria met? 2. 4" 1.17 11 Z > x 4/175= 175 12' # 12 = 0.823 " Do_1=1.17"'> 0.823" No Good X DI-2 = 2.4- 1.17 = 1.23"'> 0.823 No Good XSee Answer
Q11:UBGMXQ-30-1 Engineering Principles for Civil Engineering Resit Coursework Brief Important notes: 1- You MUST use the experimental results that are provided for the resit work and NOT the results of the first attempt. 2- For the demec strain gauge, use the calibration factor of 7.8x10-6 . UWE Bristol University of the West of England Contents Contents Key information Health and safety Technical information Laboratory methodology Report structure Self-assessment form Feedback request form Drawings Guide to the analysis 2 3 4 5 6 8 10 11 12 13 2 Key information Module leader Dr Ghassan Nounu Module tutor Dr Ghassan Nounu and Dr Ghada Karaki Contribution to This report is assessment task 2 which has 25% of the module module assessment mark. Hand in date Hand in method Online submission via Blackboard. Hand in format Although the experimental work for this coursework is normally carried out in groups; the data analysis, discussion and report must be completed independently. Each student must submit their own report following the formatting requirements below: . Microsoft Word (.doc or .docx) format file. · A4 page size. . 12 point black Arial, Tahoma or Calibri font. · Single line spacing. . 2.54 cm margins. · Line space after each paragraph. · Left justified. · Figures must have descriptive captions. Word limit The body of the report including titles and captions should not exceed 1000 words. This limit excludes the front cover, contents page, figures, tables, references list and appendices. There is no additional allowance above the word limit. Text beyond the word limit will not be marked. To present and discuss the required content you will need to use precise, concise descriptions and discussions. It is likely that you will need to critically edit your initial draft in order to achieve the word limit. This reflects requirements of technical writing by professional engineers. Learning outcomes Identify the failure mechanisms associated with reinforced concrete (RC) elements in bending by: · Testing two RC beams under specified loading conditions and recording all relevant results. . Analysing the results obtained during testing and formulating conclusions. 3 Pre-requisite knowledge You are expected to: a) Be able to draw bending moments and shear force diagrams b) Have competence in the application of the theory of bending Health and safety During all laboratory activities in 1Z014 you are required to bring, and wear, your own safety boots with toe protection. As protection against dust and debris that may be created during testing you will be required to wear safety glasses during the work. Safety glasses will be provided by the laboratory technician at the start of the session. The beam press used to load the beams has protrusions that are easy to knock your head against, therefore you must also wear a hard hat during testing. Hard hats will be provided by the laboratory technician at the start of the session. At all times during testing you must follow the instructions of the lab technicians and teaching staff. 4 Introduction The coursework submission comprises of an individual laboratory report that presents the data, calculations and discussion associated with the laboratory testing fo two reinforced concrete beams. The two beams have different reinforcement arrangements. A reinforcement drawing of the two beams is provided later in this document. The laboratory work will be carried in groups that are allocated ahead of the timetabled session. The laboratory work will take place in 1Z014 for making and testing the beams Technical beam information Physical conditions . Dimensions: 2600 x 250 x 135 mm. · Span: 2400 mm (distance between centerline of supports) · Cover: 20 mm Materials . The cement type, concrete grade, fine and coarse aggregate used for the beams will be confirmed during the laboratory session. · Reinforcement grade: B500. Cube and prism samples The beams are cast from two batches of concrete. Each batch has the same mix design. . The first batch is used to fill the bottom half of the formwork of the two beams. . The second batch is used to the upper half of the formwork of the two beams. Three cubes are made from each batch and a prism (100 x 100 x 300 mm) is cast from one batch. Two cubes from each batch is water cured. One cube from each batch is air cured in the same conditions as the beams. 5 Laboratory methodology Step 1: Test the beam with shear reinforcement . You will test the beam with shear reinforcement to failure in load increments of 10 kN. . During testing of the beam you are required to record mid span deflection of the beam; strains at four positions through the depth of the beam; and the cracking pattern (including the position, length and orientation of the cracks). · Cracks should be marked using chalk provided and a sketch made before leaving the laboratory. . All of the measurements should be recorded for each load increment (of 10 kN) applied to the beam until failure. . You must record when the first flexural crack occurs, and when the first shear crack occurs. . Before starting you must measure the position of the Demec gauges from the top or bottom of the beam. This is important information for plotting your strain distributions later. The ideal position of the studs is shown in the figure below, in practice they may be in a slightly different location (which will be confirmed by your measurements). . A proforma will be provided on the day of testing to record the results. Demec stud 26 mm 66 mm 66 mm 66 mm 26 mm Figure 1: Nominal position of the Demec studs Step 2: Test the prism . The cubes will be tested by the laboratory technician on the same day as the testing of the beams and the failure loads will be provided to you. . You are required to test the prism to failure in compression. . During loading you will measure the strain on the surface of the prism, using the pairs of Demec studs mounted on two sides of the prism. This will allow you to construct the stress-strain curve for the concrete. 6 . To obtain sufficient data points you will need to predict the failure load of the prism (approximately 70% of the cube failure load) and choose load increments to measure the strains at. It is recommended to aim for 10 load increments. Step 3: Test beam without shear reinforcement . You will test the beam without shear reinforcement to failure in load increments of 10 kN. . You are required to measure deflections of the beam and record crack patterns at each load increment. . Strain measurements do not need to be taken. . For your personal safety, you must stop approaching the beam at the load increment below which shear cracks appeared in the first beam. 7 Report structure The report should be presented in the following order, using the headings indicated in bold. 1. Self assessment: the self assessment form provided in this brief must be completed and submitted as part of the report. 2. Feedback request: the feedback request form provided in this brief must be completed and submitted as part of the report. 3. Introduction: The introduction should clearly state the aims of the exercise and relevant information about the materias used in the beam. 4. Test set-up: The test setup should be clearly communicated, with the aid of annotated diagrams showing the physical conditions of the test including position of: supports, loading points, deflection gauge and Demec studs. 5. Results: Results should be processed and presented for the reader. They must include: . Results for the cube tests. · Results of the prism test including a stress-strain graph. . Deflection and strain readings for both beams tested. 6. Crack pattern: An annotated sketch of the crack pattern for both beams showing the orientation, length and distribution of the cracks should be included. 7. Analysis and discussion 7.1. Strength: Compare the values of compressive strength measured by testing the cubes (water and air cured) with the target strength of the concrete. Discuss any deviation and relate the results to the testing of the beams. (Note that the target strength should be higher than the grade of concrete by a margin that depends on statistical data. In absence of such data, a margin of 13 N/mm2 may be used. The "Grade" of the concrete is the concrete characteristic compressive strength at an age of 28 days). 7.2. Mode of failure: Describe the mode of failure in both beams and explain the dominant structural actions, i.e. flexure, shear, brittle, ductile, warning signs, crack pattern, etc. 7.3. Load-deflection: Plot the load-deflection relationships for both beams. Identify the stages (i.e. uncracked, cracked-elastic and plastic) and discuss any difference between the two beams. 7.4. Strain distribution: For the beam with the shear links: Select two load increments (one early during the loading, and the load increment just before failure). Plot the strain distribution across the depth of the beam. Compare and comment on the position of the neutral axis at the two load increments. 8 7.5. Stress distribution: Using the stress-strain graph from the prism tests, plot the stress distribution for the strain distribution determined in the previous step (i.e. for the beam with links) at the load increment before failure. 7.6. Compressive force: Calculate the compressive force from the stress distribution plotted in the previous step (i.e. for the beam with links). 7.7. Stress in steel: Assuming that the section is in axial equilibrium, i.e. the tension in the steel equals the compression in the concrete, calculate the stress in the steel flexural reinforcement. Compare the result to the stated steel yield strength and discuss. 7.8. Moment of resistance: Determine the position of the centroid of the compression force and the effective depth. This will allow calculation of the lever arm between the compression and tension forces. Use this to calculate the internal bending moment on the beam. Calculate and plot the applied bending moment distribution. Compare and discuss the values of the internal bending moment and the maximum applied bending moment. 7.9. Shear force resistance: Draw the shear force diagram at the onset of failure. 8. Conclusions and recommendations 9. Reference list A DETAILED GUIDE TO THE ANALYSIS SECTION IS PROVIDED AT THE END OF THIS DOCUMENT Marking criteria The report will be marked using the same form as the self assessment form. The marker will not take notice of the self assessment form prior to marking. The following points will be observed when allocating the marks to different sections: 1. Accuracy of the test set-up diagram and clarity of the description of the test. 2. Accuracy of the calculation of the results. 3. Clarity of the presentation of the results. 4. Accuracy and clarity of result diagrams and graphs. Depth of understanding demonstrated in the discussion of the results. 9 Self-assessment form This form must be completed and included in the report submission. Max mark Mark Remarks Self assessment form Included and complete 3 Feedback request form Included and complete 3 Introduction 4 Test set-up Diagram and description 5 Results Processing and presentation 5 Crack pattern Diagram and discussion 5 Analysis and discussion - Strength Results and discussion 5 Mode of failure Calculation and discussion 5 Load-deflection Calculation, plot and discussion 5 Strain distribution Diagram and calculation 10 Stress distribution Diagram and calculation 10 Compressive force Calculation 10 Stress in steel Calculation and discussion 5 Moment of resistance Calculation, diagram and discussion 10 Shear force Calculation and diagram 4 Conclusion and recommendations 3 Clarity and presentation 8 Excellent Good [ ] [ ] Total 100 Poor Units [ ] Discussion [ ] [ ] [ ] Presentation [ ] [] [] 10 Feedback request form This form must be completed and included in the report submission. Identify the three components of the submitted report you consider the strongest and state what you think the strengths are. 1. 2. 3. Identify the three components of the submitted report you consider the weakest and state what you think the weaknesses are. 1. 2. 3. List up to three specific areas you would like detailed feedback on: 1. 2. 3. 11 Drawings Beam's total Dimensions are 2600 x 250 x 135 A 2 - H8 - 02 A BEAM Mk A 16- H8 -03 - 150 2 - H16 - 01 B D B BEAM Mk B 1 - H16- 04 2 - H16 - 01 02 02 Number Mk A Number Mark & MkB 01 H16 2 2 02 H8 2 03 H8 16 04 H16 1 04 01 01 01 01 A - A B - B Cover to outer bars = 20mm Lifting handles to be provided 150mm from each end Bar Type Size 12 Guide to the analysis Authors: Dr. Ghassan Nounu and Mr. Nick Simpson This section provides guidance on the key calculations required in the report. It does not provide guidance on the discussion elements of the report - but you may find the modules notes and reading list for the module as useful resources (remember that sources must be correctly citred and referenced to the UWE Bristol Harvard standard). Take care to read the brief thoroughly and complete all required parts - don't simply attempt the sections that are covered in this guide! Plotting the load-deflection relationship The load-deflection diagram for a beam should look similar to the example below: Load, kN Plastic Cracked-elastic Uncracked Deflection, mm Figure 2: Example of an annotated load deflection plot. Note: If the beam is very stiff in bending (i.e. over-reinforced) it may fail in shear prior to the onset of the plastic stage. Plotting the strain distribution across the depth of the beam The figure below shows the position of the Demec studs at zero load. 13 Zero strain position of b >A Demec studs * * ℎ -* .-* *-* - - A Elevation Section A-A Figure 3: Demec stud location at zero load / strain. During the testing you should have taken readings at each load increment. These should show that the strain gauges move from the zero load position. The strain at zero load should be zero. Since the Demec gauge gives a higher initial reading you will need to convert your data to obtain the true strain. To do so, set the initial strain reading as zero, and reduce all other readings by the initial reading. Multiply the results by the calibration factor (the calibration factor is specific to the Demec gauge, the Demec gauges typically used in 2Q13 have a calibration factor of 0.81 x 10-5 or 0.78 x 10-5). An example of this procedure is shown below: Load, kN Original data 860 Converted data 0 (860 - 860 =) 0 20 890 (890 - 860 =) 30 x calibration factor Note: you may find it easier to work in micro-strains (us). Using a calibration factor of 0.78 x 10-5, the strain shown in the example above will be: 30 x0.78×10-5=0.000243=234x10-6=243us You are asked to calculate and plot the strain distribution at two load increments, one should be the increment before failure. For the other, the 20 kN load increment is recommended. To draw the strain distribution you should use graph paper and a suitable horizontal and vertical scale to produce a diagram large enough to be read, but still fits on the page with space for annotation around it. The diagram below shows what your strain diagrams should look like: 14 Reference line Strain distribution line x * E2 Neutral axis ℎ 84 * Figure 4: Example of a basic strain distribution diagram. The reference line is a line of zero strain through the depth of the beam, with negative (compressive) strains plotted to the right and positive (tensile) strains plotted to the left. For this beam, due to a span to depth ratio greater than 5, the assumption plane sections remain plane can be made. Therefore the strain distribution can be described as a straight line. If three points lie close to a straight line and the fourth point lies far from the line, this may indicate the fourth data point is spurious. On your plot, you should include the actual strain values at each point. The neutral axis is the position of zero strain in the cross section. The depth of the neutral axis from the top of the section is assigned the letter 'x'. This position may change with load. That change, or lack of, could be a point of discussion in your report. Once drawn you will need to digitise your sketches. Make sure the quality of the digitisation is sufficient for the diagrams to be legible. This requires consideration of the resolution, brightness and evenness of light of the digitisation. Scanners are available in the R block and the Library and there are a range of smartphone applications that will correct perspective and light unevenness automatically, available for free. Construction a stress distribution diagram In this step we are only concerned with the load increment just before failure, as this will tell us something about the overall resistance of the beam. 15 At this load increment we will have observed the beam to have cracked. The concrete is no longer carrying tension because the cracks have formed. As a result when plotting stresses in the concrete, we are only interested in plotting the compressive stress distribution. There is no significant tensile stress in the cracked concrete! To convert the strain distribution in to a stress distribution you will need to divide the strain distribution in the compression zone in to approximately 5 equal divisions, labelled here as a, b, c, d and e. For each division read off the strain value from the strain distribution line of best fit you plotted. The stress-strain relationship of the specific concrete mix used was investigated using the 300 mm prism sample. We can use this data to convert the strains in the concrete beam in to stresses, by reading off from the stress-strain curve, as illustrated below. Stress 0d Ốc 0a Ed Ee Strain Figure 5: Example of reading off stress values from the prism stress-strain curve. The stress values should be multiplied by the acc correction factor in Eurocode 2, which is 0.85. Now the stress values have been found, the stress distribution can be plotted. At low loads (relative to the bending resistance of the beam) the stress distribution will tend to be linear. As the stress levels increase the concrete at the extreme fibre in compression will act in a more plastic manner, resulting in rectangular-parabolic stress block, as shown below: 16 Linear stress block Rectangular-parabolic stress block Ód Ód Ốc x x Figure 6: Examples of linear and rectangular-parabolic stress blocks. Calculating the compressive force To calculate the compressive force, and the position of the resultant compressive force, you must sum (integrate) the stress distribution. This can be done using numerical integration, e.g. the trapezium rule. The area enclosed by the compressive stress block can be subdivided (using the divisions used for strain distribution) and approximated as trapeziums. A5 0d A4 x A3 A2 A1 0a Figure 7: Example of application of the trapezium rule for numerical integration. Total area = Atotal = A1 + A2 + A3 + A4 + A5 Compressive force = C = Atotal X breadth of beam Once the compressive force is found, the position of the resultant compressive force can be determined by taking first moments of area about the top of the section, as shown below: 17 Óe y5 A5 y4 y3 1 A4 C y2 y A3 Ốc A1 Figure 8: Example of how first moments of area can be calculated using the areas already determine and lever arms from the top of the stress block. Position of C = y Atotal X y = (A1 × y1) + (A2 ×y2) +(A3×y3)+(A4Xy4)+(A5×y5) The above expression can then be solved for y. 18 Calculating the stress in the steel The beam has no external axial load applied to it, therefore we expect the internal axial forces of tension and compression to be in equilibrium. This means the compression force, C, calculated in the concrete is equal and opposite to the tension force, T, in the steel flexural reinforcement. Total compressive force in concrete, C = Total tensile force in steel, T = As X Os Once the stress in the steel, 05, is found, it can be compared to the yield strength of the reinforcement. The comparison of the two values should be discussed. Internal bending moment resistance Once the position of the resultant compressive force, y, is found the internal moment of the beam can be calculated by recognizing that the resultant compression in the concrete, and the tension in the reinforcement, form a couple: 12 C x ℎ d Z M = C · z = T Reinforcement bar Figure 9: Diagram showing the couple formed between the resultant compressive force and the tension in the reinforcement. Calculating the maximum applied bending moment Calculating the maximum applied bending moment will require application of bending theory. You should draw the bending moment diagram at the failure load and annotate the maximum value. You should compare and discuss the internal and external bending moments calculated. 19 Calculating the maximum applied shear force Calculating the maximum applied shear force will require the calculations of reactions at the failure load of the beam that failed in shear. You should draw the shear force diagram at the failure load and annotate the maximum value. 20See Answer
Q12: Coursework Title: Practical Report Structural Analysis and Design 4507CVQR (131497) Module Name: Module Code: Level: 4 Credit Rating: 20 Weighting: 30% Maximum mark available: 100% Lecturer: Contact: Hand-out Date: Hand-in Date: Hand-in Metho Dr Asad Albostami If you have any issues with this coursework, you may contact your lecturer Contact details are Feedback Date: Feedback Method Programmes: BEng Civil Engineering. Page 1 of 11 Introduction This is an individual assignment with parameters based on your QUC person number, and thus all submitted work must be your Own. The assignment consists of three sections. Assignment 1 Section 1-RC Design 30% Section 2 - Steel Design 30% Section 3 - Laboratory Report 40% Learning Outcomes to be assessed 3. Design Simple Structural Steel Elements. 4. Design Simple Reinforced Concrete Elements 5. Perform laboratory experiments safely and interpret experimental data to deduce structural behavior. Page 2 of 11 Section 1 - RC Design (30%) B Cavity wall: 100mm Brick wall + 100mm solid block wall A Beam 1 B 1 2 3 4 100mm solid block wall Beam 2 Figure 1: Plan view of the first floor Figure 1 shows the general arrangement for the first floor of a new multistorey RC framed building. The floor consists of 100mm thick one-way spanning RC slabs supported by RC ‘drop' beams. The beams are required to support permanent actions from the slab, walls, their self-weight, and the variable action from the floor-imposed load. All RC beams are supporting a 2.6 m high wall. You are to assume the wall is spanning the whole length of the beam (i.e., from Axis A to Axis B) a) Using your assigned individual parameters determine the design moments and shear forces at the supports and mid-span for your assigned RC drop beam using any analysis method. You are to assume that the ends of each beam are simply supported. You need to show detailed calculations. Plot the beam free body diagram with all factored loads, the bending moment and shear force diagrams. (10%) Page 3 of 11 b) Using your assigned parameters, the results from step a) and the design guidance provided by EC2, you are to design the longitudinal reinforcement for the RC beam at the critical section only. Produce a suitable cross-sectional sketch of the reinforced concrete beam at the critical section, detailing the arrangement of the reinforcement bars and associated spacing. Draw shear links as per your individual parameters (see below) (20%) Make any necessary assumptions and state them clearly in your answers. Individual parameters: Geometry a and b Variable action on slab Permanent finishes action on slab 3.5 4.0 kN/m² 1.2 1.6 kN/m² (For the above two loads, select values within the range) Reinforced concrete density Concrete compressive strength class 25 kN/m³ C32/40 Solid lightweight blockwork 10 kN/m³ Brickwork 19 kN/m³ Characteristic yield strength of all reinforcement 500 N/mm² Maximum longitudinal bar diameter Minimum longitudinal bar diameter Diameter of links 40 mm 12 mm 10 mm You are each to use parameters which are based on your 6-digit user number (i.e., OUC person number). Your dimensions and loadings are as follows: Dimension a b = 2 m b = 2.4 m Design Beam # Beam 1 Beam 2 If your... 6+ (0.1 x 6th digit) m 5th digit is an odd number 5th digit is an even number If your... 4th digit is an odd number 4th digit is an even number Page 4 of 11 Cross-sectional Dimensions Beam total depth (h) = 500 mm Beam total depth (h) = 480 mm Beam width = 300 mm Beam width = 260 mm Cover (c) If your 3rd digit is an odd number 3rd digit is an even number 2nd digit is an even number 2nd digit is an odd number 40 mm h = total depth c = cover Фрат d' = c + link + 2 width Reinforcing steel As Links d' = effective depth x = neutral axis depth Reinforcing steel A' d = effective depth Фрат d=h-c-link- 2 Figure 2: Dimensions of a rectangular beam So, for example, a student with a student number of 123456 would have the following: Dimension a 6.6 m b 2 m Design Beam 2 The one on axis 2 h 500 mm width Cover (c) Variable action on slab Permanent finishes action on slab 300 mm 40 mm Student chose 3.8 kN/m² Student chose 1.2 kN/m² Page 5 of 11See Answer
Q13:. INSTRUCTIONS Cable-stayed bridge Design Need to Design statements and justification of your design choices. Sample file is attached in reference Please do check that Page limit for Report is 40 pages Single spaced do work in UK standard Use Revit Software/n Assessment Brief Module Code and Title: Module Leader: Assignment set by: Assignment Title: Assignment Type: Assignment Weighting: Set Date Submission Date: Submission Place: Feedback Date: Type of Feedback: CIVE3860 Integrated Design Project 3 (IDP3) Prof Fleur Loveridge Dr Emilio Garcia-Taengua Part 3: Bridge design report (programme-specific) Summative, individual submission 33% of module marks Online submission (Minerva / Turnitln) Submission annotated with feedback Rationale This brief is concerned with the submission of a report on a bridge design project which is connected to the design problems articulating the module already addressed in Parts 1 and 2. It is programme-specific, that is, tailored to the specific needs of students on the Civil Engineering and the Civil and Structural Engineering programmes. The report you submit needs to include the necessary information as per sections 3 and 5 of this brief. Learning outcomes On successful completion of the assignment, you should have: 1. Been able to apply some of the knowledge and understanding from previous learning to produce a design developed to a sufficient level of detail so that it satisfies the requirements of the brief. 2. Been able to reinforce some aspects of previous learning. 3. Developed a solution to an engineering problem into a set of detailed drawings from analysis and design calculations. 4. Improved your knowledge and understanding of safe working practices. 5. Improved your ability to learn independently using various learning and information resources. 6. Improved time management skills. 7. Improved written and drawing communication skills. Assessment Criteria All students in one group will receive the same marks for this report. You will be marked against the following criteria: Design statements and justification of your design choices. Technical quality of the drawings and models. Adequacy of design assumptions. Appropriateness of design/analysis methods and correctness of calculations. Presentation and structure. Assessment rubric/grid The assessment rubric/grid for this assessment can be found at the end of the brief. Academic misconduct and plagiarism 1 Leeds students are part of an academic community that shares ideas and develops new ones. You need to learn how to work with others, how to interpret and present other people's ideas, and how to produce your own independent academic work. It is essential that you can distinguish between other people's work and your own, and correctly acknowledge other people's work. All students new to the University are expected to complete an online Academic Integrity tutorial and test, and all Leeds students should ensure that they are aware of the principles of Academic integrity. When you submit work for assessment it is expected that it will meet the University's academic integrity standards. IDP3 Integrated Design Project III Horsforth to Leeds/Bradford Airport Light Railway Link 1.0 2.0 Introduction Part 1 of this 30-credit module consisted of a feasibility study to investigate possible options for constructing a new light railway from Horsforth, near Leeds, to Leeds/Bradford Airport. Part 2 of the module consisted of a group design exercise. In this, as a group, you produced a detailed civil engineering design for this new railway. Part 3 relates to subject matters specific to the programme you are enrolled on. This is an individual piece of coursework and is worth one third of the module mark. The guidance on study time is that you should allocate approximately 100 hours to this part of the module, inclusive of contact time. It is imperative that you carefully plan your work to ensure you leave yourselves sufficient time to complete all elements of the project. Everyone is different and has different circumstances: you are advised to plan their use of time. Supervision and expectations This element of the IDP will be supervised by Dr Emilio Garcia-Taengua (office in room 1.01, e-mail address: e.garcia-taengua@leeds.ac.uk). There is no direct teaching associated with this element of the IDP. Assistance will be provided via weekly consultation sessions held from 09:00-11:00 on Thursdays. In some weeks, additional sessions on Tuesdays have also been timetabled. Please note that you should not expect a response to queries related to the content of your work or design/calculation issues submitted by email: this is what the consultation sessions are for. Come to these sessions prepared: bring your laptops as well as any sketches, drawings and calculations with you, as well as a list of aspects you would like to ask or discuss. 2 3.0 Please check your e-mails regularly. Depending on the needs of the cohort, with time new information or additional reading/resources may be uploaded to Minerva. In those occasions, an announcement will be posted and you will get notified by email. Design Brief 3.1 Design problem The design of a new viaduct to replace the existing one that currently carries the Leeds to Harrogate railway line over the River Aire and Leeds to Liverpool Canal in Kirkstall, Leeds. A plan showing the length of viaduct to be replaced together with a 3D illustration of the existing viaduct are available on Minerva. 3.2 Deliverables You are required to produce the conceptual design for the new viaduct. This requires you to fully explain the aspects that underpin your thinking and design choices in relation to the structure and its contextual integration. Concept drawings, sketches or preliminary drawings should support your reasoning. You will then undertake the structural design of the following bridge elements: Structural design of the key elements of the superstructure Structural design of one of the piers Structural design of the foundation of one of the piers You are also required to produce general arrangement drawings for the new bridge as well as any other drawings (e.g. reinforcement drawings in the case of concrete elements) for the key structural elements. 3.2 Design codes You must use the European Design Codes for structures. The Geotechnical calculations must be carried out in accordance with BS EN 1997-1 and load appraisal with relevant parts of BS EN 1991. 3.3 Design data The information given below is not complete. Where appropriate you should make reasonable assumptions, clearly stated in the report. Concrete in the ground should assume to be subject to a moderately aggressive chemical environment according to BS EN 206-1, Table 2. All structural elements to be designed for a 1 hour fire rating. The bridge is to be designed to support vertical loading in accordance with Load Model 71 of BS EN 1991-2. ● ● Load from wind, water (i.e. river load onto piers) and vehicle acceleration can be ignored for the purposes of this assignment: it is assumed that the conceptual design is driven by gravity loads. Ground conditions: make an assessment of the ground conditions in the vicinity of your viaduct from available BGS information. Based on this, decide on a foundation type (i.e. spread footing/piled etc.) and design your foundations to support the loads from the viaduct structure above. 3 4.0 5.0 5.1 3.4 Design calculations Calculations can be either hand-written or typed. In any case, they should be presented in a professional manner, explained, and clearly organised. Sketches should be provided where appropriate to illustrate your calculations and make them easy to follow. If structural software is used, then approximate hand calculations must also be submitted to demonstrate their validity and understanding. If spreadsheets are used, then a set of verification calculations must be appended. 3.5 Drawings In line with current professional practice, technical drawings must be produced electronically (e.g. AutoCAD or Revit). All drawings should contain a title block containing all pertinent information (drawing scales etc). Drawings must be self-explanatory and fully annotated with dimensions. Materials and material properties assumed in the design should also appear in the drawings. Learning Resources The IDP is meant to be a vehicle by which you can demonstrate your ability to work independently. You should consider the tasks in hand and look to apply what you have learnt in your theory based modules across Levels 1, 2 & 3. There are, however, two hours per week of scheduled contact time. Submission, Marking Schedule, Feedback Reports are expected to include the following: A cover page or title sheet Table of contents The following sections (tentative titles for reference): Rationale and concept drawings O Structural design of superstructure elements O Structural design of the substructure: piers / towers O Substructure: foundations O Technical drawings: general arrangement, detailing Outline of the marking schedule -refer to the rubric for details. Design rationale and concept drawings Design of superstructure elements Design of substructure: piers/towers Design of substructure: foundations Technical drawings Presentation, formatting and writing style ● Maximum Mark 25 25 10 10 20 10 Assessment rubric/grid Criteria and relative weight Design rationale and concept drawings (25%) Design of superstructure (25%) Design of substructure: piers/towers (10%) Design of substructure: foundations (10%) Technical drawings (20%) Presentation and structure (10%) Fail The description of the solution and how it satisfies the brief lacks clarity, is incomplete and incoherent. Calculations and assumptions are very weak, incorrect, incomplete, and badly explained. The geometry of the solution in the context of its surroundings cannot be understood. Poor quality drawings, incompletely annotated. Poor formatting, disorganised, lacks cohesion and there is no connectedness. Pass The description of the solution is sufficient but too general. It only partially covers some aspects of the brief. Calculations and assumptions somewhat justify the design adopted for key elements but they are incomplete, lacking justification, or partially incorrect. An overall view of the geometry of the solution is provided through acceptable drawings, but they are very basic and often incomplete. Acceptable formatting, somewhat structured and partially coherent. Good The adopted solution is adequately defined and the rationale behind the design considerations are well conveyed graphically and in writing. Specifications regarding the key elements are justified and well described. Checks are mostly correct, but some important aspects are not well justified. An overall view of the geometry of the solution in the context of its surroundings is provided in good quality drawings, but some dimensions or key features are missing. Adequate formatting, generally well structured, coherent report. 5 Very Good A very clear and complete description of the adopted solution is provided, adequately addressing most of the aspects in the brief. All the required calculations, checks and loading assumptions are correct, completely justified and well explained. Only a few minor mistakes. Good drawings, fully annotated, providing a complete picture of the adopted solution and how it connects to the public realm, albeit with some minor mistakes. Well formatted and well structured report, with a clear narrative and logical organisation. Excellent Very clear and detailed description of the adopted solution. All determining aspects are well described graphically and in writing. Excellent, complete and very clear report of all calculations and checks regarding the key elements and their specification. Excellent, high-quality drawings which provide a complete and very clear picture of all key features of the adopted solution and how it relates to its surroundings. Outstanding, professional formatting. Excellent structure, clear and logical, very good narrative and coherence.See Answer
Q14: School of Civil Engineering FACULTY OF ENGINEERING UNIVERSITY OF LEEDS CIVE1360 - Structural Design and Analysis Coursework 3 (2023/2024) Timetable Start of Project = Thursday 29th February 2024 (Week 18) Submission Requirements Submit your project via the Minerva -Gradescope No later than on the specified submission deadline date. • Fully identified by a title page. • Assignment type: Major (5%) Feedback Individual feedback in the form of grades and comments will be given by Tuesday 7th May 2024 (Week 24). 3 2 3600 1 2700 3400 2900 School of Civil Engineering FACULTY OF ENGINEERING A 3750 B 4600 C 4600 D 250x150x12.5 RHS BEAM C COLUMN OVER BEAM A 203x133 UKB 25 CENTRAL ATRIUM BEAM A COLUMN OVER BEAM E BEAM B 178x102 UKB 19 BEAM D 203x203 UKC 71 140 THK DENSE BLOCK WALL BELOW INDICATES SPAN DIRECTION OF 175x47 C24 FLOOR JOISTS @MAX 600mm c/c - REF. JOIST 1 INDICATES SPAN DIRECTION OF THE 47mm WIDE ## C16 FLOOR JOISTS @MAX 400mm c/c - REF. JOIST 2 Figure 1 - Part 1st Floor Plan Overview Figure 1 shows a part 1st floor plan for the redevelopment of a substantial residential property. You have been appointed by the owner of the property, following a visit to site by the Local Authorities Building Control Inspector, to design a series of floor beams and joists to enable the works to be progressed. Client Requirements. You are required to complete a formal design for the floor structure shown, adopting the general rules for bending and deflection that have been covered in your studies to date, and satisfying the design criteria given below. 2 UNIVERSITY OF LEEDS School of Civil Engineering FACULTY OF ENGINEERING • C16 Timber floor boards and joists: • ○ Characteristic bending strength (fm,k) = 16N/mm² o Young's modulus (E) = 8kN/mm² O Density =310kg/m³. C24 Timber floor joists: O Characteristic bending strength (fm,k) = 24N/mm² o Young's modulus (E) = 11kN/mm² • ○ Density =350kg/m³. Standard joist sizes: UNIVERSITY OF LEEDS ◉ Depth (d) 97, 122, 147, 175, 195, 220, 250, 300mm ■ Breadth (b)-38, 47, 50, 63 & 75mm Steel beams and section: ○ Yield stress (fy) ■ ■ 355N/mm², ("t" the thickness of the largest element ≤ 16mm). 345N/mm², ("t" the thickness of the largest element > 16mm ≤ 40mm). Young's modulus (E) = 210kN/mm² O ○ Density of 7850kg/m³. ○ Standard plate sizes: ◉ - Depth (d) 150, 180, 200, 220, 250, 300mm ■ Breadth (b)-6, 8, 10, 12, 15, 18, 20, 25, 30, 35, 40, 45, 50mm о Loading For standard steel section properties see: https://www.steelforlifebluebook.co.uk/ 。 Variable - Occupancy Class B1 - See EN1991:1:1, and the appropriate NA. qk = 2.5kN/ m² Permanent " Self-weight of structural elements – as calculated. ◉ Floor boarding · as calculated - 19mm thick C16 Timber. No design check required. ■ Finishes = 0.15kN/m². ■ Services = 0.15kN/m². Ceiling 0.27kN/m². = 3 School of Civil Engineering FACULTY OF ENGINEERING UNIVERSITY OF LEEDS Design Requirements 1. Floor joists - Ref. JOIST 1. The drawing details 175mm × 47mm C24 joists at 600mm centres. You are required to complete a design check for these joists, considering both bending and deflection. If the joists fail the design checks you are to propose an alternative section, based on standard section sizes that satisfies all the required checks. You should note that the maximum joist depth should not exceed 250mm. [30 Marks] 2. Floor joists - Ref. JOIST 2. The new infill floor is to be constructed with C16 floor joists 47mm wide. You are required to specify a joist depth that satisfies the bending and deflection criteria. [20 Marks] 3. Beam A & B Design check required, i.e. check the maximum stress at the outer most fibre of the section and the mid span deflection. Comment on your results. [50 Marks] School of Civil Engineering FACULTY OF ENGINEERING Design Criteria UNIVERSITY OF LEEDS All timber and steel beams and joists to be checked for both bending and deflection. Bending Checks For bending you should check that the applied bending stress, developed as a result of the applied moment, is less than the maximum permissible stress. All your design calculations associated with bending and stress are to utilise the applied loads at the Ultimate Limit State. You are to adopt the simplified fundamental load combination as follows: Where: WULS = 1.359k + 1.5qk = gk Permanent actions = qk Variable actions For information, the Engineers Theory of Bending is as follows: σ 617 M I =- Where: M = Bending Moment σ = Bending Stress E = Young's Modulus of Elasticity Deflection y I = Second Moment of Area y = Distance from centroid to extreme fibre R = Radius of Curvature For deflection, you should ensure that the maximum mid-span deflection is less that the deflection limits given below. When considering deflection, you should design for the Serviceability Limit State i.e.: WSLS = 1.09k + 1.0qk The maximum mid span deflection can be calculated as follows: 5WL³ For UD load - max = 384EI PL³ For mid span point load бтах = 48EI Where: W = Total load on the beam (kN). L = Beam span (m). P = Point load (kN). E = Young's Modulus (kN/mm²). | = Second moment of area (cm4). LO 5See Answer
Q15:vdoc.pub_statics- X BCC-UMassD-Civ x UMASS CEN-flow X Summer Sessions X CEN 202: Mechar X milConnect + File C:/Users/baude/Downloads/Important%20Files/EGR%20254/vdoc.pub_statics-and-strength-of-material... ☆ Electronics, Cars, Fa... Pandora One - Liste... My TurboTax® - G... EasyBib: Free Biblio... GE News Homebanking milConnect - TAP The answers are shown in Fig. 16.16(d). Google M Gmail Type here to search PROBLEMS 16.23 Sketch Mohr's circle for the state of stress shown in the figures. 16.24 through 16.31 The state of stress is shown in the fig- ure. Use Mohr's circle to find the stresses on planes forming angles of 0 with the x and y axes as shown. 0 0 110 I (a) 0 to (b) (c) (d) (e) (f) PROB. 16.23 CHARTED CIVTEEN - 6000 psi 6000 psi 4000 psi 4000 psi 6000 psi 30° 6000 psi PROB. 16.24 6 ☑ 6 ksi 16 ksi + 40° 16 ksi 6 ksi 4 ksi 6 ksi 6 ksi 4 ksi PROB. 16.25 8000 psi 10,000 psi 10,000 psi ← 110,000 psi 10,000 psi 10,000 psi 10,000 psi 8000 psi PROB. 16.26 O 44°F > (8) 10:28 PM 4/19/2024 503See Answer
Q16:vdoc.pub_statics- X BCC-UMassD-Civ x UMASS CEN-flow X Summer Sessions X CEN 202: Mechar X milConnect + File C:/Users/baude/Downloads/Important%20Files/EGR%20254/vdoc.pub_statics-and-strength-of-material... ☆ Electronics, Cars, Fa... Pandora One - Liste... My TurboTaxⓇ – G... EasyBib: Free Biblio... G= News Homebanking milConnect - TAP Google M Gmail Neutral AXIS: me neutral axis can be located by finding the points of zero stress on the sides AD and dɩ of the beam. The stress distribution on the two sides of the beam is shown in Fig. 16.7(f). From similar triangles, we write a/72 (6a)/1010 or a = 0.399 in. The slope of the neutral axis = arctan (62a)/4 = 52.4°, as shown in Fig. 16.7(f). PROBLEMS 16.15 A horizontal W18 × 55 rolled steel beam 15 ft long supports a uniform load of 2 kip/ft. The cross section of the beam is inclined at a slope of 15°. Determine the maximum tensile and compressive stress in the beam if the ends are simply supported. See Table A.3 in the Appendix for properties of steel beams. 16.16 A horizontal simply supported W460 X 82 steel beam 4.5 m long supports a uniform load of 25 kN/m. The cross section of the beam is inclined at a slope of 20°. Determine the maximum tensile and compressive stress in the beam. See Table A.3 (SI Units) in the Appendix for properties of steel beams. 16.17 A simply supported W8 X 35 rolled steel beam 15 ft long supports a concentrated load at midspan. The load is applied through the centroid of the cross sec- tion of the beam. If the cross section of the beam is in- clined at a slope of 15° and the allowable bending stress is 24 ksi, what load can the beam support? Neglect the weight of the beam. See Table A.3 in the Appendix for properties of steel beams. 16.18 A W200 X 52 rolled steel cantilever beam 1.5 m long supports a concentrated load that is applied at its free end. If the cross section of the beam is inclined at a slope of 15° and the allowable bending stress is 165 MPa, what load can the beam support? Neglect the weight of the beam. See Table A.3 (SI Units) in the Appendix for properties of steel beams. 16.4 ECCENTRICALLY LOADED MEMBERS The eccentrically loaded member (Fig. 16.8) is a special case where the load produces both axial and bending stresses. The normal stress at any point on a cross section ABCD of the member is found by superposition. Adding the axial stress and the bending stresses about both the y and z axes, we write Р Myz My σχ 土 ± (a) A Ly Iz The moments of the load P about the y and z axes are My = Pez and M₂ = Pe. Substituting the moments into Eq. (a), we have P A Pez Pezy ± ± (b) I, I₂ Notice that the distribution of stress is the same for any cross section of the member. ez FIGURE 16.8 Type here to search D + 44°F > 6 (8) ☑ + 10:28 PM 4/19/2024 503See Answer
Q17:3. The following structure will be made with round aluminum rods with E-68 GPa and v=0.28. The applied forces Fx and Fy are equal to 3 and 5 kN, respectively. 1 m B 1 A Fx Fy 2 m a) Point A will move along x, y and z as a result of the applied forces. Use Castigliano's second theorem to find the displacements of point A along x and y given that the structure has a uniform diameter equal to 10 cm. Consider only bending and torsion effects. b) Find the rotation about z at point A using Castigliano's second theorem. Consider only bending and torsion effects. Note: consider solving parts a and b at the same time. When there is bending in two planes, for example, moments along x and along y for a member parallel to z, the strain energy produced by each moment can be calculated separately and added to get the total strain energy of that member.See Answer
Q18:2. The steel frame ABCD lies in the horizontal (xz) plane, with AB and CD parallel to x-axis and BC parallel to z-axis. One end of the frame (A) is fixed to a rigid wall and the other end (D) is subjected to a force F = 120 N in the -y direction. a) Use conservation of energy (work done by force F = strain energy stored in the structure) to determine the vertical (y) deflection at D. b) Use Castigliano's second theorem to determine the rotation at D about the z-axis. B 다 D F AB = CD = 1.5 m. BC = 1.2 m. Bending and torsional rigidities of segments AB, BC and CD are equal with EI = 1.4 x 103 Nm² and GJ = 1.1 x 10' Nm². Consider only strain energy due to bending and torsion. Note: each member in this structure will experience bending in only one plane, which can occur alongside torsion. The strain energies due to bending and torsion can be calculated separately and added to get the total strain energy of a member that is experiencing both.See Answer
Q19:1. The frame ABC, supported by a clamp at A and a roller at C, will be used to support a distributed load q acting vertically downward, as shown in the figure. The cross-section of the beam is rectangular with the height = 20 cm and the width = 10 cm. E=200 GPa and σy=300 MPa. q B L A L/3 a) Determine the reaction at C if q = 20 kN/m and L-3 m. Use Castigliano's second theorem. b) Calculate the safety factor for this application according to the Tresca criterion. Neglect stresses caused by internal shear and normal forces.See Answer
Q20: 3 PRE-LAB WORK - Preparations before the test Before the test, each student must complete the work described in Sections 3.1 and 3.2. 3.1 BACKGROUND PREPARATIONS. Complete the background preparations for the test and answer the questions below (keep all answers short and sweet; just a paragraph or a list of bullet points is fine, as long as you make your answer clear and intelligible). Read through the whole of the Lab Script and the Lab Report template. Watch the following set of videos on You Tube, titled collectively: Bare Essentials of Reinforced Concrete (https://www.youtube.com/playlist?list=PLXdvc710lmyJ6VY6QKtKfhpBzAzj3WpM_). These are also available on VITAL CIVE241. Answer the following questions on these videos (make notes of your answers while watching the videos). The questions follow the order of the videos on YouTube. Video title What is Reinforced Concrete? - Bare Essentials of Reinforced Concrete with Prof Tim Ibell Pt1 Reinforced concrete beam resisting bending - BE of Reinforced Concrete with Prof Ibell Pt2 Compatibility of steel and concrete - BE of Reinforced Concrete with Prof Tim Ibell Pt3 Durability of Reinforced Concrete - Bare Essentials of Reinforced Concrete with Prof Tim Ibell Pt4 Resisting Shear - Bare Essentials of Reinforced Concrete with Prof Tim Ibell Pt5 UNIVERSITY OF LIVERPOOL Q No. Questions A B C D E F G Concrete has very poor tensile strength properties. How do structural engineers overcome this problem? How does the failure of an under-reinforced RC beam differ from an over-reinforced RC beam? Which type of failure is better for RC beams in structures? What are the two types of bond mechanisms that join reinforcing steel and concrete in RC beams? Apart from its strength, give three good reasons why steel is used to reinforce concrete structures. What are the two key reasons for adequate concrete cover to steel reinforcement? Without shear links in an RC beam, would a shear failure be gradual or brittle? Page 5 Visit the Health and Safety Executive (HSE) website (http://www.hse.gov.uk/) and search for 'cement' click through and read the various documents on this topic. The items on dermatitis are unpleasant but you should still look at these. Make sure that you: (i) download and read the HSE Information Sheet No.26 on cement (CIS26 - cement) and (ii) watch the Dermatitis video (this is also available on CANVAS CIVE241). Health, safety and wellbeing See paragraphs above D. E 3.2 THEORETICAL CALCULATIONS. Carry out sufficient theoretical calculations to predict the performance of the RC beam prior to the lab testing taking place. Throughout this lab, when doing any calculations: (i) ignore the self-weight of the RC beam and (ii) do not apply any load factors to the applied loading of the RC beam. It is reasonable to assume that the effect of the self-weight is only small and its presence in calculations tends to make the calculations more complicated and harder to interpret. We can safely ignore it for the purposes of this learning experience. In design, it should be accounted for. A, B and C. F. RCB Lab Script v1/ CIVE241 Q No. H I Questions What does it feel like to get dermatitis? You are the contractor on an in situ multi- storey reinforced concrete framed building. Give two ways that you can prevent your workers coming into contact with cement. Draw the (A) bending moment diagram (BMD), (B) shear force diagram (SFD) and (C) the deflected shape of the RC beam supporting the load arrangement shown in Figure 1. Assume that the testing machine is applying a force of 10kN to the RC beam (therefore each load F is 5 kN). As noted above, do not factor up this load of 5kN. Estimate, by calculation, the theoretical cracking bending moment Mor of the RC beam and the corresponding load For. When doing this, do not apply the materials factors of safety for the tensile strength of the concrete (fctm and fctm,fl). UNIVERSITY OF LIVERPOOL Calculate the maximum theoretical applied force that can be applied to the RC beam (giving two point loads of Fapp,el) before the steel reinforcement reaches its yield stress. In doing this calculation, make use of the material safety factors for both steel and concrete (1.15 and 1.5 respectively). Until the loading to the beam reaches this point, the steel reinforcement will behave elastically. With greater loads, plastic deformation of the steel reinforcement will take place. [Note: during the actual lab test, the loading to the RC beam will be taken to around 10kN (or similar value, at the discretion of the Lab Technician) before being cycled back to zero to investigate the elastic properties of the RC beam. After this exercise the loading to the RC beam will be increased gradually until the beam fails.] At the point that Fa is reached, the beam will be at its ultimate moment capacity Mu which can be calculated from first principles or can be calculated from the equations in Appendix A. State the theoretical ultimate moment capacity M₁ of the RC beam. app,el Calculate VRd to demonstrate that the shear links will provide adequate shear resistance to prevent the RC beam from failing in shear even when the applied load reaches Fapp,el. In doing this calculation, do not apply a load factor to the applied Page 6 load. NOTES FOR THE PRE-LAB WORK 1. Marks are attached to the successful and timely completion of both the Lab Report and the Pre-Lab Work. All the work required in Sections 3.1 and 3.2 must be completed and presented to the lab demonstrator before the lab commences. 2. Students may not be allowed to participate in the test without showing the demonstrator that the tasks listed in Items 3.1 and 3.2 above have been completed. 3. At the start of the lab, a single mark of 10% of the assignment will be given on a pass/fail basis for the pre-lab work. If you have completed the pre-lab work, you will gain a mark of 10%. If you do not show that you completed the pre-lab work, you will be given zero marks. The quality of the pre-lab work will be assessed when the Lab Report is submitted and marked. 4. Conventions must be followed for drawing BMDs and SFDs. The bending moment diagram is drawn on the tension face of the member. The shear force is considered positive and the diagram is drawn above the datum where externally applied shear forces are clockwise in nature and internally resisting shear forces are anti-clockwise. So, for a simply supported horizontal beam with a central point load acting vertically downwards, the BMD would be drawn on the bottom of the beam and the left-hand side of the shear force diagram would be positive and drawn above the datum and the right-hand side would be negative and drawn below the datum. tve UNIVERSITY OF LIVERPOOL VALVE -ve 0 * RCB Lab Script v1/ CIVE241 BMD Draw on tension (KNM) face of element 0 SFD (KN) DEFLECTS SHAPE (no units) Figure 4 Sketches of BMD and SFD, etc. to illustrate conventions to be used in the Pre-Lab Work and the Lab Report Page 7 RCB Lab Script v1/ CIVE241 5. Note that the load F in Figure 1 is half the total load applied by the testing machine. 6. In Appendix 1 some relevant design equations are provided. You should also refer to your notes from lectures and the VITAL site for the module.See Answer

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