Preliminary Examination Design Question


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1 Student s Name (Please Print) Structural Engineering Mechanics and Materials Department of Civil and Environmental Engineering, University of California at Berkeley Spring Semester 2014 Preliminary Examination Design Question Important Note: All the information needed to do this problem are given below. If you still think there is an item that you need and is not given, or an equation that you need to use but do not remember, please make an assumption, explain your assumption and use your assumed value or equation and continue your solution. No questions can be asked or answered during this exam. Design the frame shown below for the applied loads. The dead load DL, live load LL and seismic lateral load Q shown on the sketch below are all unfactored nominal values. Use load combinations that you think are appropriate for this case. The steel girder has lateral bracings and lateraltorsional buckling of the steel beam is not a consideration. You need to select appropriate material properties of steel and concrete in your design. Please make sure to check ALL applicable failure modes and if you do not have equations to check any failure mode, explain how you would do it if this was an open book exam. 30 ft. LL=100 kips DL=3,000 kips Q=30 kips Steel IBeam to be designed. See cross section below. Rectangular R/C Column to be designed 24 ft. PL 12 x1 1 inch thick plate (height of plate to be calculated) Steel Beam Section
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3 University of California at Berkeley Structural Engineering Mechanics and Materials Department of Civil and Environmental Engineering Fall Semester 2012 Doctoral Preliminary Exam Fall 2012 Design Please read this important note before you start the exam All the essential information is given. Any other information that you think you need, such as say strength of concrete or steel used, are part of this design problem. You need to make assumptions on any number you need and explain your assumptions. No questions can be answered during this exam. Consider the tower crane shown in Figure 1. You need to answer the following questions: Question 1. Check the design of the steel jib (the front arm of the crane) and design the reinforced concrete tower for the given load condition in Fig. 1 as well as for the condition of no live load (only 30 kips dead load is present). The given loads are nominal (unfactored) loads. The jib structure is a 4legged truss system with all horizontal, vertical, and diagonal members consisting of HSS2.5x1/4 pipe section with exterior diameter of 2.5 inches and thickness of 0.25 in, as shown in Figure 2. The cross section area of a single pipe section is 1.66 in 2. The weight per foot of the 2.5 pipe is 6 pounds. The reinforced concrete tower has circular cross section. To prevent cracks in the R/C tower during frequent use of the rotating jib, you need to design it such that the maximum tensile stress in the concrete under the factored combination of dead and live load does not exceed 200 psi. The moment of inertia of a circular cross section is I = ( R 4 )/4 where R is the radius. Question 2. Consider the crane not having any lift load and position of the jib raised to 60 o as shown in Figure 3. The crane in this position is subjected to high winds of a hurricane. The winds are from left to right. a. Calculate maximum wind pressure in pounds per square foot of the exposed vertical surface of the jib that can cause the jib to rotate clockwise in the plane of the paper and collapse as shown in Figure 4 (photos are from Hurricane Sandy in New York). b. In your opinion, what should have been done before Hurricane Sandy made a landfall to ensure that the tower crane jib on Figure 4 would not collapse?
4 60 ft. 7 ft. 10 ft. Steel Jib to be checked 30 kips R/C Tower to be designed 65 ft. 5 kips Figure 1 for Question 1
5 2 ft All truss members are HSS2.5x1/4: Area=1.66 in 2 External Diameter = 2.5 in. Thickness= 0.25 in. Fy= yield stress= 80 ksi Weight per foot= 6 pounds per foot 2 ft. 2 ft 2 ft. Elevation Cross Section Figure 2 Details of Steel Jib
6 Wind 30 kips Figure 3 for Question 2
7 Wind Wind Figure 4 for Question 2
8 University of California at Berkeley Structural Engineering Mechanics and Materials Department of Civil and Environmental Engineering You only need to do either steel or reinforced concrete design of the columns but not both! Doctor Preliminary Exam Design  Spring 2012 The bridge structure shown in figure 1 is considered. The two columns of the bridge: (i) are fixed to the deck and to the footings, and (ii) have the same hollow square section. Our aim is to design and determine the response of the bridge under the combined effect of earthquake loading in the NorthSouth direction and gravity loads. The uniformly distributed factored load, w, includes the self weight of the deck, the permanent loads, half of the weight of the columns as well as the live load contributing to the seismic load. The design elastic acceleration at the first translational mode of vibration is S a = 0.8g. Use a response modification factor R = 3 to obtain design forces. The yield strength of steel used is f y = 60 ksi with a postyield hardening ratio of 2%, as shown in figure 1(d). The concrete compressive strength is f c = 6 ksi. Consider the RC sections to be well confined. The columns have adequate capacity against buckling and the pile foundations fixed to the ground. Ignore nonlinear geometry (PD) effects. (1) Check if the column section has adequate flexural strength. The longitudinal (flexural) steel ratio of the reinforced concrete (RC) columns is L = 1.5%. The longitudinal steel ratio is defined as the total area of longitudinal steel used divided by the gross section area. (2) What is the peak moment the columns can develop at their base? (3) Determine whether the columns have adequate shear strength. For the RC column the shear reinforcement of each segment of the column consists of two No. 6 bars every 8 inches, see fig. 1(c). (4) Calculate the relative displacement, y, of the deck (in the NorthSouth direction) with respect to the ground when the maximum tensile strain of the section of the columns at their base reaches the yield strain of steel in tension. (5) If instead of pile foundations we use shallow square foundations of B=30 ft and D =7 ft, see Figure 1(a), calculate the horizontal absolute acceleration of the deck corresponding to initiation of foundation uplift. Assume that the soil stresses on the shallow footing base due to gravity are uniform. Are the shallow foundations going to uplift during a designlevel earthquake excitation? The bearing stress capacity of the soil is s = 0.08 ksi. (6) What is the peak tensile strain and what the peak compressive strain of the section of the column at its base when the relative displacement of the deck (in the NorthSouth direction) with respect to the ground is y? 1
9 w =14 kips / ft 150 ft North 150 ft 150 ft 7 ft ground infinitely stiff deck Column fixed to the deck 50 ft frictionless roller stiff square reinforced concrete pile cap D pile B STEEL DESIGN (a) Side elevation view of the bridge REINFORCED CONCRETE DESIGN L c = 32 in. t=4 in. stress f y = 60 ksi 1 E =29000 ksi 0.02 L c = 96 in. t=18 in. No. 8 Uniformly distributed longitudinal steel with L = 1.5% North L c = 32 in. (b) Section of steel column strain (d) stressstrain relation of (reinforcing) steel L c = 96 in. North (c) Section of RC column Figure 1. 2
10 University of California at Berkeley Structural Engineering Mechanics and Materials Department of Civil and Environmental Engineering Fall Semester 2011 Doctoral Preliminary Exam Spring 2011 Design Important Note: All the essential information are given. Any other information that you think you need, such as say strength of concrete or steel used, are part of this design problem. You need to make assumptions on any number you need and explain your assumptions. No questions can be answered during this exam. The objective of this problem is to check the design of the steel pipe tower and to design the R/C foundation. In addition you are asked to sketch the connection of the steel pipe tower to the R/C foundation, but you do not need to design this connection. Given the information below and in the next page, do the following: 1. Establish the design seismic force acting at the center of the spherical tank using the response spectra shown below. The weight of the tank is given as W= 100 kips. Ignore the self weight of the steel pipe tower. 2. The steel tower is a hollow steel pipe with outside diameter of 48 inches and inside diameter of 46 inches with a thickness of 1.0 inch. Check the design of the pipe under the combination of gravity and seismic load. For combination of axial load and bending moment in steel, you can use the following interaction equation: P u /φ c P c + (M u / φ b M p ) Show the details of the base connection of the tower to the foundation in a neat sketch. Do not design this connection. 4. Design the R/C foundation for the tower assuming a square spread footing. Assume the supporting soil to be rock with ultimate bearing strength of 220 kips per square feet. 5. Establish what will be the horizontal movement of the center of the water tank, Point A, under seismic load.
11 A E W = 100 kips Pipe: d = 48 in. d 1 = 46 in. 70 ft 1. Hollow Steel Pipe to be designed 2. Base Connection to be sketched not designed 3. R/C Foundation to be designed ROCK ELEVATION
12 University of California at Berkeley Structural Engineering Mechanics and Materials Department of Civil and Environmental Engineering Fall Semester 2010 Doctoral Preliminary Exam Fall 2010 Design The objective of this problem is to design a retrofit for a beam to increase its load carrying capacity. Given the information here and on the figure below do the following: 1. Check the beam in as is condition and establish how much concentrated load it can take at midspan. 2. Consider the retrofit scheme shown below using cables and vertical stubs at L/3 points and design the cables such that the beam can take twice as much as the capacity you established in Step 1 above. For both steel and concrete for beamcolumn interaction equation use: P/P cr + (M/M p ) 2 =1.0. For buckling capacity you can use Euler s equation. For other items, such as material properties etc., make assumptions and please provide a brief justification for all your assumptions. Show all your calculations. You only need to do either steel or R/C beam but not both! t =2 in. P 5 ft. A 15 ft B Steel or R/C Beam 5 ft. Steel Beam Cross Section 30 ft Beam in AsIs condition before retrofit 6 # 14 bars on each side. # 6 8 inch spacing 2P B A 15 ft Roller 2 parallel cables 5 ft 8 ft. 10 ft 10 ft 10 ft 8 ft. 30 ft Beam After retrofit R/C Beam Cross Section
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15 UNIVERSITY OF CALIFORNIA, BERKELEY SPRING SEMESTER 2009 Department of Civil and Environmental Engineering Structural engineering, Mechanics and Materials Name: Ph. D. PRELIMINARY EXAMINATION DESIGN Design the main box girder of the cable stayed bridge shown below either in Steel or Reinforced Concrete. The bridge is a pedestrian/bike bridge. The deck of the bridge is a 10 inch thick reinforced concrete slab. The design of deck slab is not part of this problem. The width of the deck is 20 feet made of two 10feet wide lanes. For each case of Steel or Reinforced Concrete the box girder has the same outside dimensions of 8ftx4ft as shown below. The box is a doublecell box with all walls having the same thickness. You need to select the material used in the box as well as thickness of the box walls as part of your design. If you are doing R/C option, you need to design the reinforcement in the box walls as well. Consider only combination of dead load (self weight) and live load in your design. Wind and seismic loads are not part of this problem. Light weight concrete (110 lb/ft 3 ) is used in the deck. The weight of each guardrail and median divider is 200 pounds per linear foot of the bridge. The live load acting on the surface of the deck is 300 pounds per square feet of the deck. Notice that live load is not necessarily applied to the entire surface of the deck. In design of the box girder, consider all applicable strengthrelated limit states (i.e. failure modes). Deflection limit states are not part of this problem. Use the interaction equation: P/P cr + (M/M p ) for both steel and concrete boxes. For buckling capacity you can use Euler s equation: P cr = (π 2 EA) / (KL/r) 2 P max, where P max is equal to A g F y for steel box section and (0.8)[0.85f c (A c A r )+F yr A r ] for concrete section. Make assumptions on any information that is not given, such as concrete cover on rebars and material properties of steel and concrete, and explain your assumptions. Show all your calculations. All stay cables are 5 inch diameter high strength steel ropes with modulus of elasticity of 20,000 ksi. Guard rail Stay cables connected to box Median divider 10 thick R/C deck slab Pin 45 o 45 o 50 ft 50 ft 4 feet 4 ft Steel or Concrete box to be designed. 6 feet 8 feet 6 feet Elevation Centerline of Sym. Cross section of the bridge
16 UNIVERSITY OF CALIFORNIA AT BERKELEY FALL SEMESTER 2008 Department of Civil and Environmental Engineering Structural Engineering, Mechanics and Materials Name: Ph.D. PRELIMINARY EXAMINATION: DESIGN Problem 1 Consider an 18story office building with a square hollow core, as shown. The floor beams are simply supported at the core and suspended from the cables. The two cables are continuous over the special saddle at the top of the building. The servicelevel loads on this building are: Floor dead load (includes slab and beam selfweight) w D = 50 psf. Facade dead load w Df = 20 psf. Saddle dead load (equally distributed over the roof area) w Ds = 150 psf. Typical floor live load w L = 80 psf. Wind load (uniform along height) w W = 25 psf. Neglect the dead and live loads on the floor area inside the core of the building. Assume the wind load acts only on the rectangular officespace facade; neglect the wind load pressure on the core and the cables. Consider the following load combinations: 1.4D 1.2D + 1.6L 1.2D + 1.6L + 0.8W 1.2D + 0.8L + 1.6W Use A992 steel shapes, A572 Gr. 50 plate, HSS 46 ksi tube, f c = 6 ksi concrete, GR60 reinforcement, and Grade 270 posttensioning cables with a minimum ultimate tensile strength of 270 ksi. You can use other materials, but you have to specify their material characteristics. 1. (40) Design the 30x30 core crosssection at the plaza level for the combined axial force and firstorder bending moment it carries using the LRFD approach. Neglect P effects. Keep the cross section square and symmetric. Investigate NS and EW directions to select the critical loading, but do not consider biaxial bending. Choose either the reinforced concrete or the steel option.
17 For the R/C section, determine the thickness of the section t and the amount of reinforcement A s on one side of the section, assuming this much reinforcement will be placed on all four sides. Do not consider buckling of the core or of the reinforcement. Provide a sketch of your design including reinforcing bar size and spacing. For the steel section, determine the thickness of the section t assuming the critical buckling stress is equal to 0.6F y and that the section is compact and does not undergo lateraltorsional buckling such that it can develop its full plastic moment capacity. Use the following interaction equation: P u M u + 8 (1) φp n 9 φm n Provide a sketch of your design including stiffener shape and spacing needed to keep the core crosssection wall compact. 2. (5) Conceptually design the floor system for a typical floor of this building. The reinforced concrete floor slab is 6 inches thick. Provide a sketch showing the joists, beams and girders of this system. 3. (30) Design a typical floor beam BB for the floor and facade loads it carries using the LRFD approach. The reinforced concrete floor slab is 6 inches thick. The depth of the cross section below the slab is limited to 24 inches, such that the total beam plus slab depth is limited to 30 inches. Floor deflection is limited to L/240. Choose either the reinforced concrete or the steel option. For the R/C section, specify the cross section shape, dimensions and determine the amount of reinforcement. State your assumptions regarding the connection between the slab and the beam. Provide a sketch of your design including reinforcing bar size and spacing, and hoop size and spacing. For the steel section, use the attached table of W24 sections. State your assumptions regarding the connection between the slab and the beam. Provide a sketch of your design including stud size and spacing, if they are used in design. 4. (10) Design the cable crosssection assuming it is made 0.5 diameter GR270 posttensioning steel strands for the maximum tensile load it carries using the LRFD approach with φ = (15) Determine the serviceload vertical downward deflection of the cable at point A and at point C. Assume the cable has an elastic modulus E = ksi and that it has a constant cross section throughout. Neglect the axial deformation of the roof girder AA. Use a rational method to take into account the change of force in the cable along its length between A and C. What portion of this elongation is due to the dead load? Determine the vertical downward deflection of the cable at points A and C due to a 50 o F temperature increase in the cable. The coefficient of thermal expansion α = in/in per o F. Describe how to counteract the effect of these deflections on the inclination of floor beams during and/or after construction?
18 saddle cable t 30' roof A A A s R/C 30' B B 30' C cable C 30' t Steel 30' 30' plaza cable 30' 30' 30' B B floor girder N typical floor core 30'
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20 University of California, Berkeley Department of Civil and Environmental Engineering Structural Engineering, Mechanics and Materials Name: PRELIMINARY EXAMINATIONS SPRING 2008 DESIGN Question Consider ONLY one of the two steel or reinforced concrete structures shown below. All members have the same cross section which is shown in the figures. The loads shown are service (unfactored) gravity loads P and unfactored seismic load E. Check all failure modes and calculate the seismic load E that can be applied to this structure. Concrete cover over the rebars is 2. The steel beam is sufficiently braced and lateraltorsional buckling is not a consideration. All the information you need for this problem are given below, still, if you feel you need a piece of information that is not given, make a reasonable assumption and continue the problem. No questions can be asked during the exam. You can use approximate equations if you do not remember exact equation, but, you have to explain the approximation and how that approximation might affect your answer. 13 ft E (Seismic) STEEL 30 kips (service gravity) 10 ft or 13 ft E (Seismic) CONCRETE 10 kips (service gravity) 10 ft 20 ft 20 ft 13 ft 13 ft x y PL 1 x 12 (Top and Bott.) x PL 1 x 20 Continuous welds at the corners x y x 20 x 30 R/C Beam 8 # 10 rebars (diameter=1.25 ) # 4 8 c/c y Steel : Fy=36 ksi, Fu=58ksi y Steel rebars : Fy=60 ksi, Concrete: f c=6,000 psi
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