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Q1:Question 6: (10 points) Under what condition is an air-entraining agent needed? Why? Discuss how the air-entraining agent performs its function. What is the typical diameter of air-entrained voids? 2See Answer
Q2:Question 5: (10 points) Discuss the problem of disposal of waste water from ready-mixed concrete operations. State three alternate methods than can be used to alleviate this problem. Question 6: (10 points)See Answer
Q3:Question 2: (20 points) Discuss the effect of water-cement ratio on the quality of hardened concrete. Explain why this effect happens?See Answer
Q4:Question 1: (20 points) Describe the manufacturing process of portland cement? What ingredients are used for the production of portland cement? Why is gypsum added to portland cement during the production process?See Answer
Q5:1. A three-span continuous slab, as shown in Fig. Q-1, is to carry a characteristic dead load inclusive of self-weight, gk, of 6 kN/m², and a characteristic imposed load, qk, of 5 kN/m². The slab thickness is 200 mm throughout. Material properties are: fck = 32 MPa; and fyk = 500 MPa. (a) Determine using design formulae, the flexural reinforcement for the section at middle of the central span BC, and sketch all required reinforcement on a cross-section. Assume d = 150 mm for the main steel. [Use the Three-Moment Equation to obtain the design moment.] (b) Check for shear at the support B, given that the main tensile steel reinforcement consisted of H12 bars at 200 mm spacing. Assume zero support width and neglect enhancement in shear capacity near supports. Also, consider = 45°. (c) Verify the serviceability limit states for cracking and deflection at middle of span BC, given that the main tensile steel reinforcement consisted of H10 bars at 150 mm spacing. Assume steel stress under quasi-permanent loads to be 260 MPa, and allowable crack width and maximum deflection are 0.3 mm and span/250 respectively. k 4.5 m BK в * 5 m Fig. Q-1 C A * 4.5 mSee Answer
Q6: For the structural floor framing shown: Loading is as follows: o Superimposed DL = 25 psf; LL = 175 psf 0 A 1.5 in. thick non-structural lightweight concrete topping is provided over the entire floor area (assume 80 pcf for the density of the topping material). Note that the thickness of this added topping slab should NOT be included in your structural calculations (i.e., only consider this as an additional superimposed loading). In the calculation for "d", use a 2 in. clear cover from the tension face and sides of the beam to the tension reinforcement. ➤ Assume Yconc. = 150 pcf for density of concrete and the maximum aggregate diameter in the concrete mix is specified to be 1" diameter. all dimensions shown are centerline-to-centerline North 13'-6" 13'-6" !A 13'-6" 13'-6" 28'-0" 32'-0" 28'-0" 日 || 6" concrete one-way slab D Notes: f'c = 4,000 psi fy = 80,000 psi PLAN 18"x18" conc. columns (typ.) These beam lines to have identical beam web widths For the concrete floor framing and design criteria given above, determine the following: a) Using the appropriate load factors, calculate the maximum positive moment +M, and maximum negative moment-Mu for beam AD using the approximate method of analysis for nonprestressed continuous beams per the AC1318. Be sure to justify the use of the AC1318 approximate moment equations. b) For the maximum negative moment, -M, calculated in part (a): Design beam AD (that satisfies design conditions of the AC1318-19) for flexural strength using the minimum number of #8 bars placed in a single layer needed for that moment demand. All beam dimensions (i.e., bw and h) to be rounded up to the nearest even inch. Does your beam design satisfy the minimum area of flexural reinforcement required per ACI? Provide a sketch (does not have to be to scale) of the final beam section design with all appropriate dimensions and labels. Note that some of your flexural steel should be located in the overhanging slab for reasons noted in your Module 4 notes. c) For the beam dimensions established in part (b): Select the minimum number of #8 bars placed in a single layer needed for joist AD for the maximum positive moment, +Mu, calculated in part (a). Be sure to justify all appropriate assumptions. For the purpose of calculating In, use the dimensions of the supporting columns. • Does your beam flexural reinforcement satisfy the minimum tension strain requirement per ACI318? If it does not satisfy these requirements, how would you modify your design? Does your beam design satisfy the min. clear space and max. on center spacing requirements per ACI318? If it does not satisfy these requirements, how would you modify your design? Provide a sketch (does not have to be to scale) of the final beam section design with all appropriate dimensions and labels.See Answer
Q7: 3.3.1 Individual component: The individual component comprises two questions that need to be answered and submitted individually, accounting for 50% of the coursework assessment. The answers to the questions in the individual component must align with the educational materials presented in the module during lectures, seminars, and laboratory sessions, and it is essential to provide the calculation details for at least one sieve sample. Q1: Three aggregate samples of A, B, and C are sieved using a set of sieves with different sizes (212 μm- 37.5 mm) to obtain the grading curves. The following table shows the amount remaining in each sieve after shaking. The values of remaining samples are the sum of the given values in the table and the last two digits of your ID (AB) (e.g. w30027530, AB-30 and for a given value of 200 in the table would give 200+30=230). a) b) c) Sieves (mm) Sample A (g) Sample B (g) Sample C (g) 37.5 0 0 0 28.0 0 500+ AB 0 20.0 200+ AB 100+ AB 0 14.0 1200+ AB 0 0 10.0 1000+ AB 0 0 5.0 200+ AB 0 0 3.2 0 0 15+ AB 2.4 0 20+ AB 15+ AB 1.2 0 30+ AB 25+ AB 600 μm 0 70+ AB 50+ AB MCE | Learning and Teaching 425 μm 0 50+ AB 70+ AB 300 μη 0 40+ AB 80+ AB 212 μm 0 15+ AB 25+ AB 20+ AB Base Pan 0 15+ AB | Page 2 of 6 Calculate the percentages passing through each sieve and plot the grading curves of three samples (Percentage passing versus Sieve size). (6 Marks) Identify which samples are: (a) fine aggregate, (b) coarse aggregate, and (c) gap-graded aggregate, and justify your answer. (4 Marks) The coarse and fine aggregates listed in the table above are employed in a mix design for constructing a concrete element, with (60+0.2xAB, where AB is the last two digits of your ID) kg of coarse aggregate and (40-0.2xAB) kg of fine aggregate. Determine the percentage passing through each sieve for the combined gradation of coarse and fine aggregates and illustrate the grading curve for this combined gradation. (10 Marks) If the last digit of your student ID ends in 2, 3, or 4, you are required to answer question Q2-2. Q2-2: a) Compare and discuss the flexural response of the plain and reinforced concrete beams tested by your group with that of others, in terms of flexural tensile strength of both beams (assuming a cross session of 100 mm x 100 mm and beam span of 300 mm for the other group's concrete beams) and toughness of only reinforced concrete beam. (15 Marks) b) Discuss the sustainability of the beams tested by your group in comparison to those of other groups and explore strategies to enhance the beams' sustainability. (15 Marks)See Answer
Q8:3. Transfer the samples to the Main Lab and leave where directed by the technician 4. The testing will be carried out in 3 parts: Part 1: Testing the 3 Cubes Part 2: Testing the mini-beam There will then be a break whilst all groups test their cubes and beams as the cube machines needs to be reset for the cylinder test During this break you will complete a theoretical mix design exercise Part 3: Testing the cylinder1 OL C ear SELE Figure 2: Machine for testing the cube/cylinder and mini-beam 5. The testing machines will be operated by a technician who will direct you to seat the samples correctly. The testing machine door will then be closed Note-protective safety glasses must now be worn 6. The samples will be tested to failure. UP to see compresiv capacity. capacity. Record the value of failures here: Cube 1 shes 16- mass 109 321.2 KU KN 32.122.309 Cube 2 280.7 kN 2834 2.377 Cube 3 320.6 KN 32.06 2.309 Mini-Beam 11.6 11.104 kN Joaking A mochiome 7KN/sex- 12 0 OV ret/n FIAT LUX UNIVERSITY OF LIVERPOOL SCHOOL OF ENGINEERING Year 1 Laboratories Concrete Making and Testing CMT Technical Note Surname (Family Name): Student ID Number: Programme: Civil engineering Other Names. Laboratory Teaching Assistant (LTA) / Demonstrator Name: Lab group number: STUDENT DECLARATION: ☑ I confirm that I have: Date of experiment (DD/MM/YYYY): UNIVERSITY OF LIVERPOOL CMT Technical Note // ENGG110 Read and understood the University's Academic Integrity Policy. (Students should familiarise themselves with Appendix L of the University's Code of Practice on Assessment which also provides the definitions of academic malpractice and the policies and procedures that apply to the investigation of alleged incidents.); Acted honestly, ethically and professionally in conduct leading to this assessment; Not copied material from another source, nor committed plagiarism, nor fabricated data when completing this work; Not colluded with any other student in the preparation and production of this work. Students found to have committed academic malpractice are liable to receive a mark of zero for the assessment or the module concerned. Unfair and dishonest academic practice will attract more severe penalties, including possible suspension or termination of studies. UNIVERSITY OF LIVERPOOL Overview CMT Technical Note // ENGG110 This technical note template is the entire submission for the CMT lab. Complete it by following the prompts and instructions, then submit it in Canvas using the Turnitin submission link. You will lose marks if you do not follow the instructions. In industry and research there are often very strict guidelines given for layout and page length of reports, so it is a useful skill to learn. Keep sections at the top of each page as indicated in this template. Your CMT lab technical note should not exceed 10 pages. The layout in this document is not exactly the same as it would be in a formal report, but the aim is to prepare you for writing reports later. You should use the feedback provided to improve your work. This technical note contains the following sections: Abstract 15% Part A: Concrete Making Results 25% Discussion 20% Part B: Concrete Testing Results Discussion 20% 20% Your submitted technical note will be marked by the laboratory teaching assistant (LTA) / Demonstrator for the CMT lab, normally within two weeks of the submission deadline. The module coordinator moderates the marking of the LTA. Feedback provided will include marks awarded for each section, with the technical note annotated with comments to explain where improvements can be made. You access your marked technical notes and feedback comments through the Grades interface in Canvas. 1 UNIVERSITY OF LIVERPOOL 1 Abstract/Summary CMT Technical Note // ENGG110 The Concrete Making and Testing Lab aimed to familiarize students with mix design and practical procedures for concrete preparation, casting, and testing. Over two weeks, students engaged in mixing materials, casting concrete samples, and conducting tests following industry standards. The first week focused on concrete making, including mix design, casting, and initial testing. The second week involved testing the cured concrete samples, analyzing results, and comparing them with control mixtures. Experimental procedures included mix design calculations, concrete casting, air-curing, and subsequent testing for compressive and tensile strengths. Results were compared against control mixtures to assess the performance of the concrete batches produced by each group. Main findings indicated variations in compressive strength compared to the control mixtures, highlighting potential differences in mix proportions or curing conditions. However, tensile strength remained consistent across both experimental and control batches. Conclusions drawn from the lab underscored the importance of precise mix design, proper curing, and thorough testing procedures in ensuring the quality and performance of concrete. Variations in water-cement ratios and aggregate types can significantly impact concrete properties, emphasizing the need for meticulous attention to detail in construction practices. Overall, the lab provided valuable hands-on experience in concrete preparation and testing, enhancing students' understanding of concrete technology and its practical applications in civil engineering. 10 2 2 UNIVERSITY OF LIVERPOOL Part A - Concrete Making (mixture analysis) 2.1 Results CMT Technical Note // ENGG110 0,5 Figure 1: A Simple Image to Indicate the Basic Form of the Experiment Fill out the correct values and justify according to: (BRE, 1997) BRE, (1997), Design of Normal Concrete Mixes, 2nd Edition: https://www.academia.edu/34172199/Design of normal concrete mixes BRE Concrete Mix Design Material (kg/m³) Control Mix Sand (0/4 mm) 990 Gravel (4/10 mm) 878 Cement CEM I 52.5R 380 Water 152 3See Answer
Q9: 5500 EN2400 Structural Analysis and Design DESIGN SHORT 4 - ANALYSIS AND DESIGN OF A STEEL AND CONCRETE INFILL FRAME The owner of a building complex has planned to infill the space between two existing adjacent buildings with a new multi-bay single storey building and roof garden. The new 30-metre long structure will comprise frames at 5m centres that support a pre-cast concrete roof deck. A cross-section through one of the internal frames is shown in Figure 4.1. The variable load to be supported by the roof deck has been calculated to allow for a garden area and a set of light-weight free-standing structures. You are required to design both an internal concrete frame and a steel frame to support the roof structure and associated loads, assuming that both frames are continuous structures. You should undertake a series of analyses by hand using the stiffness-based matrix method. Details of the analysis cases to be considered are given on page 2 of this design brief. You should NOT undertake a computer analysis of these frames. You are required to provide full calculations and sketches to support your answers. You should assume the following: • The roof deck comprises 250 thick precast concrete units that span between the frames, overlaid with a 50mm mortar screed. The total characteristic permanent load of the units and screed is 5kN/m². • The characteristic variable load is 7.5kN/m². • The beams are pinned at their intersection with the existing buildings. • The existing buildings have structural elements capable of supporting the beam loads at the necessary locations. • The columns are supported by an existing raft foundation located 1000mm below the finished floor level (FFL) of the new structure. • There are pinned supports at the base of the columns. • The beam-column connections should be considered continuous (i.e. moment carrying). FFL 1000 Existing building Concrete or steel structural frame 3500 All dimensions are in mm. Precast floor units and screed 5500 4000 Concrete raft foundation Existing building Figure 4.1. Cross-section through an internal frame EN2400 Structural Analysis and Design DESIGN DATA Concrete frame fcteff=3.5N/mm2, fyk=fywk 500 N/mm², Es=200kN/mm², cover=30mm Pconc= 25 kN/m³, fck= 40 N/mm², Ecm=35kN/mm², Steel frame Psteel 78 kN/m³, Steel S275 (Fe430) ANALYSIS = • The rotational stiffness (M/0) of a pin-ended beam =3EI/L; • The rotational stiffness (M/0) of a fixed-end beam = 4EI/L; • The fixed end moment for a beam built-in at both ends = wL²/12; • The fixed end moment at the built-in (encastré) end of a beam with a pin support at one end and an encastré support at the other end = wL²/8 • You are not expected to redistribute moments. Important: You will only need to solve a 2x2 system of equations with the primary unknowns being the rotations at the two column/beam intersections. Consider the following load cases for both frames; i. ii. iii. iv. V. vi. Ultimate permanent + variable load across the entire length of the continuous beam. Ultimate permanent + variable load on the central span only and the unfactored permanent load on the outer spans. Serviceability permanent + variable load across the entire length of the continuous beam. Serviceability permanent + variable load on the central span only and the unfactored permanent load on the outer spans. Quasi-permanent load across the entire length of the continuous beam. Quasi permanent load on the central span only and the unfactored permanent load on the outer spans. Note: Every group member must undertake the analysis of at least one of these cases independently. You may limit the number of cases considered to the number of members in your group. EN2400 Structural Analysis and Design CONCRETE FRAME DESIGN Beam: • Design the bottom flexural reinforcement for the maximum ultimate sagging moment and the top flexural reinforcement for the maximum ultimate hogging moment. • Design the shear reinforcement for the maximum value of shear at a distance d (effective depth) from a support. • Check crack widths for the maximum serviceability moment (hogging or sagging). Check the deflection, using the L/d criterion, for the most onerous span of the continuous beam. • Consider curtailment of the flexural and shear reinforcement. Columns: • Design the column for the most onerous combination of ultimate axial load and moment. • • Add the nominal eccentricity moment to the ultimate moment from the applied loads and check the minimum moment criterion. Size the column by assuming Lo=0.80L and that the column is 'short'. Specifically, your column should satisfy the condition λim; where lim=40. STEEL FRAME DESIGN Beam: • Design the beam so that it can sustain both (i) the maximum ultimate sagging moment, based on the assumption that the compression flange is fully restrained, and (ii) the maximum ultimate hogging moment, based on the assumption that the compression flange is unrestrained. To determine the effective length of unrestrained parts of the beam you will need to plot the bending moment diagram and find the distance between the points of contraflexure. • Check the shear capacity of the cross-section for the maximum ultimate shear force. You will also need to check the effects of coexistent moment and shear. • Check the deflection for the most onerous span of the continuous beam. Columns: Design the column for the most onerous combination of ultimate axial load and moment. The major axis moment should be obtained by combining the moment due to the applied load with the nominal moment due to the eccentricity of the axial load. In determining λLT, allowance will need to be made for the shape of the bending moment diagram. Submission deadline: start of the design office session: Thursday week 11.See Answer
Q10:April, 9th 2024 Progress No.5 Othman Alsenafi In my fifth report, I present the events during the past week, as I followed up on what Hamad made regarding the modifications to the structural design of the two-way ribbed slab. The primary (initial) thickness of slab (not assumed like midterm report), I estimated the initial (preimely) thickness of two-way slab by flexural slab-beams according to certain limits on the ACI 318-19 building code. Which the average of flexural slab was greater than 2 for all panels test, so I used the equation (3.8.1.2(d)) and express as follows: 0.8+ Sy afm >2.0 Greater of: 200,000 (d) 36+9ẞ 3.5 (e) The required thickness of slab was 13.86 inches. According minimum design loads and associated criteria for building (ASCE/SEI 7-10), the common hollow block dimensions in the United States often include: " 8-inch width x 8 inch height x 16 inch length. " 10-inch width x 8 inch height x 16 inch length. • 12-inch width x 8 inch height x 16 inch length (This was the choice). Through the follow of design guidelines from relevant codes and standards such as ACI, ASCE, or local building codes, the standard dimensions for topping slab thickness is typically in the range of 1.5 inches and 2.5 inches. This thickness is added on top of the depth of the ribs to achieve the overall slab depth, shown in Fig.1. T Blocks . 12" 6" 16" 6" Fig.1: Details the dimension of rib in two-way ribbed slab. The effective width of rib was calculated about these criteria which was as smallest value of them {0.25 L, bw+16hf, centerline spacing between beams }, which 159 in., 38 in., 22 in., respectively. I approved the effective flange width is 22 inches. However, we know the first step for design of loads act on the slab, beams and ribs is load calculations, which the dead load contains the rib weight, topping slab, hollow blocks weight, and plaster. Additionally, to find the ultimate load subjected to slab according to combination load case, the live load according to minimum design loads (ASCE 7/10, table 4.1) was 40 psf for passenger vehicles. We start with analyzing the continuous beams and ribs by Etabs software to estimate the bending moment and shear to estimate the steel reinforcement. After this will be transfer the loads from slab, beams, columns, foundation, respectively. Without need to tributary area method (approximately)./n 5G ۱۲:۳۷ X Progress Report 5 - Due 4/10/24: Atte... Х Your Grade COMMENTS Instructor Feedback ٨/١٠ See previous comments about use of Etabs. Must have license. Must demonstrate ability to use. SUBMISSION Othman Alsenafi_2.pdf ASSIGNMENT DETAILS 4/10/24 | 11:18 AM Provide a detailed update on progress made since submitting progress report 4. You should have a minimum of 300 words in this progress report. You should discuss what your individual contribution to your team's project has been. It is okay to also discuss group goals reached, but you must report on significant personal contributions to this project. 0:ЕЛ Х Progress Report 6 - Due 4/24/24: Atte... Provide a detailed update on progress made since submitting Progress Report 5. You should have a minimum of 300 words in this progress report. You should discuss what your individual contribution to your team's project has been. It is okay to also discuss group goals reached, but you must report on significant contributions you have personally made. Additional Content? You can add text and files that support your answers. Add Content Save for Later SubmitSee Answer
Q11:N/mm²= Mpa A 4742 14 Material pg/m³) Control Mik 14 28 (Days) 2X 9 Cabes Sand Col4mm) 3990 9.59 33.73 9 Cyli 9 Pi Gel (4/6) 878 846 29,91 Cement CEM] 52.58 380 Water 152 3.66 12,9530% 0145L +0.45 1-4605L = 165 L+10% =236L GCA 518+10%=2,6L =6₁73...+10% ± 7.48.88/n SCHOOL OF ENGINEERING Year 1 Laboratories CM + CT (over 2 successive weeks) Concrete Making + Concrete Testing MATS105: Introduction to Engineering Materials Lecturer Prof. Maulik Patel Demonstrator Names Joao Medeiros and Armin Majidian Demonstrator Email J.Medeiros@liverpool.ac.uk and A.Majidian@liverpool.ac.uk Health and Safety ЗЗИ БИЗ ПО ЦООНОГ Lab coats must be worn at all times during the experiment and instructions by lab demonstrators should be followed exactly and information regarding the labs fire instructions made known. If the lab requires steel capped boots then they must be worn or admittance into the lab cannot be guaranteed. You are reminded that you are required by law to comply with the School's basic rules of lab safety, as outlined at the start of the first year. (2xlesw svizze ΜΟ Aims of the Lab (over 2 successive weeks) Mo 1st Week-CM (Concrete Making) 1. To understand mix design for preparing materials and quantities required for making concrete. 2. To carry out a number of practical steps-(weighing, measuring and mixing materials; preparing moulds for samples; checking concrete workability; casting the concrete into moulds; vibrating the moulds to remove air pockets)- and to record group inputs of all tasks and procedures. 3. To leave the concrete mould samples to air-cure for 24 hours minimum. (Laboratory technicians will place the moulds into water tanks for curing on behalf of groups). 4. To return to the same laboratory 7 days later to complete the experimental procedure involving: (a) removing group samples from the water tank; (b) demoulding each sample using pressurised air; (c) cleaning and drying the samples; (d) testing each sample to industry standards- the 3 cubes tested in the compressive machine; and the mini-beam tested in the flexural machine. 5. To record all values obtained from testing, as well as to complete the questions at the end. 2nd Week-CT (Concrete Testing) The concrete samples will be tested at 7 days. You will test: 3 cubes + 1 mini-beam The aim of this lab is to: Remove the concrete samples to be tested from the curing tank • Transfer the samples to the Structures Lab • Test the samples . Tidy the area for the next group ML You will also have a theoretical mix design to complete as a group whilst you wait for your turn to test. 2 1st Week - CM (Concrete Making) 1 Mix Design Mix design is carried out in accordance with "Design of Normal Concrete Mixes" (BRE, 1997) The criteria of the mix are as follows: • • Volume is 0.008 m³ (3 cubes @ 100x100x100, 1 mini beam) Characteristic compressive strength, 40 N/(mm^2) at 28 days with a 2.5% defective rate (k = 1.96) Portland cement class 42.5 (Note we are actually using CEM II/A-L 32.5R) Bius Circle Mastercreta Cement 0049 612 6222 MORTAR Es = CE CONCITY WILLS TARMAC Figure 1: Actual Cement Class used in the lab • Slump required, 30-60 mm . Maximum aggregate size, 20 mm . Coarse aggregate, uncrushed (10mm, 20mm) . Fine aggregate, uncrushed (70% pass 600 microns) . Maximum free-water/cement ratio, 0.55 . Minimum cement content, 290 kg/m³ Stage Item Reference Values or 1 1.1 Characteristic strength calculation Specified 1.2 Standard deviation Fig 3 3 40 N/mm² 28 days on defectiv 2.5 % Propc r no data 8 /mm 2 N/m o 1.3 333 Margin C1 or (k=1.96) 1.96 x8 = (gails Specified on M 16 N/mm² 30N/mm² 1.4 Target mean strength C2 40+16=56 N/mm² 1.5 Cement strength class Specified 42.5/52.5 (Actually using CEM II/A-L 32.5R) 1.6 Aggregate type: coarse Aggregate type fine: Crushed/uncrushed Grushed/uncrushed 1.7 47 Free-water/cement ratio Table 2, Fig 4 0.41 }Use Use the lower value 0.41 1.8 Maximum free-water/cement ratio Specified 0.55 22.1 Slump or Vebe time Specified Slump 30 -60 mm or Vebe time S 2.2 Maximum aggregate size 2.3 Specified Table 3 20 mm 180 kg/m³ Free-water content 3 3.1 Cement content C3 180+0.41-440 kg/m³ 3.2 Maximum cement content Specified kg/m³ 3.3 Minimum cement content Specified 290 kg/m³ use 3.1 if s 3.2 use 3.3 if >3.1 440 kg/m³ 3.4 Modified free-water/cement ratio 4 4.1 Relative density of aggregate (SSD) 2.6 known/assumed 4.2 Concrete density 4.3 Fig 5 C4 Total aggregate content 2385 kg/m³ 40 8=> 765 kg/m³ 23 54 1 01 5 5.1 Grading of fine aggregate Percentage passing 600 μm sieve 70% 5.2 Proportion of fine aggregate Fig 6 27% 5.3 Fine aggregate content 5.4 } CS { 1765x0.27=475 kg/m³ 1765-475-1290 kg/m³ Coarse aggregate content Cement Water Fine aggregate Coarse aggregate (kg) Quantities (kg) (kg or litres) (kg) 10 mm 20 mm 40 mm per m³ (to nearest 5 kg) 440 180 475 130 860 per trial mix of 0.03 m² 26 14 13 Table 1: Concrete mix design form 2 Method of Mixing 2.1 Weigh Mix Components Each group should take 3 buckets: • 2 for 20mm aggregate (this is to keep the weight below 20kg) 1 for 10mm aggregate • 1 for fine aggregate ("sand" is equivalent to "fine" aggregate) □ 1 for cement 1 for water Cement 20mm agg. 10mm agg Fine/sand Figure 2: Aggregate and Cement Containers Take aggregate and cement from the barrels using the scoops provided and according to the quantities of your "corrected mix design" (Section Error! Reference source not found.) Note-do not fill a bucket with more than 20kg-this is important for 20mm aggregate. 5See Answer
Q12:/n 48 44 40 LO 36 0 32 A 28 KN 60 56 52 CIVE 241-REINFORCED CONCRETE BEAM LAB FIRST CRACK AT: 6 KIN FAILURE LOAD:44 KN mm KN mm KN mm 221221327-76 KN 430 4241 348-18 6050 62736868 86 897 38 22 10 1.63 103-234018 1220312 3494244 14 2.59 14 3.75 445-77 16 3.57 164.03468613 184.3648 D 24 02 CRACK AT 10 KN 204-7750 20 03mm CRACK AT 26 KN 225-1852 16 245.6654 T 3000 4 KN mm 12 8 LOADING 266.1356 2D LOADING 2867358 13 DEFLECTION 10 12 14 16 18 20 22 24 26 28 30 32 34 36.38 307-22 60 12 11 B B A B See Answer
Q13:/n Cube A Dim: 10CXICOXIES (13) R weight: 2320g DICOXICO X100 3 23343 D: 100X100XIGO W: 22989 Leading : 7 KN/S (cube text) A: 294.3 KN 129.43MP B: 298.3KN / 29.83 MPa C: 3317 KN / 33.17 MPa Prismi Dim: 10 X 10 X SO weight: 115129 Loading 6.2 KN185 300mm betwe 19.9KN 1 1.99 MPa (mm) compre trawy face (mm) supports 4 KN 60 56 52 48 44 40 L 36 0 32 A 28 D 24 20 CIVE 241-REINFORCED CONCRETE BEAM LAB KN mm KN mm KN mm 12 02 174 326.81 FIRST CRACK AT: 24 KIN FAILURE LOAD: 97 KN 437 4 196 34 144 6621360 8095 8242 38 842 10 1.25 10 2400 1281 12 28724 1424314 31 44 16 30 16 336 461162 16 12 8+ 4 + Φ KN mm 18 3.70 48 25.45 02mm CRACK AT 03mm CRACK AT WW KN 20 4.14 50 KN 22 458 52 24 554 1ST LOADING 2D LOADING 2655156 28 6.9858 DEFLECTION 30 6.43 60 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 D CONCRETE KN mm KN mm kNmm N 202174 32 6.81 URE LOAD: KN 4 0.37 4 1.96 34 7.44 * 60.676 219 368.0 80.95 8242 38844 10 1.25 10 2.14 408.90 12 1.81 12 2.87 42 9.44 0.2mm CRACK AT: 14 KN 03mm CRACK AT 26 KN 14 2.43 14 3.10 44 10.01 16 3.05 16 3.36 46 11.62 18 3.70 48 25.45 204.14 50 22 45852 24 5.0654 265556 1ST LOADING 2ND LOADING 28 6.98 58 306.43 60 CTION 18 20 22 24 26 28 30 32 34 36 38 banner 15 34See Answer
Q14: Assignment #4 This assignment will introduce students to the process of performing quantity take-offs for caissons for their semester project. Please note that students are welcome to work together on this assignment, but every student is expected to do their own work and submit their own file as a deliverable. For the actual project submission, you are welcome to divide tasks among team members as you see fit. However, this assignment is expected to be completed by each student, as this is an important skill that all students will need to develop for success in this course. Overview This assignment will task students with performing a concrete and reinforcing steel QTO for a caisson for the semester project. Please note the annotations provided on the images below to illustrate which caisson you are tasked with analyzing. Specific deliverables required are outlined below. Please reference the semester project documents for additional information as necessary for performing this QTO. Please refer to the specific caisson identified on the drawing shown below. 156 ட: iconic CODE c ALUM Los A ALFA WATG HELLELL HOTEL OR PARKITECTS Гелочные 300% DESIGN DEVELOPMENT imelight LIMELIGHT HOTEL LEVEL I FOUNDATION FRAMING PLAN PG LEVEL 81 FOUNDATION PLAN A PGS1-001 Zoomed in view of clouded area: 1 PC1 Perform QTO A for this caisson. 25'-0" 23'-6" PC1 CC1 25'-0" C GS2-011 CW8 GB1 CW8 GB1 PC1 CC1 25'-0" CW12T PC2 25'-0" Deliverables The following deliverables must be included in this assignment submission. 1. [3 Points] Show calculations for determining CY of concrete for this caisson 2. [3 Points] Show calculations for determining Tons of steel reinforcing for this caisson. 3. [2 Points] Document assumptions made when performing this QTO 4. [2 Points] Present work in a clear and professional manner that documents all steps taken. A tabular or spreadsheet format is encouraged. Be sure to format the deliverable so that it is easy to identify the required deliverables.See Answer
Q15: The original size of this drawing is 3ữ AREN 4506 Assignment #4 This assignment will introduce students to the process of performing quantity take-offs for caissons for their semester project. Please note that students are welcome to work together on this assignment, but every student is expected to do their own work and submit their own file as a deliverable. For the actual project submission, you are welcome to divide tasks among team members as you see fit. However, this assignment is expected to be completed by each student, as this is an important skill that all students will need to develop for success in this course. Overview This assignment will task students with performing a concrete and reinforcing steel QTO for a caisson for the semester project. Please note the annotations provided on the images below to illustrate which caisson you are tasked with analyzing. Specific deliverables required are outlined below. Please reference the semester project documents for additional information as necessary for performing this QTO. Please refer to the specific caisson identified on the drawing shown below. 19.0 + I -+- 5 - RETAINING WALL BELOW TAINING WAL O 12 CONC PC2 CCT B1-85.067 TYPICAL 4) P 1. FOR GENERAL NOTES AND LEGENDS, SEE SO SERIES AND TYPICAL DETAILS, SEE 81 SERIES SHEETS 2. FOR TYPICAL DETAILS SEE S1 SERIES SHEETS. DETAILS AND SCHEDULES INDICATED AS TYPICAL MAY NOT BE SPECIFICALLY REFERENCED ON DRAWINGS. DETERMINE WHERE EACH TYPICAL DETAIL OR SCHEDULE APPLIES BEFORE PROCEEDING WITH WORK 3. SEE ARCHITECTURAL DRAWINGS FOR CONCRETE SLAB ELEVATIONS, DEPRESSIONS, SLOPES OPENINGS, CURES, DRAINS, TRENCHES, SLAB EDGE LOCATIONS, ETC. AND FOR WALL OVERALL DIMENSIONS, LOCATIONS OF OPENINGS, ETC, NOT INDICATED ON STRUCTURAL DRAWINGS. 4. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF WORK 5. GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND LOCATING ALL OPENINGS THROUGH THE SLAB INCLUDING BUT NOT LIMITED TO ELECTRICAL MECHANICAL PLUMBING SPRINKLER AND TELEPHONE SUBMIT TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO SUBMITTAL OF REINFORCING STEEL SHOP DRAWINGS 6. ELEVATION TOP OF CONCRETE SLAB SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS UNLESS NOTED OTHERWISE THUS 7. CONCRETE SLAB REINFORCING TO FOLLOW FRAMING PLAN 8. LOCATION OF P.T. POUR STRIPS TO BE COORDINATED WITH CONTRACTOR WATG planning architecture landscape interio Irvine CA 949574 8500 PLAN SYMBOLS DESCRIPTIONS INDICATES PILECAP TYPE MARK, SEE B/PG52-001 INDICATES TYPICAL CONCRETE COLUMN TYPE PER A/PG54-001 PS CC1 25 WHERE OCCURS TOP OF PLECAP TO BE UNO. PER SECTION AND/OR DETAILS INDICATES PILE LENGTH, SEE A / PG82-001 GB1 BELOW FINISH GRADE INDICATES CONCRETE GRADE BEAM, SEE SCHEDULE ON 1/PG82-001 INDICATES CONCRETE COLUMN, SEE CONCRETE COLUMN SCHEDULE ON A/PG84-001 INDICATES CONCRETE BEARING WALL W12 INDICATES CONCRETE BEARING WALL W12W.EF AND HT BOUNDARY RENFORCING & TIES @12 AT CORNERS INDICATES 12" CONCRETESHEAR WALL w12EW.EF. AND 24°24' BOUNDARY ELEMENTS VERTICALS & TIES 12 100% DESIGN DEVELOPMENT, MAY 18, 2023 | NOT FOR CONSTRUCTION THE LITTLE NELL HOTEL GROUP RC PARKITECTS 17040 SE PARE DELE, BUITE D IRVINE, CALIFOR92614 949.263.9070 www.TREPARKITECTS.COM Englekirk limelight LIMELIGHT HOTEL 1295 UNIVERSITY AVE BOLDER CU PROJECT NO. 740-COM LEVEL B1 FOUNDATION/ FRAMING PLAN PG LEVEL B1 FOUNDATION PLAN A PGS1-001 ESE 21506 Zoomed in view of clouded area: PC1 Perform QTO for this caisson. 25'-0" A PC1 25'-0" CC1 23'-6" C GS2-011 PC1 CC1 25'-0" GB1 CW8 CW8 GB1 GB1 (SL) CW12 PC2 25'-0" Deliverables The following deliverables must be included in this assignment submission. 1. [3 Points] Show calculations for determining CY of concrete for this caisson 2. [3 Points] Show calculations for determining Tons of steel reinforcing for this caisson. 3. [2 Points] Document assumptions made when performing this QTO 4. [2 Points] Present work in a clear and professional manner that documents all steps taken. A tabular or spreadsheet format is encouraged. Be sure to format the deliverable so that it is easy to identify the required deliverables.See Answer
Q16: Tables for Desgn mix by DOE Type of Type of coarse Compressive strengths (N/mm) Age (days) cement sara 3 , 28 91 Ordinary Portland (OPC) Uncrushed of sulphate- Crushed 211 22 30 42 49 27 36 49 56 resisting Portland (SRPC) Rapid- hardening Unrushed 29 37 Portland Crushed 34 43 35 61 (RHPC) IN/mm² 1 MN/m 1 MPa (see footnote on earlier page). Approximate compressive strength (N/mm²) of concrete mixes made with a free- water/cement ratio of 0.5. Compressive strength (Nimm 10 0.4 Starting line using data from Table 2 0.6 Relationship between compressive strength and free-water/ cement ratio. Table 2: Approximate Free Water Contents Required to Give Various Levels of Workability According to 1988 British Method Slump (mm) V-B (s) 1. Water content: Maximum size of Type of aggregate aggregate (mm) Very low 0-10 > 12 Low 10-30 6-12 Medium 30-60 3-6 High 60-180 0-3 10 Uncrushed 150 180 205 225 Crushed 180 205 230 250 20 Uncrushed 135 160 180. 195 Crushed 170 190 210 225 40 Uncrushed 115 140 160 175 Crushed 155 175 190 205 2. Reduction in water content when fly ash is used: Percentage of fly ash in cementitious material Reduction in water content, kg/m³ 10 5 5 5 10 20 10 10 10 15 30 15 15 20 20 40 20 20 25 25 50 25 25 30 30 Figure 2: Estimated wet density for fully compacted concrete Fresh Density of Concrete Mix - kg/m³ ib/ya³ 200 250 2800 300 350 400 450 170 2700 2600 2500 2400 2300 2200- 2100L Specific Gravity of Aggregate: 160 29 150 Assumed for Crushed Aggregates Assumed for Uncrushed 128 2-7 Aggregates 26 140 245 2-4 100 120 140 160 180 200, 220 240 260 /a Recommended proportions of sand according to percentage passing a 600 μm sieve. (Crown copyright) 80 70 Proportion of sand (%) 40 40 50 50 60 60 15 Slump: 0-10 mm Vebe time: > 12 s 40 09 80 30 20 100 15 Slump: 10-30 mm Vebe time: 6-12 s 40 60 80 100 15 Slump: 30-60 mm Vebe time: 3-6 s 40 60- 80 100 40 Slump: 60-180 mm Vebe time: 0-3 s 60 80 100 Maximum aggregate size: 10 mm 10 0.2 0.4 0.6 0.8 0.2 0.4 0.6 0.8 0.2 0.4 0.6 0.8 0.2 0.4 0.6 Free-water/cement ratio 80 60 70 60 60 Slump: 0-10 mm Vebe time: > 12 s 50 15 40 40 40 Proportion of sand (%) 30 20 20 09 10 10 0.2 0.4 80 20 70 80 100 5 Slump: 10-30 mm Vebe time: 6-12 s 40 60 80 100- 15 Slump: 30-60 mm Vebe time: 3-6 s 40 60 80 100 0.8 15 Slump: 60-180 mm Vebe time: 0-3 s 60 80 100 Maximum aggregate size: 20 mm 0.6 0.8 0.2 0.4 0.6 0.8 0.2 0.4 0.6 0.8 Free-water/cement ratio 0.6 0.8 0.2 0.4 Proportion of sand (%) 30 40 40 60 60 Slump: 0-10 mm Vebe time: > 12 s in 40 30 60 80 20 20 100 10 Slump: 10-30 mm Vebe time: 6-12 s 40 09 80 100 Slump: 30-60 mm Vebe time: 3-6 s 15 40 60 80 100 Slump: 60-180 mm Vebe time: 0-3 s 40 60 80 100 Maximum aggregate size: 40 mr . 0.2 0.4 0.6 0.8 0.2 0.4 0.6 0.8 0.2 0.4 0.6 0.8 0.2 0.4 0.6 0.8 Free-water/cement ratio/n L7 S 1 2 3 Engineering materials Mix design using Characteristic Strength Concrete Mixes (Designed concrete mix) Systematic way of materials properties and knowledge of how they affect concrete properties to produce as economically as possible as the required concrete with specific strength, workability and volume. • Nominal mix & Standard mix (BS5328). • Department of the environment method (DOE) of mix design- 1988. . • Normal concrete, indirect tensile strength and entrained air are included. Relying on a specified strength, the quantity and quality of aggregate, cement and free water is determined. Aims & Objectives Calculating the required amount of materials to prepare 1 m³ concrete to have: • A slump of 30 to 60 mm, • A characteristic 28-day compressive strength of 25 N/mm² (5% failures permitted), • The standard deviation of the tests is σ= 8 N/mm², • Ordinary Portland cement (42.5 N), • Crushed sand of 2.7 density and 55% passing the 600μm sieve, Crushed coarse aggregate 2.7 density and 20mm are used. 1 L7 S 4 5 6 Mix design using Characteristic Strength Designed concrete mix DoE by determining: 1. Mean strength from characteristic strength and SD: fc,mean = fcu + 1.640 2. Free W/C ratio using Fig 1 & 2, 3. Water content using slump and aggregate size table 2/ Fig 3, 4. Cement content: CC WC/(free W/C ratio) 5. Fresh concrete density by Figure 2/ Fig 4, 6. Aggregate content, 7. Sand and course content using sand proportion Fig 5, Mix design using Characteristic Strength Designed concrete mix DoE by determining: Example Produce batch quantities for 1 m3 of concrete to have: ⚫ A slump of 30 to 60 mm and, ⚫ A characteristic 28-day compressive strength of 25 N/mm² (5% failures permitted), ⚫ The standard deviation of the tests is σ= 8 N/mm², ⚫ Ordinary Portland cement (42.5 N), ⚫ Crushed sand of 2.7 density and 55% passing the 600μm sieve and, ⚫ Crushed coarse aggregate 2.7 density and 20mm are used. 1. Mean strength from characteristic strength and σ fc,mean = fcu + 1.64xσ = ? 25+ 1.64 x8 = 39 N/mm² Mix design using Characteristic Strength Designed concrete mix DoE by determining: Example 2. Free water/cement ratio using Figs 1 and 2: (The lower between the obtained ratio and max for durability) 49 39 + Relationship between compressive strech and free water cement i Fig 2 Type of Type of course 3 91 Ordina Portland (OPC) sulphate Uncrushed Crushed 22 30 49 56 Portland RPO Rapid hardening Unrushed 29 37 34 Portland Crushed M 4 61 (RHPC) I N/mm 1 MN/m 1 MPa (see footnote on earlier page) Approximate compressive strength (N/mm²) of concrete mixes made with a free- water/cement ratio of 0.5. Fig 1 W/C = 0.58 Portsmouth University, 2015 2 L7 S 7 8 Mix design using Characteristic Strength Designed concrete mix DoE by determining: Example 3. Water content using slump and aggregate size table 2 (Kg/m³): Table 2: Approximate Free Water Contents Required to Give Various Levels of Workability According to 1988 British Method Slump (mm) V-B (s) 1. Water content: Maximum size of aggregate (mm Type of aggregate Very low 0-10 10-30 6-12 O High 60-180 0-3 Uncrushed 150 180 225 Crushed 180 205 250 20 Upermbed 135 160 195 rushed 210 Kg/m³ 225 40 Uncrushed Crushed 115 140 160 175 155 175 190 205 2. Reduction in water content when fly ash is used: Percentage of fly ash in cementitious material 5 20 10 30 15 40 20 50 25 Reduction in water content, kg/w 5 10 10 15 20 20 25 25 30 30 Fig 3 (slideshare.net, 2010) Mix design using Characteristic Strength Designed concrete mix DoE by determining: Example 4. Cement content: CC = Water content / (free W/C ratio) CC 210/0.58 = 362 Kg/m³ 5. Fresh concrete density Kg/m³: Relying on water content and relative density of aggregate, fresh density can be determined. Figure 2: Estimated wet density for fully compacted concrete 10/10³ 2800200 250 300 350 2400kg/m³ 2700 170 2600 2500 med for Crushed Agg Fig 4 2300 2200 210 220 240 Water content Mix design using Characteristic Strength Designed concrete mix DoE by determining: Example 6. Aggregate content = Fresh density - (cement content + water content): Aggregate content = 2400 - (362 + 210) = 1828 Kg/m³ Mix design using Characteristic Strength 7. Sand and course content using sand proportion: Recommended proportions of sand according to percentage passing a 600 μm sieve. Crown copyright) 80 Proportion of sand (%) 70 60 Slump: 0-10 mm) 50 15 1555% 40 Maximum aggregate 40 40 40 40 size: 20 mm 60 60 60 60 80 80 80 80 100 100 20 100 100 Mix design using Characteristic Strength 0.8 Fig 3 (Taylor, 2000) 9 36% 10.2 0.4 0.6 0.2 0.4 0.6 0.8 0.2 0.4 0.6 08 0.2 0.4 0.6 0.8 Free-water/cement ratio 0.58 3 L7 S 10 11 Mix design using Characteristic Strength Designed concrete mix DoE by determining: Example oporsions of sand according to percentage passing a 600 um sieve copyrigh Mix design using Characteristic Strength 02 04 06 08 02 14 06 08 12 14 111 02 04 06 08 02 04 06 08 02 04 06 08 Free-water/cement ratio 10 80 Fig 5 02 04 06 08 02 04 06 08 02 04 06 08 02 04 06 0 Free-water/cement ratio Mix design using Characteristic Strength Designed concrete mix DoE by determining: Example 7. Sand and course content using sand proportion: From the table, sand ratio is 36% Sand content = 0.36 x 1828 = 658 Kg/m³ Coarse content = 1828 - 658 = 1170 kg/m³ So for each m³ of concrete we need: 1170 Kg coarse, 658 Kg sand, 210 Kg water (0.58) and 362 Kg cement Maimun aggregate size 40 4/n NOTTINGHAM TRENT UNIVERSITY Module DESN10041 Engineering Materials Coursework brief 2023-24 School of Architecture, Design and the Built Environment Department of Civil Engineering Assessment Brief 2b Document Coursework title Concrete design assignment: Concrete mix design using DoE Concrete BEng, MEng, DAs, BSc Civil Engineering Course(s): Module Code and Name: DESN10041 Sustainable Engineering Materials Assessment Number: Submission Format: Individual design Assessment Type 2b and Weighting: calculations. 10% of the module. A Pdf file to be submitted in Dropbox (in module learning room on NOW) - No Hard Copy Declaration: By submitting this work, either via Dropbox or in person, I confirm that the work submitted is mine alone and not the product of plagiarism, collusion or other academic irregularity. I confirm that this is my final submission and that the work is to the best of my ability. *The published submission date and time is final with zero tolerance on lateness. Work submitted within 5 working days after the submission deadline will receive a grade capped at Low 3rd. Work received later than this will be capped at ZERO. Module Learning Outcomes Being Assessed: Knowledge and understanding • Explain how material selection and properties influences the design of civil engineering projects. • Use industry standard tests to analyse and determine material properties. Skills, qualities and attributes • Clearly present and communicate findings from engineering materials investigations. Weightings for each assessment task: 1. Technical content 2. Overall presentation skills Total 70% 30% 100% NOTTINGHAM TRENT UNIVERSITY Module DESN10041 Engineering Materials Coursework brief 2023-24 JBM Threads Use the following codes to indicate where and to what extent the JBM threads are covered: P: Primary Outcomes (which are assessed and evidenced in outputs) C: Contributory Outcomes (which do not necessarily need to be assessed) Design P ☑ C The assignment is to design the concrete mix. Sustainability P | □ | C | ☑ The concrete mix design is the Department of the Environment (DoE) method. Health and Safety P ☐ C ☑ The concrete should be strong enough to carry the required load. Professionalism and Ethics P | ☐ C ☐ AHEP4 Learning Outcomes Please include reference to the specific criteria Science and Mathematics M1 Engineering analysis Design and innovation The Engineer and Society Engineering Practice M2, M3, M4, M13 Employability ☐ > > ☑ ☑ Team working Communication skills Self-management ☐ ☐ ☑ Creativity and reflection Problem solving Decision making NOTTINGHAM TRENT UNIVERSITY Module DESN10041 Engineering Materials Coursework brief 2023-24 Engineering Materials concrete coursework briefing sheet Introduction As part of the content for module DESN10041 Engineering Materials, and a request made by the client of the project required in DESN10037. The client is considering the environmental effect of concrete used in their project and looking for more greener concrete. You are required to design a concrete mix (similar to the concrete mix you did in one of your collaborative sessions) which is going to be used in the pavement of the car park. The question was about finding out the amount of materials required for 1 m³ of concrete based on the Department of the Environment (DOE) method. For this coursework assignment you are required to find out the exact amount of materials required to obtain 1 m³ of concrete with specific characteristics. Assignment You are approached by a contractor who is preparing a bill of quantities (BOQ) for a high-rise building. The contractor asks you to determine the exact amount of components required to produce batch quantities for 1 m³ of concrete, with a slump of 10 to 30 mm and a characteristic 28-day compressive strength of 30 N/mm² (5% failures permitted): the standard deviation of the tests is σ = 6.1 N/mm². Ordinary Portland cement (42.5 N), crushed sand of 2.6 density and 60% passing the 600μm sieve and uncrushed coarse aggregate 2.6 density and 20mm size are used. You are asked to use Department of the Environment method (DOE). Your submission should comprise of a detailed solution with appropriate graphs. The file name should be your name, student number and concrete mix design assignment. Marking criteria The assignment will be marked on technical content including the solutions and diagrams (70%) and overall presentation (30%). Cover sheet and a contents page are required References Lecture Note 7 supplement- Hardened Concrete (NOW - DESN 10041 - Content Assessment - Briefs) - • Tables for designing concrete mix (NOW - DESN 10041 - Content - Assessment - Briefs) - - Students need to use what they have learnt in collaborative session 4 week 11 and 12 (19 and 20 NTU). A plenty of formative feedback was given during these sessions as well as the recorded session on NOW DESN10041 Content Week 12 - Materials activities. You may use the timetabled contact hours as opportunities to get formative feedback from the lecturers. - NOTTINGHAM TRENT UNIVERSITY Module DESN10041 Engineering Materials Coursework brief 2023-24 GRADING CRITERIA AND DESCRIPTORS Section Technical content (i.e., following the brief, accuracy & quality of content, tables and calculations) 70% Overall presentation 30% Exceptional 1st 1st Excellent knowledge and understanding of the area of study. No mistakes. An exceptional understanding of key facts and design process of the mix design of the concrete selected. Full detailed and explained solution with worked graphs. No mistakes. High/Mid/Low Excellent knowledge and understanding of the area of study. No mistakes. A comprehensive understanding of key facts and design process of the mix design of the concrete selected. Full detailed and explained solution with worked graphs. Presentation of exceptional standard and includes relevant diagrams. Exceptional, accurate, brief, and clear without errors. Well-structured organisation conspicuously exceptionally clear and appropriate with an introduction and conclusion. The technical content is communicated in a very clear and concise manner with excellent introduction and conclusion. All graphs and tables are numbered, titled, and referred to in the solution. 2.1 High/Mid/Low Very good knowledge and understanding of the area of study with lower accuracy. One mistake in any parts except W/C ratio. A very good understanding of key facts and design process of the mix design of the concrete selected with detailed explanation with worked graphs. There are some missing units. Presentation of very good standard and includes relevant diagrams. Well-structured organisation conspicuously clear and appropriate. Accurate, brief and clear without errors without introduction or conclusion. The technical content is communicated in a clear and concise manner with very good introduction and conclusion. All graphs and tables are numbered, titled, and referred to in the solution. Grade 2.2 High/Mid/Low Good knowledge and understanding of the area of study but there are few calculation mistakes or wrong w/c ratio. A reasonable understanding of some of key facts and design process of the mix design of the concrete selected. Short explanation rather than detailed solution with some figures. Presentation of a consistently high standard. The work is clearly and appropriately organised and without irrelevance. Accurate and clear expression without errors. The technical content is communicated in a reasonably clear and concise manner with good introduction and conclusion. Most of the graphs and tables are numbered, titled, and referred to in the solution. 3rd High/ Mid/ Low Knowledge and understanding are sufficient to deal with tables, calculations, and basic facts and concepts but have few calculations mistakes. Adequate understanding of some of key facts and design process of the mix design of the concrete selected and very short explanation rather than detailed solution with missing graphs. Presentation of satisfactory standard with only very minor shortcomings. A satisfactory structure is clear. Satisfactory expression with few errors. The technical content is communicated in a reasonably clear and concise manner, but with some shortcomings and either no introduction or conclusion. Part of the graphs and tables are numbered, titled, and referred to in the solution. Marg Insufficient knowledge and understanding of the area of study with several mistakes in the calculations and three components' figures are not right. Poor understanding of some of key facts and design process of the mix design of the concrete selected and inadequate explanation rather than detailed solution. Presentation that is inconsistent or has shortcomings. Organisation is disjointed and may include repetition. Positive qualities outweigh deficiencies in expression, spelling or grammar. The technical content is communicated in a poor manner with no introduction and conclusion. No titles, number of referring to graphs and tables. Fail Mid/ Low Highly insufficient knowledge or understanding of the area of study with several mistakes in the calculations and all components' figures are not right. Very Poor understanding of the key facts and design process of the mix design of the concrete selected and not explanation. Presentation that is inconsistent or makes work not easy to follow. Organisation disjointed with very limited direction and with intermittent or unconvincing relevance. Significant deficient in expression, spelling or grammar. The technical content is communicated in a very poor manner with no introduction and conclusion. NOTTINGHAM TRENT UNIVERSITY Module DESN10041 Engineering Materials Coursework brief 2023-24See Answer
Q17:Problem P1 (10 Points): Two transmission lines parallel each other for 4.5 miles. The configuration of the two lines is shown in Figure P1. During a certain phase to ground fault, the electric currents in one of the power line are as follows: Î₁ = 0, ₁ = 0, 1 = 28, 400 A Compute the induced voltage in each one of the three phases of the other transmission line. What is the positive, negative and zero sequence values of the induced voltages? The soil resistivity is 135 ohm-meters. 48 12 18' b 16' 16' с 40' Figure P1 42² A 14' C 15' 33'See Answer
Q18:1. The beam shown below is subjected to a uniform live load, L = 1k/ft. In addition, the beam must resist a superimposed dead load, Op.s=0.8k/ft as well as its self-weight. The concrete strength is 6,000 psi and the steel is Grade 60. The beam is not in contact with the ground or exposed to weather (hint: cover). Calculate the nominal and design shear strengths of the beam section. Is the beam shear design adequate? If so, redesign the beam to make the design more economical. If not, redesign the beam for shear to ensure the design is adequate per ACI 318-19 standards. 30' WD WL 28" 42" 3 # 10 F-14" 10" #4 Stirrups @ 14" CTCSee Answer
Q19:Long-term and Short-term Deflections of Simple Beam Problem 1) Problem 6-12 (page 181, McCormac and Brown, 9th Ed.) Calculate the instantaneous deflections and the long term-deflections after 4 years, assuming that 30% of the live loads are applied for 48 months (i.e., sustained live load). fy = 60ksi and f = 4ksi. Use E = 57000*sqrt(f) and use (n-1)*A, when you consider the effect of compression steel in transformed section analysis (a) Calculate the modulus ratio, n. [Note: do not use the assumed modulus of n=8]. (b) Calculate the service moments for: (1) dead load (MD) (2) live load (M₁) (3) sustained live load (Mst.) (c) Determine the cracking moment (Mer). (d) Determine the cracked moment of inertia (ler). (e) Calculate the effective moment of inertias (1) for: (1) dead load only (2) dead + live loads (3) dead + sustained live loads (f) Calculate the short-term or instantaneous deflections for: (1) dead load only (2) dead + live loads (3) dead + sustained live loads (4) live load only (5) sustained live only (g) Calculate the long-term deflection (for 4 years) Note: include the contribution of compression steel ratio (p'). (h) Can the beam support nonstructural elements that are likely to be damaged by large deflections? Crack Control for Beam Problem 2) Problem 6-18 (page 181, McCormac and Brown, 9th Ed.) Note: Use f, -0.6fy to estimate the service stress of steel bars. Crack Control for One-way Slab Problem 3) Problem 6-22 (page 182, McCormac and Brown, 9th Ed.)See Answer
Q20:1. Calculate the ultimate strength values, P and Mn for the following column for the following values of the location of Neutral Axis, c from the right side of the column. Also, for each c, plot the points having coordinates (M₁, P) to create the interaction diagram for this column. Comment on the change in the eccentricity as c increases as well. In your design use concrete with compressive strength of 5,000 psi and 8 #9 Grade 60 steel bars. c=0", 2.5", 5", 7.5", 10", 14",18", 24" 18" 18" 2.0 in. 2.0 in. 2. For the column of Problem 1 estimate the axial force and moment corresponding to the points of i) pure compression, ii) pure tension, iii) balance strain conditions, iv) pure moment, v) a point in tension-controlled side of the interaction diagram, vi) a point in the compression side of the interaction diagram.See Answer

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