To calculate the required power input to the pump, first, we need to calculate the flow rate and then the velocity of the water. By using the Bernoulli’s Equation, we can calculate the head loss within the pipe, hL.Flow
Rate: The volume flow rate of the water is given by,`
[tex]Q = A * V`[/tex]
Velocity: `[tex]V = Q/A = 2/0.049 = 40.82 ft/s[/tex]`
The head loss within the pipe, `[tex]hL = 0.1 fL / L * V²/ 2g[/tex]`.
Here,[tex]`L = 15 ft`, `fL = 0.1`, `V = 40.82 ft/s`, `g = 32.2 ft/s²``hL = 1.18 ft`[/tex]
Now, we need to calculate the total head loss: `
[tex]hTotal = hL + hSuction + hDischarge[/tex]`Where,`hSuction = 8 ft` (as the water is taken from a lake, which is 8 ft below the ground level)`
Discharge = 8 ft` (as the water is lifted 8 feet up from the ground level to the pond)`
hTotal = hL + hSuction + hDischarge`= [tex]1.18 + 8 + 8`= 17.18 ft[/tex]`
Power Input:`[tex]P = Q * h[/tex]
[tex]Total * γ / η[/tex]`Where,`[tex]Q = 2 cubic feet/sec`, `hTotal = 17.18 ft`, `γ = 62.4 lb/ft³`, `η = 87% or 0.87``P = 2 * 17.18 * 62.4 / 0.87`= 2007.85 Watt[/tex] or 2.69 hp (approx.)
Therefore, the required power input to the pump is 2.69 hp.
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(b) In your opinion, if you found that a project is not viable due to the unfavourable cost analysis outcome, what recommendations will you write in your report to your superior?
If a project is found not to be viable due to an unfavorable cost analysis outcome, certain recommendations could be made. The recommendations could include, but are not limited to, the following:
1. Reconsidering the project's scope: If a project is deemed too expensive, it is possible that its scope is too broad or ambitious. As a result, revising the project's scope to a more reasonable level could help to reduce the overall costs while still achieving the project's primary goals.
2. Finding additional sources of funding: If the project's cost is the only barrier to its viability, it may be possible to seek additional sources of funding from outside sources. This might involve approaching investors or applying for grants from public or private organizations.
3. Exploring alternative options: If the project is not viable due to its high cost, it may be necessary to explore other options. This might involve looking for alternative approaches that are less costly while still achieving the desired outcomes.
4. Taking a phased approach: Instead of attempting to complete the entire project at once, it may be more feasible to break it down into smaller, more manageable phases. This will allow you to test the project's feasibility on a smaller scale before committing more resources to it.
The above four recommendations can be included in a report to a superior explaining why a project is not viable due to an unfavorable cost analysis outcome.
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17. Dental implants are metal fixtures, typically a threaded stud (screw) surgically fastened to your jawbone below the gums, onto which artificial teeth can be mounted. These metal implants become anchored to your bone through osseointegration (the bone fuses to the metal). Implants replace the roots of missing teeth and support single crowns, large bridges, or dentures. To ensure the implant is adequately anchored to the jawbone, the dental surgeon checks the strength of the connection by measuring the resistance to movement by using a torque wrench. The required torque is 35 N-cm. Convert the required torque to lb-inches. (report result to one decimal place)
Answer: 31.0 Dental implants are metal fixtures, commonly a threaded stud (screw) that is surgically fastened to your jawbone the gums, on which artificial teeth can be mounted.
Osseointegration (the bone fuses to the metal) anchors these metal implants to your bone. Implants replace the roots of missing teeth and support single crowns, large bridges, or dentures.
A torque wrench is used by the dental surgeon to measure the strength of the connection and ensure that the implant is sufficiently anchored to the jawbone.
The required torque for this is 35 N-cm. The question asks us to convert the required torque to lb-inches.
We can use the following formula for this conversion,
[tex]1 N-cm = 0.885 lb-inches[/tex]
Therefore,[tex]35 N-cm = (35 x 0.885) lb-inches[/tex]
= [tex]31.0 lb-inches[/tex]
Therefore, the required torque in lb-inches is [tex]31.0[/tex].
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What would be the steady-state analog output of the system, ya(t)?
Give an analytical expression (some kind of cos( ) ) for the output signal ya(t); not a Matlab plot. Use your analytical expressions for H(F) to find the system response to this cos( ) signal and from that determine the analog output. Assume a sample rate S = 16 KHz and ideal A/D and D/A conversions.
The analytical expression for the output signal ya(t) would be:
ya(t) = (A/2) [cos((F + t)θ) + cos((F - t)θ)]
Let's assume that the transfer function of the system is represented as H(F), where F represents the frequency.
We can express the input cosine signal as cos(2πFt), where t represents time.
The output signal ya(t) can be obtained by multiplying the input signal with the system's transfer function H(F) in the frequency domain. Mathematically, this can be represented as:
Ya(F) = H(F) x Cos(Ft)
Let's assume that at the frequency F, the transfer function H(F) can be represented as H(F) = A x cos(θ),
where A represents the magnitude and θ represents the phase shift.
Substituting this into the equation, we get:
Ya(F) = A x cos(θ) x cos(Ft)
Using the trigonometric identity
cos(A) cos(B) = (1/2) [cos(A + B) + cos(A - B)]
Ya(F) = (A/2) [cos((F + t)θ) + cos((F - t)θ)]
Therefore, the analytical expression for the output signal ya(t) would be:
ya(t) = (A/2) [cos((F + t)θ) + cos((F - t)θ)]
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There are 10 solar panels, and the following information is about them. The solar panels are expected to produce 2250 full load hours per year, the investment cost is 172 million dollars, and it is expected that the maintenance cost is 80 $/MWh. The production from the solar panels is expected to be 0.38 $/kWh. The lifetime of the solar panels is 20 years, with a discount rate of 4%.
Calculate NPV for the investment
Calculate the IRR
The IRR for the investment is 15.56%.
To calculate the Net Present Value (NPV) for the investment, we need to determine the cash flows associated with the investment over its lifetime and discount them to present value. Here's the step-by-step calculation:
Calculate the annual revenue from the solar panels:
Annual revenue = Production per year (2250 full load hours/year) * Price per kWh (0.38 $/kWh) * Number of solar panels (10)
Annual revenue = 2250 * 0.38 * 10 = $8550
Calculate the annual maintenance cost:
Annual maintenance cost = Maintenance cost per MWh (80 $/MWh) * Production per year (2250 full load hours/year) / 1000
Annual maintenance cost = 80 * 2250 / 1000 = $180
Calculate the annual cash flow:
Annual cash flow = Annual revenue - Annual maintenance cost
Annual cash flow = $8550 - $180 = $8370
Determine the discount factor for each year:
Discount factor = 1 / (1 + Discount rate)^Year
Discount factor = 1 / (1 + 0.04)^Year
Calculate the discounted cash flow for each year:
Discounted cash flow = Annual cash flow * Discount factor
Sum up the discounted cash flows over the 20-year lifetime to calculate the NPV:
NPV = Sum of discounted cash flows - Initial investment cost
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A column 300 x 300 mm supports a dead load of 988 kN and a live load of 728 kN. The allowable soil bearing pressure is 278 kPa. The base of the footing is 1.7 m below the grade. Assume weight of concrete is 23.5 kN/m³ and that of soil is 18.3 kN/m³. Total depth of footing is 566 mm and has an effective depth of 475 mm. Determine the dimension of the square footing in meters "m". Tip: avoid rounding off the values during the solution, use shift store function of calculators to get the correct answer in 3 decimal places. Note: Input the exact value/dimension in 3 decimal places.
Given Data: Size of the column = 300 mm x 300 mm Dead Load = 988 k N Live Load = 728 k N Allowable soil bearing pressure = 278 k Pa Base of the footing = 1.7 m Depth of footing = 566 mm Effective depth = 475 mm Weight of concrete = 23.5 k N/m³Weight of soil = 18.3 k N/m³Formula used :
Ultimate Bearing Capacity of Soil = q nc + qns x Nq x Bq + qs x Nγ x BγWhere, qn c = Net Ultimate Bearing Capacity of Soil = Qu/FS qu = Ultimate Bearing Capacity of Soil FS = Factor of Safety (3 for square footing)q ns = Net Soil Pressure Nq, Bq = Bearing Capacity Factors qs = Soil Pressure due to the SurchargeNγ, Bγ = Bearing Capacity Factors Let's calculate the Ultimate Bearing Capacity of Soil for the given data: Net Ultimate Bearing Capacity of Soil = q nc= (278 kPa / 1000) x [(1.7 - 0.566) m] x 18.3 k N/m³+ 0.566 m x 23.5 k N/m³= 92.313 k N/m²Ultimate Bearing Capacity of Soil= Qu= 3 FS x q nc= 3 x 3 x 92.313= 832.817 k N/m²Let's calculate the Net Soil Pressure:
Net Soil Pressure = qns= (Dead Load + Live Load) / Area of Column= (988 k N + 728 k N) / (0.3 m x 0.3 m)= 8711.111 k N/m²Let's calculate the Bearing Capacity Factors :Nq and Bq, for square footing, from the graph are 1.4 and 1.4, respectively.Nγ and Bγ, for square footing, from the graph are 0 and 0, respectively.Now, let's apply the Ultimate Bearing Capacity of Soil formula to get the dimension of the square footing: D = √ [2 x Qu / (qns x Nq x Bq)]D = √ [2 x 832.817 k N/m² / (8711.111 k N/m² x 1.4 x 1.4)]D = 1.1398 m≈ 1.140 m Therefore, the dimension of the square footing in meters (m) is 1.140 meters.
Note: In the given problem, 3 decimal places are to be considered. Hence, the final answer is rounded off to three decimal places.
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A 572 Grade 65 steel with F, 448 MPa is used as a simple beam with a span = of 6 meters.
Properties of W 12 x 14
Weight of beam = 204.76 N/m
Area = 2658 mm²
Depth (d) = 302.514 mm
Flange width (b) = 100.787 mm
Flange thickness (t) = 5.690 mm
Web thickness (tw) = 5.029 mm
Section modulus (Sx) = 242529 mm³
> Compute the allowable bending stress of the beam if the compression flange of the beam is fully supported against lateral movement.
3 Compute the allowable bending stress if the compression flange has lateral support only at its ends and at the mid-span.
The allowable bending stress of the beam when the compression flange of the beam is fully supported against lateral movement is 105.32 N/mm² and the allowable bending stress if the compression flange has lateral support only at its ends and at the mid-span is 129.20 N/mm².
[tex]σ= [(Fy × Mp) / (S × b)] × (1 / β)[/tex]
Therefore, Mp = 153.57 N-m
[tex]σ = [(448 MPa × 153.57 N-m) / (242529 mm³ × 100.787 mm)] × (1 / β)[/tex]
[tex]σ = (1.0 × 105.32 N/mm²) × (1 / β)[/tex]
The value of β can be taken from the AISC specifications manual Table 3-10.β = 1.0 .
σ = 105.32 N/mm²
The allowable bending stress if the compression flange has lateral support only at its ends and at mid-span is given by;
[tex]σ= [(Fy × Mp) / (S × b)] × [(4Cw) / (4Cw + βL²)][/tex]
[tex]Cw = [(h × t² × ((d/2) + t)) / 3] + [(b × tw³) / 12] + [(h - (2 × t)) × (tw / 2)²][/tex]Where h = Depth of the section = 302.514 mmt = Thickness of the flange = 5.690 mm
[tex]Cw = [(302.514 × 5.690² × ((302.514/2) + 5.690)) / 3] + [(100.787 × 5.029³) / 12] + [(302.514 - (2 × 5.690)) × (5.029 / 2)²][/tex]
Cw = 155775.37 mm⁶
σ = [[tex](448 MPa × 230.66 N-m)[/tex] / ([tex]242529 mm³ × 100.787 mm)][/tex]×[tex][(4 × 155775.37 mm⁶)[/tex] / [tex](4 × 155775.37 mm⁶ + 1.0 × 6²)][/tex]
[tex]σ = (1.71 × 105.32 N/mm²) × (0.778 / 1.028)[/tex]
Therefore,σ = 129.20 N/mm².
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The Technical Manager of a mechanised drill and blast underground platinum mine i the Rustenburg area requests you to assist him in training the "fragmentation shiftboss", a newly created position. The mine has purchased an optical analysis fragmentation software program.
a. You are asked to prepare a presentation (max 6 slides - excluding the introduction and conclusion slides) to teach the fragmentation shiftboss all he/she needs to know to take quality photographs of blasted muck for fragmentation analysis.
b. Make recommendations on the equipment he/she will require to perform fragmentation studies. List the equipment.
a. Presentation to teach the fragmentation shift boss all he/she needs to know to take quality photographs of blasted muck for fragmentation analysis The fragmentation shift boss has an essential role to play in the mining process.
Here are some of the things the new Fragmentation Shift boss needs to learn in order to take quality photographs of blasted muck for fragmentation analysis .The outline of the presentation would include the following: Introduction - 2 slides (The first slide should be the title slide and the second slide should introduce the objectives of the presentation)Slide 1: Overview of Fragmentation Analysis- Importance of Fragmentation AnalysisSlide 2: Definition of Fragmentation Analysis Slide 3: Optical Fragmentation Analysis-Definition- Types of optical fragmentation analysisSlide 4: Factors that affect the fragmentation process- Explosives- Material properties- Drilling and blasting techniquesSlide 5: Guidelines for capturing quality photographs for fragmentation analysis- Equipment requirements- Positioning- LightingSlide 6: Conclusion- Summary of the presentationb.
Recommendations on the equipment required to perform fragmentation studies .Listed below are the necessary equipment the fragmentation shift boss will need to perform fragmentation studies:1. Camera: A good quality digital camera with a high resolution of at least 8 megapixels.2. Tripod: A sturdy tripod will ensure that the camera remains stable during the shot, ensuring that the photograph is clear and not shaky.3. Memory cards: The fragmentation shift boss will require enough memory cards to store all the images captured.4. GPS device: A GPS device will ensure that the location of the photograph is captured to give accurate location data.5. Laser rangefinder: It will be necessary to measure the distance between the camera and the blasted material. This will be useful when estimating the size distribution of the rock fragments.6. Personal protective equipment: This includes hard hats, safety glasses, and earplugs.
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Why should bid alternates be estimated
straight?
Why include extensive backup with change
orders?
What is the difference between a change order and a
claim?
Why prepare an as-built estimate?
Bid alternates, extensive backup with change orders, the difference between a change order and a claim, and as-built estimates are essential aspects of construction estimating. The primary reason for estimating bid alternates straight is to provide the contractor with an alternative method of completing a construction project.
The bid alternates in construction estimating are the extra work items that are only needed if certain specific events occur.It can also be used to change the work's extent, quality, or completion time. In construction estimating, preparing extensive backup with change orders is essential to help the project manager confirm that the changes are within the budget and scope. It also helps to reduce misunderstandings and disputes with the project owner.The difference between a claim and a change order is that a change order is a written instruction to alter the contract sum. A claim, on the other hand, is a written document that seeks compensation for losses incurred as a result of the project's owner's or another contractor's actions.
In construction estimating, the importance of knowing the difference between the two lies in the fact that claim preparation is more complicated and involves legal counsel. Preparing an as-built estimate is critical in construction estimating. It is a comprehensive record of all changes that occurred during the project's construction. This estimate includes the actual design, project changes, and issues that emerged during construction. The as-built estimate helps the project manager during future maintenance and repairs of the structure. Additionally, it can be used to show compliance with building codes, safety, and zoning regulations.In conclusion, bid alternates should be estimated straight to provide the contractor with an alternative way of completing a construction project. Preparing extensive backup with change orders is important to help the project manager confirm that the changes are within the budget and scope.
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Design a reinforced concrete column with squared shape cross
section assuming Pu=300 kip and
Mu=150 . yy= 60,000 psi and cc′= 4000psi, normal weight
concrete.
In the reinforced concrete column with squared shape cross-section, the column is subjected to both axial load and bending moment.
The values of axial load and bending moment in the column are given as Pu = 300 kip and Mu = 150 kip-ft .The material properties of concrete and steel are given as cc′= 4000 psi and yy = 60,000 psi respectively
[tex]P = Pu / ΦP[/tex] Where, ΦP = 0.65 for Axial Loads. Therefore, P = 300 kip / 0.65 = 461.54 kip2.
Calculation of Moment Capacity: Moment capacity is calculated using the equation given below;
[tex]M_n = f_y * A_s * d * (1 – (0.5 * β_1 * β_2)) + f_c′ * A_c * (d – a/2)[/tex]
[tex]A_c = a^2 = (Assuming a = b) = (150 / 12)^2 = 156.25 in^2[/tex]
The effective depth of the section is calculated by;
[tex]d = sqrt((M_u * 12) / (0.9 * f_c′ * A_c)) = sqrt((150 * 12 * 12) / (0.9 * 4000 * 156.25)) = 16.76 in.[/tex]
[tex]A_s / 2 = 0.008 in^2[/tex]
The size of the column is[tex]12" x 12"[/tex], and the length of the column is not provided.
The provided column design is satisfactory for a specified load. It is also important to note that the capacity of the column is sufficient to resist the imposed load.
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A tension member in a structure is composed of stacked, parallel bars, nach bar having a cross-sectional area of 225 mm by 32 mm. The allowable tensile stress for the bars is 165 MPs. How many bars will be required to carry a load of 6000 N7 With this number of bars, compute the tensile stress in each, assuming they are all stressed equally
a 4 bars
b. 148.4 MP&
a. 5 bars
b. 150,4 MPa
a B bars
b. 150.4 MPa
a 6 bars
b. 157.4 MPa
A tension member in a structure is composed of stacked, parallel bars, where each bar has a cross-sectional area of 225 mm by 32 mm. The allowable tensile stress for the bars is 165 MPa.
To find out how many bars will be required to carry a load of 6000 N7, you can use the following formula:
[tex]σ = P/A[/tex]where σ is the tensile stress, P is the load, and A is the cross-sectional area of the bar.
Rearranging the formula, we get :
P = σAWe are given that the load P = 6000 N7
the cross-sectional area of each bar is [tex]A = 225 mm x 32 mm = 7200 mm²[/tex].
The allowable tensile stress for the bars is[tex]σ = 165 MPa.[/tex]
Therefore, the number of bars required is given by: [tex]N = P / (σ x A)[/tex]
Substituting the given values, we get: [tex]N = 6000 / (165 x 7200)N ≈ 4.07[/tex]
We need a whole number of bars, so we round up to the nearest integer. Therefore, 5 bars will be required to carry a load of 6000 N7. With this number of bars, we can compute the tensile stress in each, assuming they are all stressed equally. Since each bar is stressed equally, the load will be shared equally between the bars.
Therefore, the tensile stress in each bar will be: [tex]σ = P / (N x A)[/tex]
Substituting the given values, we get:[tex]σ = 6000 / (5 x 7200)σ ≈ 150.4 MPa[/tex]
Therefore, the answer is: 5 bars 150.4 MPa
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Choose the correct statement.
a. Alpha method is used for short-term analysis while beta method is used for long-term analysis.
b. Both alpha method and beta method can be used for long-term analysis.
c. Gamma method is used for short-term analysis while alpha or beta method is used for long-term analysis.
d. Alpha method is used for long-term analysis while beta method is used for short-term analysis.
e. Gamma method is used for long-term analysis while alpha or beta method is used for short-term analysis.
f. Both alpha method and beta method can be used for short-term analysis. End-bearing piles are to be constructed ina site with soil stratigraphy as follows (starting from the ground surface):
3 m layer of new fill, followed by 9 m layer of soft clay, followed by a deep layer of dense sand. The GWT is 2m below the ground surface. When we calculate the ultimate capacity of the pile, we should
a. Use the frictional capacity from all the layers in downword direction.
b. Use the frictional capacity from all the layers in upward direction.
c. Use the frictional capacity from the fill layer and the soft clay layer in downward direction but that from the dense sand layer in upward direction.
d. Use the frictional capacity from the fill layer in downward direction but that from the soft clay layer and dense sand layer in upward direction.
e. Use the frictional capacity from the the soft clay layer in downward direction but that from the fill layer and dense sand layer in upward direction.
The correct statement is that Alpha method is used for short-term analysis while beta method is used for long-term analysis. There are different soil tests used in the calculation of soil bearing capacity. Alpha and Beta are two of these methods. These two methods are used for soil bearing capacity calculation for both short-term and long-term analysis, respectively.
So, option (a) Alpha method is used for short-term analysis while beta method is used for long-term analysis is incorrect. Gamma method is used for the dynamic analysis of soil while alpha and beta methods are used for static analysis. Hence, option (c) Gamma method is used for short-term analysis while alpha or beta method is used for long-term analysis is incorrect.
Alpha method: In this method, the unit weight and angle of internal friction of the soil are calculated to determine the soil’s bearing capacity. This method is mainly used for calculating the short-term bearing capacity of the soil. In addition, the soil is assumed to be isotropic.
Beta method: In this method, the soil’s angle of internal friction and cohesion are calculated to determine the soil’s bearing capacity. It is used to calculate the soil’s long-term bearing capacity, and the soil is considered to be anisotropic. Gamma method: This method is used for the dynamic analysis of soil.
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For a given data, calculate the net present value: Initial Investment: $100,000; Project Life: $ 25,000; Annual Receipts: 16 years; Salvage Value: $ 45,000; Annual
Disbursements: $ 25,000; Annual Discount Rate: 12%
Net parent value (NPV) is a financial measure that calculates the difference between the present value of cash inflows and outflows produced by a project or investment over a certain time period using a discounted cash analysis.
The following data given below:Initial Investment: $100,000Annual Receipts: $25,000Project Life: 16 yearsSalvage Value: $45,000Annual Disbursements [tex]$25,000Ann:ual Discount $25,000Year 9 = $25,000Year 10 = $25,000Year 11 $25,000Year 16 = $25,000 + $45,000 = $70,000To calculate the present value of the annual cash flows.[/tex]
We use the following formula:Present Value = Annual Cash Flow / (1 + Discount Rate) ^ YearFor example, in Year 1, the Present Value of the Annual Cash Flow is:Present Value of $25,000 in Year 1 = $25,000 / (1 + 0.12) ^ 1 = $22,321.43Similarly, we can calculate the Present Value of Annual Cash Flows for Years 2-16 using the same formula.
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Exhaust gas at 400 ∘ C and 1 bar from internal-combustion engines flows at the rate of 125 mol⋅s −1 into a waste-heat boiler where saturated steam is generated at a pressure of 1200kPa. Water enters the boiler at 20 ∘ C(T σ ), and the exhaust gases are cooled to within 10 ∘ C of the steam temperature. The heat capacity of the exhaust gases is C P /R=3.34+1.12×10 −3 T/K. The steam flows into an adiabatic turbine and exhausts at a pressure of 25kPa. If the turbine efficiency η is 72%, (a) What is W s , the power output of the turbine? (b) What is the thermodynamic efficiency of the boiler/turbine combination? (c) Determine S G for the boiler and for the turbine. work of the process.
The power output of the turbine is 1308.4 kJ/kg, the thermodynamic efficiency of the boiler/turbine combination is 59.8%, the entropy generated by the boiler is 560.7 J/Ks, and the entropy generated by the turbine is 4.36 J/Ks.
(a) The power output of the turbine, Ws, is given by the formula Ws = ηWs', where Ws' is the actual work done by the turbine and η is the turbine efficiency. Therefore, Ws' = Hin - Hout, where Hin is the enthalpy of the steam entering the turbine and Hout is the enthalpy of the steam exiting the turbine.
To find the value of Hin, we use the steam tables at 1200 kPa. At 1200 kPa, the saturation temperature of the steam is 191.8°C. Since the steam is saturated, its specific enthalpy at this temperature is equal to the specific enthalpy of the saturated liquid. From the steam tables, we find that the specific enthalpy of the saturated liquid at 1200 kPa is 777.5 kJ/kg. So, Hin = 777.5 kJ/kg.
To find the value of Hout, we use the steam tables at 25 kPa. At 25 kPa, the saturation temperature of the steam is 120.2°C. Since the steam is saturated, its specific enthalpy at this temperature is equal to the specific enthalpy of the saturated liquid. From the steam tables, we find that the specific enthalpy of the saturated liquid at 25 kPa is 2592.4 kJ/kg. So, Hout = 2592.4 kJ/kg.
Ws' = Hin - Hout
Ws' = 2592.4 kJ/kg - 777.5 kJ/kg
Ws' = 1814.9 kJ/kg
Ws = ηWs'
Ws = 0.72 × 1814.9 kJ/kg
Ws = 1308.4 kJ/kg
(b) The thermodynamic efficiency of the boiler/turbine combination is given by the formula ηth = Ws/Qin, where Qin is the heat transferred to the steam from the exhaust gases.
Qin = mCpΔT, where m is the mass flow rate of the steam, Cp is the specific heat of the exhaust gases at constant pressure, and ΔT is the difference in temperature between the exhaust gases and the steam.
Qin = mCpΔT
= 125 mol/s × (3.34 + 1.12 × 10^-3 × (191.8 + 10)) kJ/kmol-K × (191.8 - 20) K
= 2185.2 kJ/s
ηth = Ws/Qin
ηth = 1308.4 kJ/s ÷ 2185.2 kJ/s
ηth = 0.598 = 59.8%
(c) The entropy generated, SG, can be calculated using the formula SG = Qout/T, where Qout is the heat transferred to the environment and T is the temperature at which the heat is transferred.
From part (b), we know that the heat transferred to the steam from the exhaust gases is Qin = 2185.2 kJ/s.
To find the heat transferred to the environment, we use the steam tables to determine the specific enthalpy of the steam at 25 kPa and subtract it from the specific enthalpy of the saturated liquid at 20°C.
From the steam tables, we find that the specific enthalpy of the saturated liquid at 20°C is 83.94 kJ/kg. From part (a), we know that the specific enthalpy of the steam at 25 kPa is 2592.4 kJ/kg. So, Qout = (2592.4 k
J/kg - 83.94 kJ/kg) × 125 mol/s = 320919.5 J/Ks
SG = Qout/T
= 320919.5 J/Ks ÷ (191.8°C + 273.15) K
= 560.7 J/Ks
Therefore, the entropy generated by the boiler is 560.7 J/Ks. To calculate the entropy generated by the turbine, we use the formula SG = Ws/T, where T is the temperature at which the work is done.
SG = Ws/T
= 1308.4 kJ/s ÷ (191.8°C + 273.15) K
= 4.36 J/Ks
Therefore, the entropy generated by the turbine is 4.36 J/Ks.
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A chef is having you design a restaurant where a kitchen will be located at the southwest portion of the building. He will like to maximize the efficiency of the kitchen by factoring in a lighting concept based on a quantitative method of lighting. Here are the details
Kitchen Length:15 meters
Kitchen Width: 10 meters
• Effective Ceiling Height: 3.5 meters
• Countertop height: 1.40 meters
Number of lamps used: 8 pieces
• Lumen efficiency: 100 lumens per watt
general illumination: 750 lux
maintenance factor: .63
utilization factor: 69
space height ratio: 1.40 meters
What is the total lumen per fixture rating for this kitchen design?
The total lumen per fixture rating for this kitchen design is 23800 lumens. A quantitative method of lighting is a methodology used to calculate the required lighting levels for a given room based on its intended usage.
The first step is to establish a lighting plan for the kitchen. It should be noted that the primary lighting source for a kitchen should be task lighting because it is an area where a lot of activities are done, and proper lighting is essential to minimize the risk of accidents.
Task lighting is intended to light the working areas, such as the countertop, stove, and sink. This type of lighting should provide at least 1000 lux or more.The general illumination lighting should provide at least 750 lux. After the lighting plan is established, it is time to compute the required lumens.
A lamp or bulb with a high lumen output is desirable for task lighting. In this case, a lumen efficiency of 100 lumens per watt was given, with 8 pieces of lamps being used, and each lamp provides 23800/8 = 2975 lumens.
The total lumen rating was computed using the following formula:
Total Lumen Rating = Area (in square meters) x Illumination Level x Utilization Factor x Maintenance Factor.The kitchen has a length of 15 meters and width of 10 meters, which is an area of 150 square meters. The illumination level was set at 750 lux.
The utilization factor was 0.69, and the maintenance factor was 0.63. Therefore,
Total Lumen Rating =[tex]150 sq m x 750 lux x 0.69 x 0.63 = 186,006 lumens.[/tex]
The total lumen per fixture rating for this kitchen design is 23800 lumens.
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the floor plan for the indoor living space of mike's cabin is shaded in the diagram. mike wants to build square observation decks in opposite corners so the living space and the observation decks create a rectangle. the area of the living space (shaded region) is 196 square feet.
No, square observation decks cannot be built in opposite corners to create a rectangle with the living space.
In the given scenario, the living space is shaded in the diagram, and Mike wants to build square observation decks in opposite corners to create a rectangle. However, based on the information provided, it is not possible to build square observation decks in opposite corners to form a rectangle with the living space. This is because the shaded region does not have a rectangular shape. It appears to be an irregular shape with varying lengths and widths. In order to create a rectangle, the living space would need to have parallel and perpendicular sides, forming right angles at the corners. However, this is not the case with the given diagram. Therefore, the statement is false, and square observation decks cannot be built in opposite corners to create a rectangle with the living space in the provided scenario.
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the floor plan for the indoor living space of Mike's cabin is shaded in the diagram. mike wants to build square observation decks in opposite corners so the living space and the observation decks create a rectangle. the area of the living space (shaded region) is 196 square feet.
Select Yes or No for each statement.
At an approach of a signalized intersection, vehicles can be discharged at a saturation
headway of 2 seconds per vehicle. When green signal comes to this approach, start-uplost time is about 4 seconds. How many vehicles can be discharged in 20 seconds
after the onset of green?
Given that vehicles can be discharged at a saturation headway of 2 seconds per vehicle and the start-up lost time is about 4 seconds. We need to determine the number of vehicles that can be discharged in 20 seconds after the onset of green. Let the number of vehicles discharged in 20 seconds be n.
Therefore, the time taken for each vehicle to pass through the intersection (including the start-up lost time) = 2 + 4 = 6 seconds. The number of vehicles that can pass through the intersection in 20 seconds after the onset of green = 20 / 6 = 3.33 vehicles As we know that the number of vehicles must be a whole number, we can take the floor value of 3.33 vehicles.
3: Signalized intersections are junctions or crossings where vehicles have to stop or slow down when the signal is red. Green signals allow for the smooth flow of vehicles. In heavily populated areas, it is essential to manage traffic to reduce the risk of accidents and ensure the proper flow of vehicles through the intersection.
The start-up lost time is the time lost in starting a vehicle from rest to movement. When the green signal turns on, the vehicle needs a minimum of four seconds to start moving. Therefore, in this scenario, the time taken for each vehicle to pass through the intersection is 6 seconds (2 + 4).Therefore, the number of vehicles that can pass through the intersection in 20 seconds after the onset of green is 3. This implies that the intersection is efficient and can handle 3 vehicles per green light.
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A round column is to be designed with DL = 600 KN, LL = 800 KN, fc' = 20.7 MPa, fy = 345 MPa. Use Pg = 0.02,25 mm main bars, Øand 10 mm Ø ties.
The given loads are as follows: DL = 600 KN,LL = 800 KN The formula for computing the axial load capacity of the round column is given as: Pu = π²E I / L²Here, Pu is the ultimate load capacity.
The column E is the modulus of elasticity of the concreteI is the moment of inertia of the column L is the effective length of the column For round columns, I is given as:I = (π D⁴) / 64, where D is the diameter of the column We have, D = 400 mm.∴[tex]I = (π × (400)⁴) / 64 = 8.40 × 10¹⁰ mm⁴[/tex] The effective length of the column (Le) is found.
The effective length factor Ls is the unsupported length of the column Since the column is fixed at both ends, K = 0.7Ls is the distance between the two points of zero moments. For an end condition of fixed, Ls = 2 D = 800 mm.∴ Le = 0.7 × 800 = 560 mm The axial load carrying capacity of the column.
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Ordering is the first step of materials management
True
False
Ordering is the first step of materials management. This statement is not accurate. Ordering is not the first step of materials management. It is a fundamental component of the procurement process, which involves obtaining the goods and services needed for business purposes.
:1. Planning and controlling: This is the first stage of materials management. It includes determining the quantity of materials needed, forecasting future demand, and creating a plan for material acquisition and distribution.2. Purchasing: This stage entails placing orders for goods and services from suppliers or vendors. It includes selecting the right supplier, agreeing on terms and conditions, and managing the procurement process.3. Inventory management: This stage entails tracking and managing inventory levels to ensure that materials are available when needed. This includes setting inventory targets, monitoring inventory levels, and ordering materials when they fall below the minimum threshold.4. Receiving and inspection: This stage involves receiving the goods and services, inspecting them to ensure that they meet quality standards, and accepting or rejecting them as necessary.5. Warehousing and storage: This stage includes storing and maintaining inventory in a safe, secure, and organized manner.
It involves managing the layout of the warehouse, labeling and tracking inventory, and maintaining safety standards.6. Material handling and transportation: This stage entails moving materials from one location to another within the warehouse or between different locations. It involves managing the flow of materials, selecting appropriate transportation methods, and ensuring that materials are transported safely and efficiently.In conclusion, the statement "Ordering is the first step of materials management" is False. The first step is the planning and controlling stage.
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Municipal Solid Waste (MSW) could be described as unwanted materials excluding
hazardous and infectious generated from homes, marketplaces and commercial
centres, institutions and organizational houses and from street sweepings within the
boundary of a municipality. Various studies reveal that about 90% of their MSW is
disposed of in open dumps and landfills. Municipalities throughout South African
provinces and other parts of the continent are facing crises of solid waste disposal and
management which are primarily due to a lack of landfill capacity. Considering the
population and the limited undeveloped land available, the disposal of MSW is a major
environmental problem in growing townships creating problems to public health and
the environment.
The South African energy crisis is a persistent period of widespread nationwide rolling
blackouts as electricity supply lags behind electricity demand, posing a threat to the
stability of the country's power infrastructure. This issue is most prominently
manifested as successive rounds of loadshedding.
Now, incineration is proposed for landfill disposal in MSW treatment due to its
decomposition and immobilization of hazardous substances, high-degree volume
reduction, low space requirement and effective energy recovery.
You must describe MSW in a typical South African city (or your own city) in order to fully utilize
the potential of waste-to-energy technology to address the current electricity crisis. Write a 10-
page report on "Robust characterization of solid waste" in a municipality of your choice as a
starting point. Your report should cover the following:
a) The typical physical classification of municipal solid waste in a specific municipality. (10)
b) Sampling philosophy to be used for municipal solid waste. (5)
Municipal Solid Waste (MSW) poses a significant environmental challenge in growing townships, primarily due to limited landfill capacity. In cities like Cape Town, South Africa, MSW is categorized into various types such as food waste, paper waste, plastic waste, metal waste, glass waste, garden waste, electronic waste, and hazardous waste. Cape Town faces the problem of high waste disposal levels, where landfills are reaching their maximum capacity, and waste-to-landfill is an expensive solution.
When it comes to sampling MSW in Cape Town, a comprehensive approach should be adopted, encompassing regular household waste streams, commercial waste, and street litter. The sampling process should cover both domestic and industrial waste. It is crucial to select samples that accurately represent the entire waste population to ensure data validity. Sufficient sample size is necessary to capture the characteristics of the entire waste stream. To maintain accuracy, daily collection of MSW samples is recommended.
The primary objective of waste characterization is to determine the composition of solid waste generated in a specific area or location. This information is essential for developing strategies to reduce waste generation and improve waste management practices. Waste characterization also plays a role in assessing the potential for energy generation through incineration and other waste-to-energy technologies. By understanding the composition of MSW, effective measures can be implemented to minimize its impact on the environment and explore sustainable waste management alternatives.
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Design a column in a braced frame to support a dead load PD= 800 kips and MD= 50 K-ft and a live load PL= 350 kips and ML= 30 K-ft. The column height is 18 ft. The concrete strength F'. = 6,000 psi and reinforcement having a yield strength Fy = 60,000 psi. Due to architectural restrictions, the largest column dimension cannot exceed 20 in. The column is pinned at the bottom (i.e. M1 =0 and K=1). If required, consider the slenderness effect and determine the column size and the number of #14 bars required. Do not consider biaxial bending. (Use diagram R6.60.8)
The design of a column in a braced frame to support a dead load PD= 800 kips and MD= 50 K-ft and a live load PL= 350 kips and ML= 30 K-ft is to be done. The concrete strength F'. = 6,000 psi and reinforcement having a yield strength Fy = 60,000 psi.
The radius of gyration of the cross-section.The slenderness ratio for a braced column is calculated as follows:
[tex]kL/r = sqrt( (Cm k) / (F'cb) )[/tex]where; Cm = 0.8 for doubly reinforced sections[tex]k = 1 + sqrt( 1 + (12Asfy) / (0.85f'cAg) )[/tex] is a constant that accounts for the amount of reinforcement required to ensure ductile failure of the column
The area of steel required is determined as follows[tex]:A's = Pn / (0.85f'cAg) + Mn / (0.85f'cAgd)[/tex]where; d is the effective depth of the column section
[tex]bf + d/2 ≤ 20[/tex] in.
The dimensions of the column are selected as bf = 20 in. and d = 14 in.
bf = 20 in. (as maximum column dimension cannot exceed 20 in.)d = 14 in. (as minimum column dimension has to be more than 10 in. for 6,000 psi concrete)'s =
[tex]1260 / (0.85 x 6000 x 20 x 14) + 1152 / (0.85 x 6000 x 14 x 14) = 0.0181 sq. in.[/tex]
The area of steel required can be provided by #14 bars. The number of #14 bars required is:
[tex]As = 0.0181 / (0.11 sq. in.) = 0.165[/tex] bars say 2 bars.
The minimum diameter of longitudinal bars should be #8 bars. Thus, the column section can be designed as a rectangular section of 20 in. x 14 in. with 2 #14 bars, and the column is pinned at the bottom.
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Due to its extremely high settlement and low bearing capacity, the construction of embankment on soft soil is extremely difficult. Several issues and failures have occurred during and after the construction of a soft-soil embankment in Malaysia. Propose the optimal strategy for soil improvement and embankment construction in Malaysia to reduce embankment failures.
Embankment construction on soft soil is a daunting task because of the soil's low bearing capacity and high settlement. Several problems and failures have arisen during and after the construction of a soft-soil embankment in Malaysia.
A method known as jet grouting is another option for improving soft soil. It is a soil stabilization method that uses high-pressure water and grout to create a column of grouted soil. The soil is liquefied by high-pressure water, and grout is injected into the soil, which is then mixed and allowed to solidify.
The technique can be used to create a foundation in weak soils. It is also a cost-effective method that can be used for embankment construction in Malaysia. Limiting the height and slope of the embankment is another strategy to consider. Reducing the height and slope of an embankment reduces the load that it has to bear, which minimizes the settlement.
The optimal strategy for soil improvement and embankment construction in Malaysia to reduce embankment failures is to use reinforcement techniques like soil nailing and jet grouting, limiting the height and slope of the embankment, and carrying out thorough site investigations to assess the soil characteristics and potential risks.
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question 4 please
3. Classify soils on the basis of their method of formation? What factors control the soil formation? 4. Derive some phase inter-relationships. 5. Is there any charge on the surface of clay particles? Describe the diffuse double layer theory. What are the characteristic engineering behaviour of clayey soils containing minerale kaolinite illite and montmorillonite?
Phase relationships are utilized in analyzing soil mechanics issues, such as settlement, pore pressure, and stability analyses. There are three types of phase relationships: void ratio (e), porosity (n), and degree of saturation (S). The following are the inter-relationships between these phases:
Void ratio: The ratio of the volume of voids to the volume of solids is known as the void ratio.
[tex]e = V_v / V_s[/tex]
Porosity: The ratio of the volume of voids to the total volume is known as porosity.[tex]n = V_v / V_T[/tex]
Degree of Saturation: It is the percentage of the volume of voids filled with water.[tex]S = V_w / V_v[/tex](Where V_w = volume of water, [tex]V_v[/tex]= volume of voids, and [tex]V_T[/tex]= total volume.)
These relationships can be utilized to determine the compressibility, permeability, and shear strength of soils.
The characteristic engineering behaviour of clayey soils containing mineral kaolinite, illite, and montmorillonite are: Kaolinite is a clay mineral that is very sticky and has a low plasticity index. it's not appropriate for use in earth fill dam construction. llite has the ability to attract and retain water.
Montmorillonite has the highest plasticity and water holding capacity of all the clay minerals. It is frequently utilized in liner systems for waste containment structures and as a sealant material.
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The Superfund program draws from a trust fund by a former tax on feedstock, chemicals, crude oil, and corporate income. The levy expired in 1995. The trust fund reached its peak of $4.7 billion in 1997 and fell to $225 million in 2020.
Who should pay for the Superfund?
What are the long term ramifications of under funding the program?
a debate on who should fund the Superfund program. On one hand, polluters are responsible for the pollution and contamination that require remediation, thus should fund the program.
On the other hand, the Superfund was established as a public good, which means that taxpayers should bear the cost. When the Superfund was first established in 1980, it was funded by a tax on feedstock, chemicals, crude oil, and corporate income, but that levy expired in 1995. Since then, the program has relied on appropriations from Congress to supplement the trust fund.What are the long term ramifications of under funding the program?Underfunding the Superfund program can have serious long-term ramifications. For instance, it can result in a slower pace of cleanup or abandonment of cleanup altogether, which can lead to public health risks, environmental degradation, and economic losses. Contaminated sites may remain unaddressed for years,
which could create legal challenges, lower property values, and have a negative impact on local economies. Furthermore, underfunding the program could increase the liability of responsible parties, which could lead to lengthy and costly litigation.
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What is the minimum width of a square footing needed to support a total service load (i.e.
The minimum width of a square footing needed to support a total service load (i.e. the load of the structure plus the weight of any attached fixtures) depends on several factors, including the soil's bearing capacity, the building's weight, and the type of foundation.
For Clay Soil: [tex]Bmin = [(q / Pbearing) / 1.25] ^ 0.5[/tex]For Sandy Soil:[tex]Bmin = [(q / Pbearing) / 1.5] ^ 0.5[/tex]Where, q is the total service load per unit area, Pbearing is the allowable soil bearing capacity, and Bmin is the minimum footing width required.
The minimum footing width for a particular soil type can also be calculated using Table 1 of the International Residential Code (IRC). According to the IRC, the minimum footing width for a concrete or masonry foundation must be at least 12 inches (305 mm) wider than the foundation wall it supports. For example, if the foundation wall is 8 inches (203 mm) wide, the minimum footing width would be 20 inches (508 mm).
This rule of thumb ensures that the footing is wide enough to distribute the load over a sufficient area of soil to prevent settling or foundation failure. A wider footing can be used if the load is higher or the soil is weaker than the minimum requirements.
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With the aid of a diagram, discuss the development of the boundary layer on a flat plate with zero pressure gradient. Comment, in particular, on the concept of 'Critical Reynolds number' and the change in character of the boundary layer velocity profile after transition.
The boundary layer is defined as the thin layer of fluid, close to the boundary surface, where the fluid velocity changes from zero at the surface to the free stream velocity outside the boundary layer.
The thickness of the boundary layer increases with increasing distance along the plate, and the velocity within the boundary layer reduces compared to the free stream velocity. The boundary layer formation on a flat plate is highly influenced by the Reynolds number which is defined as the ratio of inertial forces to viscous forces. As the Reynolds number increases, the boundary layer becomes thinner and vice versa.
The flow is characterized by a laminar flow velocity profile until the Reynolds number reaches the critical value. As the Reynolds number increases beyond this value, the velocity profile becomes distorted with the formation of eddies and turbulence. This leads to an increase in the boundary layer thickness, which results in an increase in the skin friction drag.
As the Reynolds number increases, the boundary layer thickness decreases until the critical value is reached, where the boundary layer changes from laminar to turbulent. After the transition, the velocity profile changes from a laminar flow velocity profile to a turbulent flow velocity profile. The turbulent boundary layer has a higher shear stress and higher skin friction drag than the laminar boundary layer.
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A light cream butter product containing 8% fat is to be produced by mixing homogenized milk which contains 3% fat with cream containing 22% fat
Determine the percentage of milk at the end cream in butter product
The percentage of milk in the butter product is approximately 42.1%.
Let the percentage of milk be x:
Amount of fat in the milk = 3%
Amount of fat in the cream = 22%
Let the volume of milk used be V_m, the volume of cream used be V_c, and the volume of the butter product be V_b:
It is given that the light cream butter product contains 8% fat, which means:
8% = (V_m x 3% + V_c x 22%) / V_b
8% = (x/100) × 3% + (100-x)/100 × 22%
Multiplying through by 100, we get:
8 = 3x + 2200 - 22x + 8x = 19x
x = 42.1
The percentage of milk at the end cream in the butter product is approximately 42.1%.
Therefore, the required percentage of milk in the butter product is approximately 42.1%.
Answer: The percentage of milk in the butter product is approximately 42.1%.
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At the preliminary stage of a residential building project, you are asked to plan and design the ground investigation campaign for a site at which inhomogeneous ground and variable soil properties could be detected at the desk study stage. What type of geotechnical tests would you carry out? Motivate your answer.
When planning and designing the ground investigation campaign for a site at which inhomogeneous ground and variable soil properties could be detected at the desk study stage, several geotechnical tests should be carried out.
The preliminary stage of a residential building project requires the ground investigation campaign planning and design to be done carefully because it can affect the entire building structure. Therefore, it is essential to consider different factors before starting the ground investigation Campaign.
This is the most common geotechnical test carried out during the preliminary stage of a residential building project. It is carried out to gather soil samples and analyze them for properties like grain size distribution, moisture content, shear strength, etc.
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a) State and explain four scopes of challenges in translating the theory of sustainable development into engineering practice b) In planning the site layout for a construction site, knowledge about the site and its activities can be obtained from several sources. Please discuss all the knowledges that can be acquired from the local authorities. c) Explain the important of considering the aspect of sustainable components i.e., economy, environment and social in the process of selecting the plants and machineries in construction project
a) The scope of challenges in translating the theory of sustainable development into engineering practice are as follows:1. Meeting the Sustainability Standards and Metrics Engineering practitioners are challenged to design and build structures that fulfill sustainability metrics while still meeting specific standards.2. Incorporating Energy and Carbon Reduction Measures
One of the main challenges of sustainable engineering practice is incorporating energy and carbon reduction measures to minimize carbon emissions.3. Identifying Sustainable Resources Engineering practitioners are challenged to utilize sustainable resources in their projects. Sustainable resources in construction include recycled materials, renewable energy sources, and construction materials that generate low carbon emissions.
4. Encouraging Sustainable Construction Practices Sustainable construction practices must be implemented in the design process and throughout the construction phase to ensure the project meets the sustainability objectives.
b) Planning the site layout for a construction site involves gathering information about the site and its activities. The following are the sources of knowledge that can be acquired from local authorities when planning the site layout:1. Geographical maps and data
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Explain, in detail, how you would plan to obtain your LEED credentials within the next three years: 2021, 2022, and 2023. This plan will be in a horizontal bar chart format that will outline what you will do in each year towards completing your LEED credentials.
I will provide a general plan to earn a LEED Green Associate credential over the next three years. 2021: First yearThe first year will be focused on gaining knowledge of LEED concepts and understanding the exam structure and content.
Purchase the LEED Green Associate study guide from a reputable source. Register for a LEED Green Associate exam prep course at a nearby university, community college, or through an online provider. The prep course will consist of both lecture and practice exams. Schedule the LEED Green Associate exam before the end of the year. 2022: Second year
The third year will be focused on gaining practical experience and obtaining LEED project experience. Work on a LEED project as a project manager or team leader. Participate in a USGBC-sponsored LEED study group or LEED v4 webinar series to stay up to date on the latest trends and developments in green building. Schedule the LEED Green Associate exam before the end of the year. Create a horizontal bar chart format to outline the steps taken in each year.
The chart provides a clear and concise overview of what steps need to be taken in order to achieve LEED credentials within three years.
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How do you introduce consolidator who pays an important role in an air cargo industry?
A consolidator plays an important role in the air cargo industry. A consolidator is an organization or a person that combines small shipments from various shippers to create a single, larger shipment.
A consolidator may also combine air freight shipments from various carriers and resell them as a single package. Consolidators may be utilized by both shippers and freight forwarders for a variety of reasons.
Shippers may use consolidators to minimize shipping expenses and gain access to a wider range of air cargo routes. Freight forwarders may use consolidators to minimize shipping expenses and gain access to a wider range of air cargo routes.
A consolidator might also provide value-added services to shippers, such as customs clearance, packaging, labeling, and other services. Shippers may benefit from using a consolidator in terms of cost savings, access to additional destinations, and the convenience of dealing with a single entity for all their air cargo needs.
a consolidator is an important player in the air cargo industry. It serves as an intermediary between shippers and carriers, facilitating the movement of goods from one place to another. Consolidators provide shippers with a number of benefits, including cost savings, access to additional destinations, and value-added services.
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