Project Name: Supermarket project– multibodegas
Description: The content is building a Maxibodega has architecture; cuts; elevation; plane structures, section beams, slab lightened; columns section and distribution; details miscellaneous metal frame plane with respective joists and details armed
Category: Autocad Drawing / Projects / Store houses – ware houses
File extension: DWG
Project Name: Recreation center tour
Description: Recreation Center Tour – Project – Plants – cuts
Category: Autocad Drawing / Projects / Tourism – recreation
File extension: DWG
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Project Name: Recreational swim center
Description: Adult and childrens pools, bathrooms and restaurant area.
Category: Autocad Drawing / Projects / Tourism – recreation
File extension: DWG
Table of Contents
Top performing companies successfully complete 89 percent of their projects, meaning effective project managers not only impact the success of their company’s top initiatives—they enable better project performance overall.
Ninety-seven percent of organizations strongly agree that project management is critical to the success of their company, according to a survey by Pricewaterhouse Coopers. From seeing complex projects from inception to completion, project managers have the capacity to reduce company costs, increase organizational efficiency, and help generate higher revenue.
When it comes to project management, salaries can be rewarding, but also depend on several factors. Let’s take a deeper dive into how certifications, earning an advanced degree, specialization, and other factors can add more money to your paycheck.
Those with a PMP certification earn 20 percent more than those without one. The median salary for project managers holding this certification is $111,000, versus a median salary for non-PMP holders at $91,000 across all industries.
The PMP certification demonstrates your proficiency in becoming a certified project manager. Earning one not only helps you enhance your salary, it demonstrates to employers that you have the skills, knowledge, and organization to successfully manage projects and teams. PMP certification is often preferred or recognized for promotions and career advancement.
The certification is earned through the Project Management Institute, a globally-recognized association that promotes collaboration, education, and research within project management. The organization also maintains international certification standards, credentialing, policies, and procedures.
In addition to certification, 34 percent of project management job postings prefer or require a graduate degree, according to a report from Burning Glass Labor Insight. A master’s degree in project management can equip you with the concrete skills you need to lead complex projects.
Along with earning your PMP certification, you can further increase your salary depending on your specialization within project management. For example, you may choose to become a program manager or a portfolio manager.
Here’s how the three break down:
Team size also affects a project manager’s income. Depending on the size of the team, a project manager could earn an additional $20,000 per year in salary. According to the Project Management Institute, ranges include:
Project managers also make 40 percent more if they are managing ventures that surpass $10 million.
Your chosen industry can have a significant impact on your earnings as a project manager. According to the Project Management Institute, project managers in the following industries report the highest median income in the nation:
Project management salaries within the science, technology, engineering, and math (STEM) fields are rewarding due to the rapid growth and high salaries within the field. In fact, 93 percent of STEM jobs offer wages well above the national average, and the national median salary for all STEM positions is almost double the average wage for non-STEM roles.
Within the government, projects are more complex than other fields and often require specialized knowledge of particular software, making project management salaries higher than average.
Where you choose to work can also affect your salary. This includes locations both within the U.S. and worldwide.
You can make up to $16,000 more depending on your location within the U.S.
Nationwide, project manager salaries are:
Keep in mind that cost of living varies with each city. For example, the cost of living in Seattle is 24 percent more expensive than the average city, while the cost of living in Austin is three percent lower.
In addition to the U.S., project managers earn the most in countries such as Australia, Switzerland, the Netherlands, Germany, and Canada. According to ProjectManager.com, they command a median salary of:
Where you choose to work can have a huge impact on earnings, in addition to certification and advanced degrees, specialization, project team size, and industry. Project managers should then consider a multitude of factors when looking at salary.
Source: www.northeastern.edu
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Defining the boundary conditions in a model is one of the most important part of preparing an analysis model, irrespective of the software that you use. Supports are an essential part of building your model to ensure accurate and expected results.
These are not to be ignored nor guessed as it can lead to your structure not behaving in the way you anticipated. To define supports you need to be aware about the support detailing in case of steel structures. For example, a support column in a steel structure can be pinned or fixed, depending upon the detailing adopted.
This is the most rigid type of connection. It restrains the member in all translations and rotations, which means it can’t move or rotate in any direction. The best example of this is a column placed in concrete which can’t twist, rotate or displace. A fixed support in three dimensional model will have 6 degrees of freedom restrained, which are three translations and three rotations in three orthogonal directions, X, Y and Z.
These are beneficial when you can only use a single support. The fixed support provides all constrains necessary to ensure the structure is static. It’s the only support which is used for stable cantilevers.
The greatest advantage provided by this support can also lead to its downfall as sometimes the structure requires a little deflection or some play to protect the surrounding materials. For example, as concrete continues to gain strength, it also expands. Hence it’s crucial that the support is designed correctly else the expansion could lead to reduction in durability.
Fixed support reactions
Beam fixed on the wall as an example
This support can’t resist the horizontal support but can resist the vertical support. This connection is free to move in horizontal direction as there is nothing restraining it.
The most common use of this support is in a bridge. Typically a bridge consists of a roller support at one end to account for the vertical displacement and expansion from changes in temperature. It’s required to prevent the expansion causing damage to a pinned support.
The roller support doesn’t resist horizontal force which acts as its limit as the structure will require another support to resist the horizontal force.
For a structure to be stable roller support is used along with pin support.
Roller support reactions
Roller support on one end of a bridge
A pinned support is a common type of support in civil engineering. Like hinge, this support allows rotation to occur but not translation which means that it resists the horizontal and vertical forces but not a moment.
Pinned supports are widely used in trusses. By joining multiple members by pinned connections, the members push against each other which will induce an axial force within the member. The advantage of this support is that the members won’t have internal moment forces, and can be designed only according to their axial force.
The pinned support can’t completely resist a structure on its own as you need at least two supports to resist the moment coming on the structure.
Hinge support reactions
Hinge support in sydney harbor bridge
Interior hinges are often used to join flexural members at points other than supports. In some cases, it is employed deliberately so that the excess load breaks the weak zone rather than damaging other structural elements.
It is defined as the property of a porous material which permits the passage or seepage of water (or other fluids) through its interconnecting voids.
A material having continuous voids is called permeable. Gravels are highly permeable while stiff clay is the least permeable, and hence such a clay may be termed impermeable for all practical purpose.
The study of seepage of water through soil is important for the following engineering problems:
1. Determination of rate of settlement of a saturated compressible soil layer.
2. Calculation of seepage through the body of earth dams and stability of slopes for highways.
3. Calculation of uplift pressure under hydraulic structure and their safety against piping.
4. Groundwater flow towards well and drainage of soil.
For laminar flow conditions in a saturated soil, the rate of the discharge per unit time is proportional to the hydraulic gradient.
q = kiA
v = q/A = Ki … (7.1)
Where q = discharge per unit time
A = total cross-sectional area of soil mass, perpendicular to the direction of flow
i = hydraulic gradient
k = Darcy’s coefficient of permeability
v = velocity of flow or average discharge velocity
If a soil sample of length L and cross-sectional area A, is subjected to differential head of water h1 – h2, the hydraulic gradient i will be equal to [(h1 – h2)/L] and we have q = k. [(h1 – h2)/L].A.
When hydraulic gradient is unity, k is equal to V. Thus, the coefficient of permeability, or simply permeability is defined as the average velocity of flow that will occur through the total cross-sectional area of soil under unit hydraulic gradient. Dimensions are same as of velocity, cm/sec.
The coefficient of permeability depends on the particle size and various other factors. Some typical values of coefficient of permeability of different soils are given in Table 7.1.
Discharge Velocity and Seepage Velocity:
The total cross-sectional area of the soil mass is composed of sectional area of solids and voids, and since flow cannot occur through the sectional areas of solids, the velocity of flow is merely an imaginary or superficial velocity.
The true and actual velocity with which water percolates through a soil is called the velocity of percolation or seepage velocity. It is the rate of discharge of percolating water per unit of net sectional area of voids perpendicular to the direction of flow.
In accordance with the Darcy’s Law, the velocity of flow through soil mass is directly proportion to the hydraulic gradient for laminar flow condition only. It is expected that the flow to be always laminar in case of fine-grained soil deposits because of low permeability and hence low velocity of flow.
However, in case of sands and gravels flow will be laminar upto a certain value of velocity for each deposit and investigations have been carried out to find a limit for application of Darcy’s law.
According to researchers, flow through sands will be laminar and Darcy’s law is valid so long as Reynolds number expressed in the form is less than or equal to unity as shown below –
Where v = velocity of flow in cm/sec
Da = size of particles (average) in cm.
It is found that the limiting value of Reynolds number taken as 1 is very approximate as its actual value can have wide variation depending partly on the characteristic size of particles used in the equation.
Factors affecting permeability are:
1. Grain size
2. Properties of pore fluid
3. Void ratio of the soil
4. Structural arrangement of the soil particle
5. Entrapped air and foreign matter
6. Adsorbed water in clayey soil
4. Effect of degree of saturation and other foreign matter
k will decrease if air is entrapped in the voids thus reducing its degree of saturation. Percolating water in the field may have some gas content, it may appear more realistic to use the actual field water for testing in the laboratory.
Organic foreign matter also has tendency to move towards critical flow channels and choke them up, thus decreasing permeability.
5. Effect of adsorbed water – The adsorbed water surrounding the fine soil particle is not free to move, and reduces the effective pore space available for the passage of water.
The set-up for the test essentially consists of a transparent tube about 40 mm in diameter and 0.35 m to 0.5 m long in which dry soil sample is placed at desired density and water is allowed to flow from one end under a constant head, and the other end is exposed to atmosphere through air vent.
At any time interval t, after the commencement of the test, Let the capillary water travel through a distance x, from point P to Q. At point P, there is a pressure deficiency (i.e., a negative head) equal to hc of water.
If the coefficient of permeability is designated as ku at a partial saturation S, the above expression can be rewritten as –
In order to find the two unknowns k and hc in the above equation, the first set of observations are taken under a head h1. As the capillary saturation progresses the values of x are recorded at different time intervals t.
The values of x2 are plotted against corresponding time intervals t to obtain a straight line whose slope, say m, gives the value of [(x22 – x21)/(t2 – t1)] . The second set of observation are taken under an increased head h2 and values of x2 plotted against corresponding values of t to obtain another straight line, whose slope m2 will give the value [(x22 – x21)/(t2 – t1)].
By substitution in Eqn. 7.1, we obtain the following two equations, which are solved simultaneously to get k and hc.
The porosity n required in the above equation is computed from the known dry weight of soil, its volume and specific gravity of soil particles.
In general, natural soil deposits are stratified. Each layer may be homogeneous and isotropic. When we consider flow through the entire deposit the average permeability of deposit will vary with the direction of flow relative to the bedding plane. The average permeability for flow in horizontal and vertical directions can be readily computed.
Average Permeability Parallel to Bedding Plane:
Figure 7.9 shows several layers of soil with horizontal stratification. Let Z1, Z2, ….Zn be the thickness of layers with permeabilities k1, k2, … kn.
For flow parallel to bedding plane the hydraulic gradient i will be same for all layers. The total discharge through the deposit will be the sum of discharges through individual layers.
Average Permeability Perpendicular to Bedding Plane:
For flow in the vertical direction for the soil layers shown in Fig. 7.10.
In this case the velocity of flow, v will be same for all layers the total head loss will be sum of head losses in individual layers.
h = h1 + h2 + h3 + … + hn (i)
If kz denotes average permeability perpendicular to bedding plane, applying Darcy’s law, we have –
Compaction test is conducted in the laboratory to determine the relation between the dry density and the water content of the given soil compacted with standard compaction energy and to determine the OMC corresponding to the MDD.
The OMC obtained from the laboratory compaction test will help in deciding the amount of water to be used for compaction in the field. The MDD obtained from the laboratory compaction test helps in knowing the dry density achievable in the field compaction and also as a check for quality control.
Based on the compacted energy used in compacting the soil in the laboratory test, the laboratory compaction tests are of two types:
1. Standard Proctor test.
2. Modified Proctor test.
In this test, the soil is compacted in three layers, each layer subjected to blows of a rammer with falling weight of 5.5 pounds (2.6 kgf) falling through a height of 12 in. in a cylindrical mold of internal diameter of 4 in. and effective height of 4.6 in.
The compaction parameters in a standard Proctor test are – W is the weight of rammer blow = 5.5 pounds, h is the height of fall = 12 in. = 1 ft, n is the number of blows per layer = 25, l is the number of layers = 3, and Vm is the volume of the mold = 1/30 cubic ft. The total compaction energy imparted on the soil per unit volume in this test is –
IS – 2720 (Part 7) – 1980 recommends the Indian Standard light compaction method based on standard Proctor test in metric system. The standard Proctor test or IS light compaction can be used as a criteria for the compaction of subgrades on highways and earth dams, where light rollers are used.
Advances in construction technology resulted in the development of heavier rollers, which impart higher compaction energy during field compaction. To provide a laboratory control criterion for the higher compaction energy, the modified Proctor test was developed and standardized by the American Association of State Highway (and Transportation) Officials (AASHO or AASHTO) and by US Army Corps of Engineers for airfield construction.
In modified Proctor test, the soil is compacted in the same mold as in standard Proctor test, which has internal diameter of 4 in. and affective height of 4.6 in. giving a total internal volume of 57.805 cubic in. or 1/30 cubic ft. The rammer is bigger with a hammer of weight 10 pounds (4.5 kgf) falling through a height of 18 in. The soil is compacted in five layers, each layer being given 25 blows.
The compaction parameters in modified Proctor test are as follows – W is the weight of hammer blow = 10 pounds, h is the height of fall = 18 in. = 1.5 ft, n is the number of blows per layer = 25,l is the number of layers = 5, and Vm is the volume of the mold = 1/30 cubic ft.
The compaction energy imparted to the soil, per unit volume, in the modified Proctor test is:
Thus, the compaction energy in the modified Proctor test is (56250/12375) 4.55 times that in standard Proctor test.
If the soil fraction retained on 20 mm sieve is more than 5%, a bigger mold of 5.9 in. (15 cm) internal diameter and 5 in. (12.73 cm) internal height giving a total volume of 137.04 cubic in. or 1/12.611 cubic ft (2250 cm3) is used. When the bigger mold is used, the soil is compacted with 56 blows for each layer.
IS – 2720 (Part VII) – 1980 and Part VIII-1983 have recommended procedures corresponding to these two tests as follows:
1. IS light compaction test.
2. IS heavy compaction test.
The objective of the IS light compaction test is to determine the relation between the water content and the dry density of compacted soil and to determine the MDD and OMC from this test. The compaction energy used to compact the soil corresponds to that of standard Proctor test.
The compaction parameters in IS light compaction test are as follows – W is the weight of hammer blow = 2.6 kgf, h is the height of fall = 31 cm, n is the number of blows per layer = 25, and I is the number of layers = 3, and Vm is the volume of the mold = 1000 cubic centimeter (cc). The total compaction energy imparted on the soil in this test is –
E = Whnl = 2.6 × 31 × 25 × 3 = 6045 kgf cm
The total compaction energy imparted on the soil per unit volume in this test is –
E = 6045/1000 = 6.045 kgf cm/cm3
The IS heavy compaction test is similar to IS light compaction text except for the following differences:
1. A heavy rammer of 4.9 kgf falling weight that falls through a height of 45 cm is used for compacting the soil in IS heavy compaction.
2. The soil is compacted in five layers of equal thickness in the compaction mold.
3. The initial water content to be used in the first trial is 3%-5% for sandy and gravelly soils and 12%-16% below plastic limit for cohesive soils.
To increase the accuracy of the test results, it is desirable to reduce the increment of water in the region of OMC.
Table of Contents
Shifting and tilting problems occurs generally during sinking process of well foundations. If proper care is not taken, they will cause serious problems and weaken the stability of foundations. Precautions to avoid shifting and tilting, limitations and rectifying methods are discussed below.
It is safer and economical to avoid tilting and shifting of wells by adopting the following preventive measures:
Limitations
Rectifying methods for Rectification of shifting and tilting problems in well foundations are as follows:
Table of Contents
Being a manager is a tough job.
You want to get the most out of your people. You want your team to hit its goals. And it would be nice to also, you know, spend some small sliver of your day not thinking about work.
But it can all be overwhelming.
Well, we here at LinkedIn Learning have hundreds of courses to help you work through some of biggest challenges all managers face. But sometimes, sometimes before you learn, you just need to know you aren’t alone
And that’s where this post comes in. Because we are 99 percent certain the songs in this article are actually all about being a manager – so know that Cher has been there, too.
Hiring the right people is such a big part of managing. So, every time you post an open role on your team, you aren’t just looking for the good.
You are looking for the great. Dare I say, the heroic.
It’s great when your team gets to work on a high-profile project. It’s even better when your team is working on multiple high-profile projects at once – what a chance to shine!
At the same time, that comes with some pressure as well. But don’t worry; we believe in you.
And so does Freddie Mercury.
On one hand, you feel good for them, as hopefully it’s for a better opportunity.
But, on the other hand, you’ll miss them. It’s okay, take a minute and acknowledge the pain.
You want to connect with a new employee. But maybe they aren’t quite ready to let their guard down just yet.
It’s okay, it’ll happen eventually, we promise.
Because nobody puts baby in the corner.
Who doesn’t love cheap thrills?
Pitch Perfect – one of the few cinematic masterpieces of our time – is the epic drama about a motley crew of girls who, at first, have their own fiefdoms and don’t collaborate well. But, after going through a lot, they come together to gel as a unified team.
Sound like your team? Then this is the collaboration for you.
Had a night where you couldn’t sleep because you said the wrong thing?
Well, you aren’t alone. Every manager has been there. Just crank up the Cher and know it’ll all work out.
All managers need help sometimes. We hope LinkedIn Learning can occasionally provide it :).
Maybe they are inexperienced, maybe they have low confidence, maybe they need to learn some new skills.
But you know they have the ability to do the role – and just want them to work with you, so they can prove it to the world.
Your goals obviously can’t hold you — and nor can the ceiling.
Let out those tears of pride. You’ve earned it.
This doesn’t happen often. But, when it does, dang does it feels good.
Shear Force, calculates flexible moment and deficit in 31 locations along the length of member “Embalal”. Members’ length can only be supported with single size or medium support, which is supported by 2, 3 or 4 lengths. The results of the analysis are produced in a tabular form and are imprinted in 3 graphs for quick understanding.
The program uses a common equation for the default equation with Shear Force, Bending Moment, and Member Time. When the middle support is specified, the solution setup is set up and the middle support response account is set up.
The program works internally consistent force and length unit. Permitted use of mixed units to help refine the results. The pregnancy and elastic modules of the member’s section can be defined in any unit. Similarly, any desired unit can set the reflection value. To make the unit specific, go to unit sheets and describe the ball, distance, intensity, modulus and deficit units. You need to calculate and count the conversion elements of the centralized unit from the selected unit. Sample Value This sheet is provided for your guidance. Units can not be mixed in one project file. All beams of the selected unit file apply. This means that if the units change between the formation of data files, then bees must be redefined bee characteristics in conjunction with selected bees.
