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I've downloaded a free trial of Quantity takeoff n installed successfully. But when I open the program a message appears " Invalid license and the program will close " so any idea about solution? Hi LostComiX :. I'm sorry to hear that you were not able to use Quantity Take off trial version successfuly. Did you choose "Activate" instead of running it on trial mode? Did you put in any serial number?
I have downloaded the trial version on my machine. It installed and running perfectly on my machine. Please provide us more details so we may help troubleshoot the issue. You can send me your request code as I already have your serial number information autodesk quantity takeoff 2013 serial number and product key free I will manually activate your student licenses for you.
Please specify which is for and Quantity Take Off. To find your request code, follow the instruction provided here. Now, for furture reference, if you encounter any activation issues, contact our Registration and Activation Team directly.
I edited your reply and replaced your Serial Number information. Moving forward please do not post any License or personal information, you can always Private Message us for such information.
To Private Message, click on the profile name - joane. I am making an assumption here that you are now on the Activation Page, and on the page you can see 2 options Activate on Trial Mode основываясь на этих данных I have my Serial Number, right? If so, autodeak choose Activate on Trial Mode to install the software. Once successfully installed, follow the instructions given by Arlin previously to generate the Request Code. As you mentioned, you already installed the software to your machine, thus autodssk should be able to atuodesk the Quanitty Code following the instructions above.
As you still cannot do so, please send me a screenshot of the qnd via Private Message, click on my joane. With regard to the System Requirements, both and works with Windows 7 may it be autodesk quantity takeoff 2013 serial number and product key free 32 bit or 64 bit version. The version is automatically detected during installation, click here for more details. Taleoff, Installation and Licensing. Share your knowledge, ask questions, and explore popular Download, Installation, and Licensing topics.
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Back to Topic Listing Previous Next. Message 1 of Autodesk quantity takeoff licence issue. Message 2 of Best Takeorf, Arlin Bibat. /8246.txt 3 of HI Arlin Bibat Thx for reply my OS is win 7 bit i've downloaded the student version and entered the serial n product key given by Autodesk but the same problem stills as it is and i've tried with Quantity takeoff but it doesn't complete the installation.
Message 4 of Hi LostComiX : You can send me your request code as I already have your serial number information and I will manually activate your student licenses for you. Message 5 of freee Message 6 of Ahhh sorry you said the request code it doesn't request any code even the activation window doesn't open when i run the program it's loading then going to program interface and show the invalid licence message and the program will close Message 7 of Please Private Message the Request Code.
Joane Bonghanoy. Autodezk 8 of You were very helpful but i'm so confused about that. Message 9 of Hi LostComiXAs you mentioned, you already installed the software to your machine, thus you should be able to generate the Request Autodesk quantity takeoff 2013 serial number and product key free following the instructions above. Message 10 of Message 11 of Any Help?!
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Autodesk quantity takeoff 2013 serial number and product key free
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The following examples were taken using the 64x Bluebeam Revu eXtreme edition, but all functions with the exception of Quantity Link can be performed in all versions of Bluebeam Revu. People also downloaded these free PDFs. Tower crane stability by Ali Mohamed. Design of structural elements eurocdes BS by li Craze. Download Download PDF. Translate PDF. A k o ledge e ts Acknowledgements are given to the following persons, for their help and guidance throughout this project. Akua Alder — Civil Engineer Mr.
Steven Jackson — Civil Engineer Mr. Ta le of Co te ts Acknowledgements Figure A sample of the Table The final choice of either option B or option C will depend on the 'weighting' chosen Source: Ahmad and Sammy, I t odu tio The University of Guyana was established in April and started functioning in October of that year. The first batch of students consisted of persons. The University functioned temporarily out of the Queens College compound and in October of it was moved to its current location at Turkeyen.
The campus was 56 hectares in area and consisted of only 10 buildings that were constructed via funding from the Governments of the United Kingdom, Canada and Guyana. Since its inception the University has gone through several additions and modifications in order to facilitate the growing student population to provide adequate learning facilities for each of the programmes offered.
However, the Administration Building has not seen a major upgrade since it was built, and thus this project will give the building the space it needs for a more comfortable environment for the staff and the students. The staff working in the building number 38 persons. Conditions are cramped to the extent that only 16 students can be permitted in the customer service area at the same time; 10 for the Admissions section and 6 for Examinations.
Thus efficiency cannot be increased unless there is more staff and also more space for both the staff and the students. Solutio to P o le One solution is apparent; this problem can be solved simply with a New Administrative Building. That will have more space and will allow more staff to be hired, thus increasing the efficiency of the Administration Department, and decreasing the frustrations of the current and prospective students during their waiting times.
P oje t Title With the current development of the University of Guyana, there will be growing demands on the Administrative Staff, who are the first people that Prospective students interact with when applying to enter the University. O je ti es To design a safe, efficient, and functional design building to house the new Administrative Building for the University of Guyana in hope of solving the problems that the staff and the students currently face. S ope of Wo ks The scope of works for this project are as follows: Spatial Design of the building paying keen respect to the effect to wind.
Using the Graphic Standards as the main authority on spatial designs. Provide complete set of drawings. Lite atu e Re ie. Spatial Desig Merrit and Rickets defines a building as an assemblage that is firmly attached to the ground and that provides total shelter for machines, processing equipment, performance of human activities, storage of human possessions, or any combination of these. All buildings must be designed before it can be constructed. The following are guidelines laid out by Merrit and Rickets for designing a building: i.
The building should be constructed to serve purposes specified by the client. The design should be constructible by known techniques and with available labour and equipment, within an acceptable time. The building should be capable of withstanding the elements and normal usage for a period of time specified by the client. Both inside and outside, the building should be visually pleasing. No part of the building should pose a hazard to the safety or health of its occupants under normal usage, and the building should provide for safe evacuation or refuge in emergencies.
The building should provide the degree of shelter from the elements and control of the interior environment — air, temperature, humidity, light, and acoustics — specified by the client and not less than the minimums required for safety and health of the occupants. The building should be constructed to minimize adverse impact on the environment. Operation of the building should consume a minimum of energy while permitting the structure to serve its purposes. The sum of costs of construction, operation, maintenance, repair, and anticipated future alterations should be kept within the limit specified by the client.
The objective is achieved by the production of drawings, or plans, showing what is to be constructed, specifications stating what materials and equipment are to be incorporated in the building, and a construction contract between the client and a contractor. Designers should also observe construction of the building while it is in process. St u tu es Hibbeler defines a structure as a system of connected parts used to support a load.
Three main elements that form the frame of a building are beams, columns and tie rods. Figure 1: Showing Structural Elements. Hibbeler defines a structural system as the combination of structural elements and the materials from which they are composed. Two such systems are trusses and frames. Like trusses, frames extend in two or three dimensions. Figure 2: Showing Structural Combined Element.
St u tu al Desig The structural design of buildings is directly related to the intended use and purpose of the building, as well as its intended location. Different buildings require different approaches towards their structural design. Solomon and Johnson defines structural design as a mixture of art and science, combining the experienced engineer's intuitive feeling for the behaviour of a structure with a sound knowledge of the principles of statics, dynamics, mechanics of materials, and structural analysis to produce a safe and economical structure that will serve its intended purpose.
All designs will be done according to limit state design which is now the accepted method of designing since it is a combination of Permissible Stress Design and Load Factor Design methods previously used and negates the short comings of both. Solomon and Johnson list the following procedure for the structural design of a structure, for which the researcher is determined to follow. Planning: establishment of the functions for which the structure must serve. Set criteria against which to measure the resulting design for being an optimum.
Preliminary Structural Configuration: arrangement of the elements to serve the functions in the above mentioned step. Establishment of Loads to be carried. Preliminary Member Section: based on the decisions of the steps, selection of a member size varies to satisfy an objective criterion, such as least weight or cost. Analysis: structural analysis involving modelling the loads and structural framework to obtain internal forces and any desired deflections.
Evaluation: are all the strength and serviceability requirements satisfied and is the result optimum? Compare the result with the predetermined criteria. Redesign: repetition of any step 1 through 6 is done if necessary, since steps 1 through 6 represent an iterative process. Final Decision: the determination of whether or not and optimum design has been achieved. St u tu al A al sis For such a project extensive structural analysis will have to be done. Chen and Lui defines structural analysis as computation of internal forces, displacements, stresses, and strains of a structure with known geometry, arrangement of components as well as component and material properties under a set of applied loads.
However, Karnovsky and Lebed states that the analysis of a structure is investigated from the viewpoints of its stiffness, strength, stability and vibrations. Karnovsky and Lebed went on to state the following: i. The purpose of analysis of a structure from a viewpoint of its strength is determining internal forces, which arise in all members of a structure as a result of external exposures. These internal forces produce stresses; the strength of each member of a structure will be provided if their stresses are less than or equal to permissible ones.
The purpose of analysis of a structure from a viewpoint of its stiffness is determination of the displacements of specified points of a structure as a result of external exposures.
The stiffness of a structure will be provided if its displacements are less than or equal to permissible ones.
The purpose of analysis of stability of a structure is to determine the loads on a structure, which leads to the appearance of new forms of equilibrium. These forms of equilibrium usually lead to collapse of a structure and corresponding loads are referred as critical ones.
The stability of a structure will be provided if acting loads are less than critical ones. The purpose of analysis of a structure from a viewpoint of its vibration is to determine the frequencies and corresponding shapes of the vibration.
These data are necessary for analysis of the forced vibration caused by arbitrary loads. Stresses are the internal forces that resist them. This emphasizes how important it is for the structural analysis to be done correctly and accurately. Co st u tio Mate ial The researcher intends to use reinforced concrete as the main building material for this building, since it is the main construction material used in Guyana today and it is readily available.
As a building material, concrete naturally lends itself to frame-type construction, as it can easily be shaped, via formwork, to resist the applied loads in an optimal manner. Hassoun and Al-Manaseer summarizes the advantages and disadvantages of concrete as follows: Advantages: o It has a relatively high compressive strength.
It yields rigid members with minimum apparent deflection. Disadvantages: o It has low tensile strength of about one-tenth of its compressive strength. The cost of material and artisan may equal the cost of concrete placed in forms.
Cost Esti ate A cost estimate is the approximation of the cost of a program, project, or operation. The cost estimate is the product of the cost estimating process.
The cost estimate has a single total value and may have identifiable component values. Steel St u tu es. The ad a tages of steel In recent years the development of steel-framed buildings with composite metal deck floors has transformed the construction of multi-storey buildings in the Guyana. During this time, with the growth of increasingly sophisticated requirements for building services, the very efficiency of the design has led to the steady decline of the cost of the structure as a proportion of the overall cost of the building, yet the choice of the structural system remains a key factor in the design of successful buildings.
The principal reasons for the appeal of steel for multi-storey buildings are noted below. Later modification to a building can be achieved relatively easily by unbolting a connection; with traditional concrete construction such modifications would be expensive, and more extensive and disruptive. Desig ai s For the full potential of the advantages of steel-frame construction to be realized, the design of multi-storey buildings requires a considered and disciplined approach by the architects, engineers and contractors involved in the project.
They must be aware of the constraints imposed on the design programme by the lead time between placing a contract for the supply of the steel frame and the erection of the first pieces on site. The programme should include such critical dates on information release as are necessary to ensure that material order and fabrication can progress smoothly.
The designer must recognize that the framework is the skeleton around which every other element of the building will be constructed. The design encompasses not only the structure but also the building envelope, services and internal finishes.
All these elements must be coordinated by a firm dimensional discipline, which recognizes the modular nature of the components, to ensure maximum repetition and standardization. Consequently, it is impossible to consider the design of the framework in isolation. It is vital to see the frame as part of an integrated building design from the outset: the most efficient solution for the structure may not be effective in achieving a satisfactory solution for the total building.
Te h i al ai s The designer must ensure that the framework, its elements and connections are strong enough to withstand the applied loads to which the framework will be subjected throughout its design life.
The system chosen on this basis must be sufficiently robust to prevent the progressive collapse of the building or a significant part of it under accidental loading. This is the primary technical aim.
However, as issues related to strength have become better understood and techniques for the strength design of frameworks have been formalized, designers have progressively used lighter and stronger materials.
This has generated a greater need to consider serviceability, including dynamic floor response, as part of the development of the structural concept. Other important considerations are to ensure adequate resistance to fire and corrosion.
The design should aim to minimize the cost, requirements and intrusion of the protection systems on the efficiency of the overall building. A hite tu al ai s For the vast majority of buildings, the most effective structural steel frame is the one which is least obtrusive. It also provides minimal obstruction to the routeing of building services. This is an important consideration, particularly since building services are becoming more extensive and demanding on space and hence on the building framework.
Occasionally the structure is an essential feature of the architectural expression of the building. Under these circumstances the frame must achieve, among other aims, a balance between internal planning efficiency and an expressed structural form. However, these buildings are special, not appropriate to this manual, and will not be considered in more detail, except to give a number of references. Fi a ial ai s The design of a steel frame should aim to achieve minimum overall cost.
This is a balance between the capital cost of the frame and the improved revenue from early occupation of the building through fast erection of the steel frame: a more expensive framework may be quicker to build and for certain uses would be more economic to a client in overall terms.
Commercial office developments are a good example of this balance. Figure below shows a breakdown of construction costs for a typical development. The major wind system experienced by the coastal plains of the country is the north easterly trade winds which meet at the Inter- Tropical Convergence Zone ITCZ. Wi d Speed, Di e tio a d F e ue at Site Although the prevailing winds on the coastal plains of the country and the north easterly trade winds further analysis on collected wind data has shown that the direction of the wind varies in direction from the North of North Easterly direction to the South of South Easterly direction, with the most frequent wind direction being the East of North Easterly direction.
Seis i Haza d Chen states that earthquakes are described as broad banded naturally occurring vibratory ground motions which can be caused by various phenomena including tectonic ground motions, volcanic eruptions, landslides and human made explosions.
While seismic risk can be defined as: the product of the hazard and vulnerability i. Figure Alternate Location for location of Proposed Building An alternate location was also chosen. The alternate location is the site of the current Administration Building. It was chosen as there is also significant space behind the current building for the proposed one, and also a proper parking can be done for the proposed building, and can ease the congestion in front of the current building, and also the turn that it is on.
Step : I itial desig o side atio s Building specific requirements The basic building shape will normally be chosen.. It will often be dictated by site restrictions, be they physical or regulatory such as planning restrictions. Ground conditions may have a fundamental impact on a number of decisions: Poor ground favours fewer, probably more expensive per unit, piled foundations. The wider spacing of the foundations could dictate in a longer spanning structural frame solution.
If there are any existing foundations on a brownfield site, or underground services to be avoided, these may affect column positions possibly resulting in more widely spaced columns, or an irregular grid pattern.
Other aspects of a given site that may favour a certain building frame solution include any access and height restrictions. If there is a restriction on the overall height of a building it may favour the use of shallow floor solutions, even though their spanning ability is less than other steel options, to minimise floor depth and therefore maximise the number of floors and lettable floor space that can be accommodated within the overall height.
In addition to any peculiarities of a given site, there may be particular requirements for the building and its use. For some types of use there are specific, published requirements, such as the Building Bulletins for Education buildings and the Health Technical Memoranda for Healthcare buildings.
These are essential to the operational performance of a building, and but also play a key role in the structural performance stability of the building frame. If the building is speculative the developer may want maximum flexibility for floor use, services etc. BS EN [2] presents minimum imposed floor loads for different building uses. As well as the self-weight of the floors, an additional load of 0. Nu e of floo s To achieve maximum lettable floor space the design should balance the number of floors against floor-to-floor height, paying attention to the intended building use.
The target floor to floor height is based on a floor to ceiling height of 2. The following target floor to floor depths as shown in the table below should be considered at the concept design stage: Table 1: Typical floor-to-floor heights Prestige office 4 - 4. Sta ilit s ste The resistance of a steel frame against horizontal loading can be achieved in a number of ways. Step : Choi e of g ids Having recognised any building specific requirements, decided on the most appropriate number of floors and, in general terms, how the frame will be stabilised against horizontal loading, the designer should start to consider in more detail how the frame will be laid out.
The structural grid is defined principally by a regular spacing of columns, with the primary beams spanning between columns, secondary beams spanning between the primary beams, and floor slabs spanning between the secondary beams. Wherever possible the beams are laid out in an orthogonal arrangement to provide rectangular floor plates as this arrangement enables simple orthogonal connection details between beams and columns to be adopted. Although opting for a long span solution will increase internal flexibility and maximise the lettable floor space, it should be recognised that spanning ability is only one of the attributes of a given flooring solution.
They are also differentiated in terms of fabrication cost, ease of erection, ease of service integration, cost of fire protection, required structural depth for a given span. A designer should decide on the best overall compromise for a given application, remembering the basic mantra of standardisation, simplicity, familiarity.
The table shows the relative merits for common floor systems in multi-storey buildings. Step : P eli i a sizi g Once the grids are established it is possible to estimate preliminary sizes of the beams using some rules of thumb for span to depth ratios. An estimation of the preliminary sizes of the beams using some rules of thumb for span to depth ratios for the floor systems mentioned above is presented in the table.
When shallow floor solutions are used the structural floor depth, including the integrated beams, is typically to mm. Typical structural depths floor to ceiling are shown in the table. Columns The columns in braced frame multi-storey buildings are usually hot rolled UC sections.
Rectangular or circular hollow sections can also be used but connections become more complex than when an open cross section is adopted.
Typical section sizes for UC columns are given in the table below. The columns are normally continuous over 2 or 3 storeys and the beams discontinuous where they meet the columns.
Table 4: Typical column sizes for small and medium span composite floors Number of floors supported by column Universal Column UC serial size section 1 5 - 12 10 - 40 Step : A al sis. Dete i i g the loads Before the frame can be analysed and the structural members designed it is necessary to determine the magnitude of loads and other actions such as thermal movements, which may result in stresses in the structure.
The main load types are the self-weight of the structure and non-structural components , imposed floor loadings, environmental loading including wind and snow, and induced additional loads caused by frame imperfections and sway. The combinations, and different limit states, are defined in the relevant Eurocodes.
Determining the internal moments and forces Once the loads and preliminary member sizes have been identified, the structural analysis can be carried out. This process results in calculation of the internal moments and forces the frame members must be able to resist against which the preliminary sizes can be checked and the design refined.
This means that the beams and columns are assumed to behave as disconnected members there is no moment continuity between them. A simple frame does not in itself offer stability against lateral loads.
Bracing, or a core, typically fulfils this purpose. The stiffness of one element does not affect the moments and forces that it, and its neighbours, are subject to. Simple joints are assumed not to transfer moment, but if plates are thick enough to provide adequate tying axial resistance will they be thin enough to bend? The behaviour of what is actually built must always reflect what was assumed in the design.
If thick plates are used to achieve tying resistance, they may transfer moments into the columns for which those members have not been designed. Trusses that require moment transfer between members internals, chords are difficult to detail and expensive to fabricate the member size may be governed by the moment connections it can accommodate. Step : Ele e t desig Having determined the moments and forces in the frame members and joints it is possible to move on to detailed design.
As noted above, when a frame is continuous it may be necessary to undertake some iteration because the size of the members affects the moments and forces that are attracted to themselves and their neighbours.
Steel member design is based on the requirements given in BS EN [4]. Composite member design is based on those given in BS EN [5]. Additionally, members should be designed for any relevant serviceability limit states SLS , commonly these relate to deformations deflections , and response to dynamic loading.
For most multi-storey commercial buildings, straightforward steel construction will meet the required vibration performance criteria without modification. Long-span applications, for which steel is the only option, have been found to offer very good vibration damping, despite common preconceptions that damping of composite floors is lower than that of concrete structures.
Step : Othe he ks In addition to checking the frame members for gravity, imposed and wind loads, some other verifications must also be made as they could affect the final size of the members and joints. These other checks include, but are not restricted to, checking for sway sensitivity, performance, robustness and acoustics performance. S a se siti it Even simple braced frames must be checked for sway sensitivity, as bracing would only prevent all sway if it were infinitely stiff which clearly nothing is.
Fi e One of the limit states that a designer must consider is fire. In the UK the most common way of dealing with fire is to protect the members — provide insulation so that the steel temperature remains relatively low. Alternatively a fire engineering approach is possible, whereby the members are designed to resist the loads associated with the fire limit state with a reduced steel strength as a function of the anticipated temperature.
Desig Spe ifi atio s. Load Sele tio The following are the category of design loads considered to be used in the analysis of the structural model of the proposed building:. Dead Loads St u tu al Ele e ts These are building loads resulting from the structural elements used in the construction of the proposed structure.
They include structural columns, structural beams, structural floors and structural connections. They are also inclusive of other building elements that may not serve a structural purpose such as architectural columns. Dead Loads Ma hi e a d Buildi g Co po e ts These are building loads resulting from other building components not relating to the structure of the building. These components include office and classroom furniture, laboratory equipment, special machinery, etc.
Li e Loads f o o upa ts These are loads due to the occupancy of the building and are determined based on the building type and intended use. Wi d Loads These are external loads acting on the structure as a result of wind forces from the external environment. They are influenced by atmospheric conditions and terrain type. As a result the most extreme and frequent conditions recorded will be designed for during the analysis of the proposed structure.
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