Figure 3 11. BBS of a Beam Bar Bending Schedule of Columns The column’s reinforcement are not particularly similar on all floors, therefore all columns were studied floor wise. The columns are also divided in two phases per floor, similar to that of beams. The values derived from the STAAD.Pro results re percentage of steel and stirrup spacing. The percentage is multiplied with the gross area of section and the reinforcement area is achieved. STAAD.Pro aims at lesser number of bars with higher diameter, but it cannot always be sufficient, therefore the number of bars were calculated manually for all columns. Also, STAAD.Pro does not consider lap length for the column reinforcement, and the members are designed on a single element basis. Thus, the reinforcement provided is usually higher than the STAAD.Pro requirement. Lap length depends on the grade of steel and concrete. In this structure, the lap length has been kept constant at 50 × Diameter of bar. The complete BBS of columns is attached in Appendix ABC. A sample BBS for columns is shown in figure 555. Figure 3 12. BBS of a Column Design of Miscellaneous Components Few components such as Shear Wall and Balcony cannot be designed in STAAD.Pro. These elements have to be manually designed. Design of Shear Wall Design of Balcony Foundation Design in STAAD.Foundation The STAAD.Pro file can be directly exported to STAAD.Foundation for designing foundation. Isolated, Combined, Pile and Raft foundation can be designed through this software. The details required to design foundation are column position details, base reactions, moments and load combinations. The designing is itself very straightforward in STAAD.Foundation. For this structure, 61 isolated footings and 1... ... middle of paper ... ...y after reinforcement binding. SS, Start to Start – Both Predecessor and Successor activity will start together, irrespective of the duration. This relationship is not concerned with the duration, but two activities should start together. Example- During batching of concrete, input of aggregate and water is a start to start dependency. Both have to be input together, even though one material could stop early SF, Start to Finish- Predecessor activity cannot start till the Successor activity has been finished. This is rarely used during project management. Example- An old gas pipeline cannot be stopped till the new one has been constructed FF, Finish to Finish – Predecessor and Successor activity should end together irrespective of the durations. Example- Reinforcement binding of columns to be casted together must finish together, so casting can be done together.
Laws such as the lever law and Euler’s Buckling Theorem come into play when testing and competition begins. A structure of wood and glue surely has much more to offer than meets the eye.
The center column was the first part of the packed tower, put up it is fill with plastic, it was held up by plastic able ties. The water and air packed towers, filled with resin beads inside of them, held up with plastic cable ties.
The stainless steel columns seem to have been made by casting and then polished to achieve their current look. Casting is an artistic manufacturing process by which hot liquid materials are poured into a mould and allowed to sit until cooled and solidified. Then the Mould is taken off of the art piece or broken off the art in some cases. This method is used because of the difficulty that would arise from having to figure out how to manipulate materials such as steel or aluminum that are very hard to work
In this model phases are processed and completed one at a time. Phases do not overlap.
The first step of the transition journey is called endings (Hall, 2008). This stage is called endings as
In chapter three of the current document, the analytical case studies are explained and the investigated buildings are described. Also, the observed damage in these buildings is studied.
The structural engineers use geometry in their design in order to calculate the spacing of their columns and beams for proper strength for the building.
At one time the building was one the tallest and biggest self-supporting building ever. This would not have been possible without the iron reinforcement cage support employed to add more reinforcement strength to the wall. People consequently discovered that steel was much better than iron and would make a very good reinforcement as well as allow for taller skyscrapers.
Many existing bridges structure has been designed without seismic provisions are vulnerable which has demonstrated by recent earthquake. The consequent of the extensive damage to bridge structure include potential loss of life and property, and interruption of transportation system that can contribute to major economic and impact to the society. Concern about the vulnerability of bridges being damage, there are significant need to perform adequate seismic retrofit technique prior to future seismic event. Furthermore, for ensuring the existing bridge meet current safety seismic design requirement consist of detailing schemes that can offer flexural ductility, high-energy dissipation and preventing shear failure. Thus, this paper only focuses on retrofitting of bridge column/pier. Therefore, it is very important to identify potential deficiencies and examine the strategies for retrofit these bridge pier in the rehabilitation of existing bridge pier, which can upgrade the performance and extension of its service life. Common deficiencies for reinforced concrete column and piers as shown in Figure 1.
During the construction process my Gabel roof collapsed. After some additional research I decided to rebuild my model with a flat roof. I layered my roof with shingles to give the roof a slight pitch. I also constructed my model with wooden support columns in an attempt to strength the walls and the overall structure. I tried to incorporate a “unibody” design, in which every element of the structure contributes to the strength of the structure.
Reinforced concrete is stronger than basic concrete. Steel reinforcing bars known as rebar is incorporated in the concrete structure to act together in resisting the force. The steel reinforcing bars absorbs tensile and compression because plain conc...
The concept of dynamic considerations of buildings is one which sometimes generates unease and uncertainty within the designer. Although this is understandable, and a common characteristic of any new challenge, it is usually misplaced. Effective earthquake design methodologies can be, and usually are, easily simplified without detracting from the effectiveness of the design. Indeed the high level of uncertainty relating to the ground motion generated by earthquakes seldom justifies the often used complex analysis techniques nor the high level of design sophistication often employed. A good earthquake engineering design is one where the designer takes control of the building by dictating how the building is to respond. This can be achieved by selection of the preferred response mode, selecting zones where inelastic deformations are acceptable and suppressing the development of undesirable response modes which could lead to building collapse.
In the circumstance, time for each project is much longer for “both communication and coordination overhead with
Chua, Ian Y. H. Civil and Structural Engineering Resource Web. 29 Jan. 2000. 2 Mar.