a. On 16 September 2015, the following high risk deficiencies were identified and submitted to Mr. Matthew Thomas (Training Support Chief) and to Mr. Dirk Kellar (Safety Director) for immediate actions. 1) Fall hazard. 5 each anchor points used to secure the end of the rappel rope, mounting to the floor surface were loose due to the lack of maintenance. (29 CFR 1926.500 and PL 91-596) RAC 2=High Recommendation: Submit a work request to have the anchor points inspected, replaced and load tested to support the load capability of 5, 000 pounds per individual. 2) Fall hazard. Located throughout the structural, all the wooden hand/guard railings and toe board around the opening were not properly secured or excessively …show more content…
It was noted that several stairs metal treads was loose. IAW 29 CFR 1910.24, all guard rails must be at a minimum of 42 feet high and capable of withstanding a side force of 200 pounds. RAC 2=High Recommendation: Submit a service order to have the metal treads mounting bolts inspected, tighten or replaced as needed. 4) Observation: Located throughout the structure it was annotated that several wooden main or support beams were badly cracked or deteriorating due to environmental conditions. Recommendation: Submit a work request to have a DPW Structural Engineer to conduct a structure assessment of the cracked or deteriorating beams. b. Observation: Structure integrity. It was observed that bolts and nuts hardware used to connect structural members and support beams were not properly connected/tightened due to the hardware being of various dimensions. RAC 3=Moderate Recommendation: Submit a work request to have a DPW Structural Engineer to conduct a structure integrity assessment. c. Structure maintenance. The tower wall face had several boards that was broken, loose or decayed. (Rappel Site Inspection Checklist) RAC 3=Moderate Recommendation: Submit a work request to the broken, lose or decayed boards
This rock type could prove dangerous, being soft and with little solidness in its structure. Therefore placing the protection over the rock cliffs was a very well thought and planned engineering
David Winkler/ASC to provide which floor skybridges will be connected at and height required to move equipment underneath safely.
The structure of this building was designed with a number of criteria in mind. First and foremost, the client would require speedy construction in order to generate income. This resulted in the use of structural steel for the majority of the building above grade.
As the roof frame construction was in process, an inspection agency arrived on-site to evaluate the project. Following inspection, the agency notified the engineers of excessive deflections at several nodes (Martin 2). Despite this information, the project continued without alteration and the completed roof frame was lifted onto the building. During the lifting process, the observed deflection was found to be twice the deflection value calculated using the computer analysis. Nevertheless, the engineers continued with the project, believing that this variation was of little concern. As subcontractors attempted to move forward and install roof panels, it was found that the excessive deflection prevented panels from fitting properly. While a subcontractor notified others of this problem, the project manager felt little concern and simply directed the subcontractors to make adjustments in order to complete installation. Countless red flags were raised throughout this project, yet the engineers dismissed each concern, placing their trust in the initial computer
...ederal Highway Administration. FRP- Materials - Bridge Structures. 7 Aug 2013. 5 Mar 2014 .
Describe the operating structure of cyclone furniture. Draw a structure diagram and discuss improvements that can be made.
This inspection shall be carried out by inspection teams from the Headquarters on those bridges that are reported to be defective. The inspection will also enable the Headquarters to prepare the program for bridge maintenance or further Detailed Inspection.
This report deals with the causes of the collapse of the southland stadium and also how the collapse has been initiated. It also recommends some precautions to be taken during designing and construction of a structure in order to avoid similar type of failure in structures.
A compliant tower is a flexible structure with flex plies (principally flexible legs or axial tubes) to control mass and stiffness characteristics so as to mitigate the effects of periodic wind, wave and current forces. The tower is supported laterally at its lower end by the flex piles, but is permitted to slide vertically along the flex piles and rotate about its lower end. In response to movement of the tower away from the vertical, the piles establish a righting moment (couple) acting at the point of pile attachment. This provides the stabilization necessary to restore the tower to a vertical orientation. Natural periods are usually greater than 25 sec so they are generally well outside wave periods. Compliant towers are designed to sustain significant lateral deflections and forces. Compliant tower are relatively slender compared to jacket/tower structure but have higher installation costs due to the portion of the flex pile must be driven after the tower in place and use a considerable amount of steel.
Engineering is sort of an art. We follow a code book for the design of different systems, but very often, we’re called on to use our experience and intuition when something isn’t covered by the code. Then we apply a factor of safety—just in case. In the time Travis has been at UW, the American Institute of Steel Construction (AISC) Steel Construction Manual has changed from a black cover book to a maroon cover book with new topics and procedures such as the Direct Analysis Method. As a structural engineer, it is important to recognize the code isn’t perfect. It is constantly
... reinforcing strips in the upper three tiers have shown a decrease in strain at a distance of about 42.7 – 68.9 ft behind the toe of the wall. And an additional tensile strain reduction was also observed at a distance ranging from 95.1 – 104.9 ft behind the toe of the wall.
In this chapter, the structural plan is taken and it is designed in the sap2000 software by taking the center line diagram and firstly a basic ground level is designed and then the required no of levels is placed according to their different levels of height. The analysis is being checked by firstly placing the beams and coloums to be placed correctly at their position and checked for safety i.e., the slab does not fail and
As the effects of moving ground motions, the building structure starts to vibrate and induce inertia forces on them. Therefore, the structure of that zone needs to be suitably designed and provide specific details to stability and safety. A building failure can occur when the building has no strong joint components like walls, roofs, beam or column. As a consequence, the building move independently with their own directions and movements thus, it can result in separation of a building. The building also need to consider about the stiffness and stability.
It has been documented that within the panalised building system the main weak link is the junction of wall, floor and wall below. To alleviate the concentrated loads at these points, nails or screws are used to reinforce the bearing point (Popovski, Schneider and Shweinsteiger, 2010, pg5).