KR20220145523A - The rotating cylinder system for suicide prevention with enhanced structural performance - Google Patents

Abstract

The present invention relates to a rotating cylinder system for suicide prevention with enhanced structural performance, comprising a coupling unit coupled to the ground or a structure; a supporting unit extending upward from the coupling unit and configured to have a preset angle to the ground; and a rotating unit rotatably installed on the supporting unit and rotating when grasped by a suicide attempter so as to restrain the suicide attempter from drowning him/herself, wherein the supporting unit and the rotating unit each satisfy preset upper limits of allowable bending stress, shear stress, and combined stress. According to the present invention, provided is a rotating cylinder system having greatly improved and enhanced structural performance so as to effectively prevent the suicide of a suicide attempter.

Description

The rotating cylindrical system for the prevention of suicide by jumping with improved structural performance

The present invention relates to a rotating cylindrical system for suicide defense with improved structural performance, and more particularly, to a rotating cylindrical system with improved structural performance that satisfies the allowable stress values of bending stress, shear stress, and combined stress. It's about the system.

Suicide is one of the most serious social problems not only in Korea but also around the world. Among them, suicide by suicide does not end with death alone, but also affects people around you. Suicide attempters try to commit suicide in places with a lot of floating population, such as famous tourist destinations, bridges, and high-rise structures, because of the vague expectation that they might be able to attract people's attention through suicide and make their name known through the fame of the place. There is a characteristic. Such suicide by suicide does not end with death alone, but it is one of the important issues that must be resolved because of the Werther Effect, which affects people around a lot and causes another victim.

Looking at the current status of investment suicide in Korea, it increased by 19.9% in 2018 compared to 2017 (Statistics Office, 2020), indicating that investment suicide in Korea is increasing every year. In addition, as shown in FIG. 1, due to the lack of function as a suicide prevention facility of the general safety railing, suicide by suicide becomes easier, and the social loss (socioeconomic cost) reaches about 6.5 trillion won (Health Ministry of Welfare, 2019).

In addition, as shown in Table 1 above, among the major suicide means in Korea in 2017 announced by the Ministry of Health and Welfare (2019), suicide accounted for a large portion with 1,896 (15.2%), and in particular, as shown in Table 2 above, , In 2017, among the major suicide means of teenagers in Korea, falling from bridges and high-rise structures accounted for a large proportion of 141 people (55.5%). to be.

On the other hand, the ancillary facilities of roads and bridges are divided into safety facilities and auxiliary facilities. First, safety facilities ensure not only safety but also smooth communication for vehicles and pedestrians, and promote efficient use of roads and bridges. In addition, ancillary facilities include, for example, a handrail such as a protective fence. Although the role of these ancillary facilities of roads and bridges plays an important role in preventing accidents, attention is neglected because they are not the main facilities of roads and bridges, so the installation and design standards for normal function are different for each related organization, or , tend to rely on some installers. In particular, bridge protection fences and handrails play a major role in preventing traffic accidents and pedestrian fall accidents, but domestic R&D activities on design standards are very insufficient, and data from Japan and other countries are applied mutatis mutandis. .

A look at the domestic prior art related to the present invention is as follows. As shown in (a) of Figure 2, in the case of 'the device for preventing suicide of the bridge railing (KR 20-0274845 Y1)', the attempt by the suicide attempter rides the bridge railing and climbs to the top of the bridge by sliding due to the rolling action. It relates to a suicide prevention facility for bridge railings that can effectively eliminate unnecessary manpower wastage and various inconveniences caused by the suicide attempt by allowing it to be blocked. In more detail, both ends of a plurality of central axes of rotation are fixed along the longitudinal direction of the support frames on both sides, and a rolling part configured to be provided with a plurality of rollers rotatably supported by bearings on the central axis of rotation is an inclined portion of the bridge railing. It is characterized by being formed in

In addition, as shown in (b) of Figure 2, in the case of 'bridge protection fence (KR 20-0326711 Y1)', a vehicle traveling on the bridge leaves the bridge and enters the river, sea, reservoir, etc. under the bridge. It is designed to prevent secondary accidents and minimize damage to people and vehicles by preventing the vehicle from falling, but remarkably mitigating the impact, especially in the event of a vehicle collision, and inducing the vehicle to proceed safely in the forward direction. It is about a protective fence for a bridge. In this technology, in a bridge protection fence installed with transverse rods spaced apart in multiple stages on multiple posts installed at a certain distance along the edge of the bridge, the front side of the transverse body is narrower than the rear side, and the ball channel has an open shape. It is characterized in that a plurality of cushioning balls protrude inside the ball channel and are continuously inserted so as to be rotatable.

In addition, as shown in (c) of FIG. 2 , in the case of 'a bridge safety handrail having a fall prevention function (KR 10-0681735 B1)', the structure of the handrail installed at both ends of the bridge is the structure of the handrail installed at both ends of the bridge. Its main feature is that it has a fall prevention function that minimizes vehicle damage and personal injury when a vehicle collides with a railing by absorbing the material and preventing the vehicle from falling at the same time.

In addition, as shown in (d) of FIG. 2, in the case of the 'fence for anti-fall (KR 10-1490116 B1)', it is installed on the railing of the bridge to prevent accidental fall or intentional projection of an unintentional pedestrian. It is an anti-travel fence constructed to prevent it. A plurality of rotating rods are installed in the transverse direction between the posts over a predetermined length of the upper part of the fence so that pedestrians can hold or hang a pair of posts installed in the vertical direction to be able to rotate infinitely in the force direction. In addition, a plurality of fixing frames installed in the transverse direction on the upper and lower sides of the transparent plate to fix one transparent plate installed between the lower struts of the rotating rod and a plurality of fixing pins for fixing the transparent plate to the poles, have. It is characterized in that it is installed with a thickness and spacing that makes it impossible for pedestrians to extend their arms and hold the rotating rod just below between the rotating rods or through the top of the rotating rod, thereby reducing the possibility that the pedestrian can hold the rotating rod and hang.

In addition, as shown in (e) of FIG. 2, in the case of 'suicide prevention fence (KR 10-1523739 B1)', a rotating body is installed on the fence to prevent suicide by preventing the person attempting to moon wall from easily gripping it. It's about the fences you can do. In more detail, a plurality of holding parts installed at a predetermined interval upright from the ground and a plurality of connecting parts formed in a pipe shape and connected in the horizontal direction between the holding parts, and an abacus ball-shaped rotating body and bearing connected to the inner peripheral surface is installed on In addition, it is characterized in that it includes a plurality of rotating parts including a rotating bolt that is inserted into the area through which both sides of the rotating body are rotated together with the rotating body.

In addition, as shown in (f) of FIG. 2, as a foreign prior art, in the case of 'Bridge Deck (US 5033147 A)' in the United States, it relates to a bridge top plate and includes a plurality of Deck Slabs, and such a plurality of Deck Slab is characterized by connecting the Lower Wall and Upper Wall.

In addition, as shown in Fig. 2 (g), in the case of Japan's 'protective fence and its assembly method (JP 6231853 B2)', even if it is an overpass or bridge that is not equipped with a curb concrete of sufficient thickness, the facilities according to the It relates to a protective measure provided with a fall-preventing fence member that can be installed and prevents an object of a dangerous element from falling to the outside of the road. This technique features a connecting means of a first fence member and a second fence member.

In the aforementioned domestic and foreign prior arts, it is not easy to derive a technology to create a new safety handrail that prevents jump-in suicide considering the aesthetics and safety of the bridge, so most of them are merely adding an indirect function to the existing general handrail. That is, there is a disadvantage that the entire safety handrail is organically connected and does not move.

On the other hand, handrails are installed on the edge of stairs or bridges to prevent falls and fall accidents, and also serve as a decorative role. The handrail is designed at a height that an ordinary person can put his or her hand on in a standing position, increasing the sense of safety for cars and passers-by. Materials such as cast iron, cast steel, light pipe, guard rail, aluminum alloy, reinforcing bar, and concrete are used for this handrail, and the appearance is selected in consideration of the type of structure and the environment. Existing domestic and foreign research trends related to such handrails are as follows.

In Korea, Kim Seok-gu conducted a 'Safety Study on Metal Railings for Apartments (1994)'. This study is about the manufacture and installation of metal railings, which are often used in apartments, and their safety.

Seongwook Kim and others conducted a 'Study on the Safety Evaluation of Bridge Railings (1999)'. This study is about the safety of the bridge railing according to the angle of the collision vehicle, and it is suggested that the existing steel or aluminum protection wall cannot withstand the impact of a collision vehicle, so it is necessary to develop new steel protection technology.

Seong-Kwan Lee conducted 'A Study on the Development and Stability of Steel Bridge Railings (1999)'. This study is about the development and safety of steel railings for bridges, and the purpose of this study is to develop a bridge railing by conducting a simulation vehicle crash test using a large truck. It is research.

Taeyang Yoon et al. conducted a 'Study on the Impact Relief Type Steel Bridge Railing (1999)'. This study suggests that the existing steel bridge railings have very insufficient performance to prevent fall accidents, and mentions research on the new technology steel bridge railings.

Kisang Son conducted an 'experimental study (2001) on the correlation of worker safety according to the type of safety railing'. This study is a study to observe the psychological state of workers according to the safety handrail by having three workers in their 20s and 50s each walk 3 m ahead from a height of 9 m to the three types of railings presented.

Jaehyuk Lee et al. conducted a 'Structural Test Study on the Design Method and Impact of Impact Relief Device for Steel Bridge Railings (2003)'. This study relates to the shock mitigating device for the steel railing for bridges, and by conducting an impact test according to the design method of the shock mitigating device, it was found that there should be a facility that can absorb the impact energy from the lower part of the railing when an impact is applied to the railing. By pointing out, we are focusing on the impact mitigation member and suggesting improvements accordingly.

Jaeil Kim et al. analyzed the dynamic behavior of bridge railings by conducting structural analysis experiments in 'A study on the dynamic behavior of concrete bridge railings by computer simulation (2004)'. This study verified the handrail performance in various fixed anchors and derived the impact load accordingly.

Hyun-Tae Kim conducted a 'Study on the Prevention of Fall Accidents in Working on Large Bridges (2006)'. In this study, it is suggested that it is necessary to derive risk factors and problems according to the work procedure for each stage of planning, design, and construction of the bridge construction, and to remove and solve them in advance. It is emphasized that it is a metal pipe or a material with greater strength than the above.

Munhwan Lee et al. conducted 'a study on the structure proposal of fittings for the activation of the use of safety glass railings in buildings (2010)'. This study analyzed the effect of reducing the construction cost by 15% compared to the price of the existing railing by excluding the installation of railings in apartments.

Hyunjoong Kim et al. conducted 'A Study on Suicide Prevention Facilities on Bridges (2014)'. In this study, it was suggested that it is necessary to analyze the yearly analysis of the attempted suicide by jumping on major bridges and to study the prevention facilities. In addition, the suicide rate was higher on bridges with easy access and walkable sidewalks, and auxiliary systems such as CCTV and emergency telephone installed on the bridge were found to be ineffective in preventing suicide by suicide. As a direct method to reduce the risk of suicide attempts, the installation of a suicide prevention facility that minimizes the chance of an attempt at suicide has been proven to be the most effective, but it is suggested that the application is very insufficient in Korea.

Lee Sang-moon et al. conducted 'Structural Safety Evaluation Study (2016) of Balcony Railing-Mounted Solar Power Generation Facilities in Apartment Houses'. This study sets factors for structural safety according to the performance of solar power generation facilities, and presents the results of performance experiments on those factors.

Kim Dae-gyu et al. conducted 'a study on the magnitude of the load applied when a person leaned against the wall/handrail of a building (2017)', and their purpose was to find the magnitude of the maximum load when a person leaned against the wall/handrail. put This study is to secure basic data necessary for the design of dry lightweight partition walls.

Kim Hong-sam et al. conducted a 'Study on the field application of balustrade barrier concrete for machine pouring mixed with fine powder of blast furnace slag (2017)'. In this study, a study was conducted to utilize the material properties of injecting mineral admixtures in the production of concrete for railing walls using blast furnace slag, which is widely used in the steel industry. In this study, after the handrail wall was fabricated, production and experiments were conducted to construct the railing protection wall of the actual bridge.

Byeong-Ik Yoon et al. conducted a 'Study on the Effect of the Edge Railing Wall of a High-Rise Apartment on the Design of Adjacent Walls (2018)'. This study suggests the effect of the perimeter guardrail on the structural safety of adjacent walls through structural analysis conducted by dividing the case with and without perimeter guardrail walls.

Ji-eun Kwon et al. conducted a 'Study on Types and Characteristics of Flat Handrails (2019)'. This study focused on finding the form, component, decorativeness, and regional characteristics of the flat railing installed in the Banga in Gyeongbuk province.

Seong-oh Moon and others conducted a 'Study on the application of the scaffolding safety railing prior construction method to domestic construction sites for the prevention of fall accidents (2019)'. This study proposes and technically verifies a new structure of the safety rail so that the safety rail is installed first when assembling the scaffold and the safety rail is the last in the reverse order when dismantling.

Seungwook Choi et al. conducted a 'Study on Easy-to-Install Safety Railings (2019)'. Through patent analysis on the prior art, this study suggests improvement points that shorten installation and dismantling time, secure sufficient effectiveness, and be applicable to various building shapes.

Overseas Fairchild, E. J. et al. conducted 'a study on the enactment of laws and practical programs to solve social problems such as self-inflicted suicide (1978)'. In this study, by preparing the Occupational Safety and Health Act to realize safety and health in the workplace, various systems such as research, education, and programs are provided as well as the implementation of the standard of the law and standardized in occupational safety and health standards.

O'Carroll, P. W. et al. conducted 'Analysis and study (1994) of suicide rates and their causes in two bridges, Ellington Bridge and Taft Bridge, among bridges in Washington, USA for practical countermeasures and prevention of bridge suicide'. carried out. In this study, regarding the installation of a suicide prevention facility (Bridge Barrier Fence) on a bridge, 'damage the landscape', 'The bridge itself must be maintained without installing artificial structures,' and 'Artificial structures such as fences are It is not practically helpful.' The fence installation was delayed due to objections such as 'It is not practically helpful.

Prevost, C. et al. conducted a 'Study on the Effectiveness of Fences for the Prevention of Jumping Suicide (1996)'. In this study, it was suggested to install a fence on the Jacques Cartier Bridge in Montreal, Canada, which is one of the famous places such as the Golden Gate Bridge in the United States or Niagara Falls, to prevent the suicide attempt.

Wassell, I.J. conducted 'a study on the role and function of fences (1997)'. In this study, the main purpose of the fence is to protect something, prevent an intruder, and delay it for a long enough time as a defense against it, and it is suggested that a fence of a simple form or of a cheap material cannot perform its function properly. In addition, an alternative to replacing such a fence is to strengthen the function of the fence by adding a hard and high-quality material to the fence. suggested.

Pelletier, A. R. conducted 'Analysis and Study on the Practical Effects of Safety Fences Applied to the Memorial Bridge (2007)'. In this study, we analyzed whether the safety fence applied to Memorial Bridge, a memorial bridge in Augusta, USA, had practical effects. It was removed, but it was dealt with whether this decision was right, and as the safety fence was installed, there was no suicide at the Memorial Bridge, and it is suggested that the overall suicide rate, although slightly, decreased. In addition, it was confirmed that facilities for preventing suicide by jumping, such as safety fences, are effective in preventing suicide by jumping, and especially in preventing impulsive suicide attempts.

Beautrais, A. L. et al. conducted a 'comparative study on suicide according to the presence or absence of a safety fence at Grafton Bridge (2009)'. In this study, the number of suicide attempts and suicide rates after the fence was removed by comparing and analyzing the suicide rate by period following the installation, removal, and reinstallation of the safety fence increased by 5 times compared to when the fence was installed. After reinstalling , 0 people committed suicide by jumping from Grafton Bridge in New Zealand. In addition, it was confirmed that the safety fence is effective in preventing suicide by jumping, suggesting that the removal of the fence leads to an increase in suicide by jumping and the installation of the fence prevents suicide by jumping.

As described above, in the early stages of the study, most of the cases were limited to the development of handrails for bridge fall prevention, and gradually the development of bridge protection fences began to take place. The handrail with a fall prevention function was developed in the direction of minimizing human casualties when a vehicle collides, and the development of a bridge protection fence was not practical because the front side of the transverse body was narrower than the rear side. In addition, most of the research is related to the absence and use of general safety guardrails used in civil engineering and construction, and only mentions the basic structural analysis and collision tests of general safety guardrails and the need for a new safety guardrail. In addition, there are theoretical studies on safety guardrails, but since they are very limited, it can be seen that the development of a technology designed to prevent people from approaching and ascending and descending is necessary. As a theoretical study, Lee Rae-cheol et al. conducted a 'Study on Design Criteria for Roads and Bridges Auxiliary Facilities (2005)' to review overall design standards for road ancillary facilities. In this case, it was suggested that the improvement and reinforcement of the installation standards and design standards were necessary.

Kim Dae-gyu et al.'s 'Study on the size of the load that acts when a person leans against the railing wall of a building (2017)' is judged to be an original study attempt to prevent suicide by suicide, but this also does not lead to a fundamental suicide prevention technique. couldn't In addition, a static test was conducted on the concrete railing of the bridge deck, but this is a study that only reaches the level of verifying the safety of the existing railing, not the development of the device. In addition, studies on the structural safety of bridges have been attempted, but it can be said that this is not a design for a new suicide prevention device through the review of the structural performance of the existing safety railing.

Meanwhile, the following are representative examples of the installation of suicide prevention facilities on major domestic and foreign bridges.

Unam Bridge is a bridge with the stigma of 'suicide bridge', where about 10 suicide attempts and 2-3 suicides occur every year. As shown in (a) of FIG. 3, Imsil-gun, a local government for bridge management, installed a 1.2 m-long suicide prevention facility on an existing 1 m high vehicle protection fence to prevent suicide attempts at Unam Bridge. additionally installed. In response, officials point out that the vaguely raised height of the safety fence can prevent some suicide attempts, but it is the installation of a facility whose aesthetics are damaged because the landscape of the bridge is not considered at all.

Among the bridges on the Hangang River, Mapo Bridge is one of the top three bridges in the fall. In particular, Mapo Bridge has the highest number of suicide attempts among the top three bridges. Looking at the current status of investment accidents by year, it was 7 in 2003, but it gradually increased every year, and in 2007, 33 cases occurred, the most. When looking at the number of days per accident at Mapo Bridge, there was 1 occurrence every 52.1 days in 2003, but in 2007, the number of falling accidents was the highest, with 1 occurrence every 11.1 days. Since 2007, as the suicide attempts and accidents on the Mapo Bridge have continued to this day, the Seoul Metropolitan Government, which was suffering from this, installed a facility to prevent suicide by jumping, which was selected in a design competition in August 2015. As shown in (b) of Figure 3, the suicide prevention facility installed on the Mapo Bridge is a structure at a height of 2.5 m that is bent inward by giving an inclination to the upper end of the fence post, and includes a wire layer disposed in the middle and It is a form that blocks the access of the suicide attempter through a checkerboard-shaped rotating body placed on the upper part. The Seoul Metropolitan Government tried to prevent suicide attempts on Mapo Bridge with the above facilities. As a result, the number of attempted suicide attempts decreased from 200 a year before the installation of the jump-in suicide prevention fence to 160 after installation.

Although the number of suicide attempts seems to have decreased due to the overall drop in the jump suicide rate, it has been shown that there is no significant effect in preventing jump suicide due to the continuous occurrence of more than 100 suicides every year. In addition, fire officials said that the facilities for preventing suicide by jumping on the Mapo Bridge were 'rather than obstructing the rescue activities of those who attempted to commit suicide.' The reason is that the fences installed in the suicide prevention facilities are basically lower than other places, and there is a place where it is easy to step on the foot and protrude from the bottom. In addition, there are cases where people climb up by stepping on the emergency bell installed on the bridge. In order to prevent suicide, there is a statue of a comforter, even this is used as a stepping stone for crossing the fence. The facilities for preventing suicide by jumping on the Mapo Bridge have vulnerable points that are easy to use for those who attempt suicide by jumping.

Muni Bridge is a bridge that connects Chungbuk and Daejeon, and reaches a height of 30 m from the water surface, where there are few people. On this bridge, the number of suicides by jumping on the bridge continues every year, and 12 suicides have occurred in the last 5 years. In order to solve the serious problem of suicide by suicide, the need for suicide prevention measures was raised and a safety fence was installed in 2018. As shown in (c) of Figure 3, the safety fence installed on the Moon Bridge is a type of blocking the access of the suicide attempter by mounting a metal lath on a steel post with a high height of 2.6 m. However, there is a disadvantage in that the surrounding scenery and visibility are deteriorated due to the appearance of the high barrier.

In Australia Harbor Bridge, as shown in FIG. 3 (d), a suicide prevention barrier is installed. The reason why such a suicide prevention barrier was installed at the Harbor Bridge in Sydney, Australia is because of a case in February 2009 that a father threw a four-year-old girl to death by jumping from a bridge at West Gate Bridge in Melbourne, Australia. Currently, Harbor Bridge has installed such a steel net suicide prevention barrier over the entire bridge at an additional cost of $20 million, and since then, the suicide rate by falling on the bridge has been reduced by 85%.

New Zealand's Grafton Bridge was built in 1936 and maintained until 1996. However, in 1996, the city council protested that this facility destroyed the bridge's engineering structure and was unsightly, and the facility for preventing suicide by jumping was removed. After the drop-in suicide prevention facility was removed, it was found that the drop-in suicide rate increased five-fold. For this reason, the suicide prevention facility was reinstalled from 2003, and a curved screen facility made of glass was installed in consideration of the scenery as shown in FIG. 3(e). After the suicide prevention facility was re-installed, suicide by jumping no longer occurred.

The Canadian Prince Edward Viaduct Bridge has a budget of about 5.5 million dollars as shown in FIG. They installed a suicide prevention facility called the Luminous Veil. It consists of thousands of thin iron rods and is supported by externally inclined steel posts. After the installation of the safety fence to prevent suicide by jumping, suicide by jumping did not occur any more. This contrasts with the result of a decrease in the suicide rate in other regions as a whole. This has led to an increase in the suicide rate in other bridges and buildings that are not equipped with a suicide prevention facility, and from these results, it can be seen that suicide by jumping is not uniquely occurring only at the Bloor Street Viaduct Bridge. Therefore, when similar bridges exist in the vicinity, it was found that installing a suicide prevention facility only on a specific bridge does not significantly help in reducing the overall suicide rate by suicide.

As shown in (g) of Figure 3, Jacques Cartier Bridge in Quebec, Canada installed a protective curved fence to prevent jumping suicide in 2004. It also has a camera system that allows it. As a result of these efforts, the suicide rate due to falling from falling has decreased, and there has been no increase in the suicide rate by falling from nearby bridges. Quebec's suicide rate fell from 22.2 per 100,000 in 1999 to about 16 per 100,000 in 2005. Although it is difficult to conclude that these statistics directly lowered the suicide rate in Quebec, they did help to reduce the suicide rate positively.

In order to prevent suicide in December 2006, Aurora Bridge in the United States installed 6 telephones and 18 signs as shown in (h) of FIG. Also, at the end of 2006, local activists and political leaders gathered to create an organization called FRIENDS (The Fremont Individuals and Employees Nonprofit to Decrease Suicides) to install a suicide prevention facility on the bridge. Then, in the spring of 2010, the installation work for the suicide prevention facility began, and it was completed in February 2011.

Nusle Bridge in Chile installed a chain link fence fence as shown in FIG. 3 (i) in order to prevent more suicides. However, this chain link fence fence could be climbed by a suicide attempter. In 2006, 63 people attempted suicide by jumping over a chain link fence fence, resulting in 5 deaths. Therefore, in 2007, a strip of about 1 m (3 ft) wide was added and finished with metal so that suicide attempters could no longer climb this fence.

As shown in (j) of FIG. 3, the American Golden Gate Bridge to which the bridge suicide prevention facility is applied is known as the bridge with the highest number of suicide accidents in the world. Golden Gate Bridge has introduced various prevention technologies to reduce jump-in suicide accidents. A hot line is installed on the bridge, and a watchman roams around to find an attempter, and some areas are closed at night. However, so far, no facilities have been installed to prevent suicide by jumping, and only a 1.2m fence exists. The reason for this is that it is difficult to interpret the engineering design of the bridge, it takes a lot of budget, and the conflicting opinions in the landscape make it difficult to install the facilities to prevent suicide by jumping on the bridge. In October 2008, the Golden Gate Bridge Board of Directors decided to install a plastic-covered stainless-steel mesh under the bridge, which was approximately 6m wide on each side. The estimated cost of this mesh facility was estimated to be between 40 million and 50 million dollars, and it is currently being delayed due to lack of funds.

In the case of the aforementioned Mapo Bridge in the domestic case, the fence is rather used as a springboard for jump-in suicide, and it has the disadvantage of making rescue activities rather difficult. In addition, considering the case of the Prince Edward Viaduct Bridge in Canada, it can be seen that it is not meaningful to install a suicide prevention facility in only one specific place. Through this, it is judged that it is essential to develop a new suicide defense system that can reduce the suicide rate and enable effective rescue activities in Korea.

As we have seen, since most suicide attempts are made in high-rise structures and bridges, there is a limit to simply adding a function to the existing general safety handrail. As the government is emphasizing the installation of suicide prevention facilities in order to reduce suicide by suicide in bridges and high-rise structures, the importance of preparing a foundation for a safety system to prevent suicide attempts is emerging.

Despite the fact that the development of a system for prevention of falls and suicide on bridges and high-rise structures and the importance of the technology are emerging, the falling suicide defense system developed at home and abroad so far is a rotating cylindrical system. Structural analysis and performance tests to verify the structural safety of the rotating cylindrical system developed for this unique, suicide defense were not conducted.

Accordingly, the present inventor has completed the present invention by researching and developing a rotating cylindrical system for ballistic suicide defense with improved structural performance through structural analysis and performance testing of the rotating cylindrical system, and confirming the effect thereof.

It is an object of the present invention to solve the above-mentioned conventional problems, and to provide a rotating cylindrical system for suicide defense with improved structural performance that satisfies the allowable stress values of preset bending stress, shear stress and combined stress.

The above object, according to the present invention, a coupling portion coupled to the ground or structure; a support portion extending upward from the coupling portion and formed to have a predetermined angle with respect to the ground; and a rotating part rotatably installed in the support part, and rotating when gripped by a projection attempter to block the projection attempter's projection, wherein the support part and the rotation part include a predetermined bending stress, shear stress and combined stress. It is achieved by a rotating cylindrical system for suicide defense with improved structural performance, characterized in that each satisfies the upper limit of allowable stress.

In addition, the support part is provided to have an acute angle with respect to the ground, and the rotation part may be provided in three pieces.

In addition, the support unit, the upper limit of the allowable stress of the bending stress is provided as 200 N/mm ² , the upper limit of the allowable stress of the shear stress is provided as 114 N/mm ² , and the upper limit of the allowable stress of the combined stress is provided as 1.0 and the rotating unit, the allowable stress upper limit of the bending stress is provided as 310 N/mm ² , the allowable stress upper limit of the shear stress is provided as 207 N/mm ² , and the allowable stress upper limit value of the combined stress is provided as 1.0 can be

In addition, the support part, a portion is provided to have an obtuse angle with respect to the ground, the rotation part, four, may be provided.

In addition, the support portion, the upper limit of the allowable stress of the bending stress is provided as 245 N / mm ² , the upper limit of the allowable stress of the shear stress is provided as 140 N / mm ² , the upper limit of the allowable stress of the combined stress is provided as 1.0 and, the rotating unit, the upper limit of the allowable stress of the bending stress is provided as 186 N/mm ² , the upper limit of the allowable stress of the shear stress is provided as 117 N/mm ² , and the upper limit of the allowable stress of the combined stress is provided as 1.0 can be

According to the present invention, it is possible to provide a rotating cylindrical system in which structural performance is significantly improved and improved so that the projection of an attempter can be effectively prevented.

On the other hand, the effects of the present invention are not limited to the above-mentioned effects, and various effects may be included within the range apparent to those skilled in the art from the description below.

1 shows the increase in socioeconomic cost for investment trust that builders pay attention to,
Figure 2 shows domestic and foreign prior patent technologies related to the present invention,
Figure 3 shows major domestic and foreign bridge suicide prevention facilities related to the present invention,
4 is an overall view of a rotating cylindrical system for suicide defense with improved structural performance according to an embodiment of the present invention;
5 is an overall view of a rotating cylindrical system for suicide defense with improved structural performance according to an embodiment of the present invention;
6 is a view showing the concept of development of a rotating cylindrical system for suicide defense with improved structural performance according to an embodiment of the present invention;
7 is a view showing a research and development method and procedure of a rotating cylindrical system for suicide defense with improved structural performance according to an embodiment of the present invention;
8 is a view showing a coupling part of a rotating cylindrical system for suicide defense with improved structural performance according to an embodiment of the present invention;
9 is a view showing a suicide defense test process of the support part of a rotating cylindrical system for suicide defense with improved structural performance according to an embodiment of the present invention;
10 is a view showing a support part provided with an auxiliary rib of a rotating cylindrical system for suicide defense with improved structural performance according to an embodiment of the present invention;
11 is a view showing the rotating part of the rotating cylindrical system for suicide defense with improved structural performance according to an embodiment of the present invention,
12 is a view showing a pipe provided with a reinforcing rib of a rotating cylindrical system for preventing suicide by throwing a ball with improved structural performance according to an embodiment of the present invention;
13 is a view showing a suicide defense test process of the rotating part of a rotating cylindrical system for suicide defense with improved structural performance according to an embodiment of the present invention;
14 is a view showing the shape and dimensions of a rotating cylindrical system for suicide defense with improved structural performance according to Embodiment 1 of the present invention;
15 shows the cross-sectional shape and dimensions of the rotating part of the rotating cylindrical system for suicide defense with improved structural performance according to Embodiment 1 of the present invention;
Figure 16 shows the cross-sectional shape and dimensions of the support part of the rotating cylindrical system for suicide defense with improved structural performance according to Embodiment 1 of the present invention;
17 is a perspective view and a front view of a rotating cylindrical system for suicide defense with improved structural performance according to Embodiment 1 of the present invention;
18 is a view showing the shape and dimensions of a rotating cylindrical system for suicide defense with improved structural performance according to Embodiment 2 of the present invention;
19 shows the cross-sectional shape and dimensions of the rotating part of the rotating cylindrical system for suicide defense with improved structural performance according to Embodiment 2 of the present invention;
20 is a view showing the cross-sectional shape and dimensions of the support part of the rotating cylindrical system for suicide defense with improved structural performance according to Embodiment 2 of the present invention;
21 is a perspective view and a front view of a rotating cylindrical system for suicide defense with improved structural performance according to Embodiment 2 of the present invention;
22 shows the shape and dimensions of Comparative Example 1,
23 shows the cross-sectional shape and dimensions of the rail member of Comparative Example 1,
24 shows the cross-sectional shape and dimensions of the holding member of Comparative Example 1,
25 shows the horizontal load application state of the safety handrail,
26 shows the structural design process of a general safety handrail,
Figure 27 shows the connection details of the anchor bolt of Comparative Example 1,
28 shows a structural design process of a rotating cylindrical system for suicide defense with improved structural performance according to an embodiment of the present invention;
29 is a view showing the stress analysis results of the support part and the coupling part of the rotating cylindrical system for suicide defense with improved structural performance according to Example 1 of the present invention;
30 is a view showing the stress analysis result of the rotating part of the rotating cylindrical system for suicide defense with improved structural performance according to Example 1 of the present invention;
31 is a view showing the bending moment of the coupling portion of the rotating cylindrical system for suicide defense with improved structural performance according to Embodiment 1 of the present invention;
32 is a view showing the stress analysis results of the support part and the coupling part of the rotating cylindrical system for suicide defense with improved structural performance according to Example 2 of the present invention;
33 is a view showing the stress analysis result of the rotating part of the rotating cylindrical system for suicide defense with improved structural performance according to Example 2 of the present invention;
34 is a view showing the bending moment of the coupling part of the rotating cylindrical system for suicide defense with improved structural performance according to Embodiment 2 of the present invention;
Figure 35 shows the procedure of the performance test of the general safety handrail and the rotating cylindrical system,
36 shows the types of performance tests of a general safety handrail and a rotating cylindrical system,
37 is a view showing the vertical load test of the general safety handrail according to the rotating cylindrical system and Comparative Example 1 with improved structural performance according to Examples 1 and 2 of the present invention,
38 is a view showing the maximum vertical displacement of the general safety handrail according to the rotary cylindrical system and Comparative Example 1 with improved structural performance according to Examples 1 and 2 of the present invention.
Figure 39 shows the horizontal load test of the general safety handrail according to the rotary cylindrical system and Comparative Example 1 for the improved structural performance according to Examples 1 and 2 of the present invention for falling suicide defense,
40 shows the maximum horizontal displacement amount of the general safety handrail according to the rotary cylindrical system and Comparative Example 1 with improved structural performance according to Examples 1 and 2 of the present invention.
Figure 41 shows the impact resistance test of the rotating cylindrical system for suicide defense with improved structural performance according to Examples 1 and 2 of the present invention,
42 shows a rotational durability test of a rotating cylindrical system for suicide defense with improved structural performance according to Examples 1 and 2 of the present invention;
43 shows a salt spray test (anodizing surface treatment) of a rotating cylindrical system for suicide defense with improved structural performance according to Examples 1 and 2 of the present invention;
44 is a view showing a salt spray test (fluororesin coating surface treatment) of a rotating cylindrical system for suicide defense with improved structural performance according to Examples 1 and 2 of the present invention;
45 shows a rotational durability test after salt spray of a rotating cylindrical system for suicide defense with improved structural performance according to Examples 1 and 2 of the present invention.

Hereinafter, some embodiments of the present invention will be described in detail with reference to exemplary drawings. In adding reference numerals to the components of each drawing, it should be noted that the same components are given the same reference numerals as much as possible even though they are indicated on different drawings.

In addition, in describing the embodiment of the present invention, if it is determined that a detailed description of a related known configuration or function interferes with the understanding of the embodiment of the present invention, the detailed description thereof will be omitted.

In addition, in describing the components of the embodiment of the present invention, terms such as first, second, A, B, (a), (b), etc. may be used. These terms are only for distinguishing the elements from other elements, and the essence, order, or order of the elements are not limited by the terms.

From now on, with reference to the accompanying drawings, the structure performance according to an embodiment of the present invention will be described in detail with respect to the rotating cylindrical system 100 for suicide defense.

Figure 1 shows an increase in socioeconomic cost for investment that builders pay attention to, Figure 2 shows domestic and foreign prior patent technologies related to the present invention, and Figure 3 is a domestic and foreign major bridge investment related to the present invention. Figure 4 shows a suicide prevention facility as a whole, and Figure 4 shows a rotating cylindrical system for suicide prevention with improved structural performance according to an embodiment of the present invention, Figure 5 is structural performance according to an embodiment of the present invention The overall rotational cylindrical system for this improved suicide defense is shown, and Figure 6 shows the development concept of the rotational cylindrical system for the improved structural performance of the suicide defense according to an embodiment of the present invention, Figure 7 is Shows the research and development method and procedure of a rotating cylindrical system for jump-in suicide defense with improved structural performance according to an embodiment of the present invention, and FIG. shows the coupling part of the rotating cylindrical system for It shows a support part provided with an auxiliary rib of a rotating cylindrical system for jump-in suicide defense with improved structural performance according to an embodiment of the present invention, and FIG. shows a rotating part of a rotating cylindrical system for shows a suicide defense test process of a rotating part of a rotating cylindrical system for jump-in suicide defense with improved structural performance according to an embodiment of the present invention, and FIG. It shows the shape and dimensions of the rotating cylindrical system for The cross-sectional shape and dimensions of the rotating part of the rotating cylindrical system for defense are shown. 17 is a perspective view and a front view of a rotating cylindrical system for suicide defense with improved structural performance according to Embodiment 1 of the present invention, and FIG. 18 is a suicide defense with improved structural performance according to Embodiment 2 of the present invention. shows the shape and dimensions of the rotating cylindrical system for 20 shows the cross-sectional shape and dimensions of the support part of the rotating cylindrical system for the jump-in suicide defense with improved structural performance according to the second embodiment of the present invention, and FIG. It is a perspective view and a front view of a rotating cylindrical system for suicide defense, FIG. 22 shows the shape and dimensions of Comparative Example 1, FIG. 23 shows the cross-sectional shape and dimensions of the rail member of Comparative Example 1, and FIG. The cross-sectional shape and dimensions of the holding member of Comparative Example 1 are shown, FIG. 25 shows the horizontal load application state of the safety handrail, FIG. 26 shows the structural design process of the general safety handrail, and FIG. 27 shows the comparison It shows the connection details of the anchor bolt of Example 1, and Figure 28 shows the structural design process of the rotating cylindrical system for suicide defense with improved structural performance according to an embodiment of the present invention, Figure 29 is the present invention shows the results of stress analysis of the support and coupling parts of the rotating cylindrical system for suicide defense with improved structural performance according to Example 1 of shows the stress analysis results of the rotating part of the rotating cylindrical system for It shows the bending moment of the coupling part of the rotating cylindrical system, and FIG. 32 shows the stress analysis result of the supporting part and the coupling part of the rotating cylindrical system for suicide defense with improved structural performance according to Example 2 of the present invention, FIG. 33 shows the stress analysis result of the rotating part of the rotating cylindrical system for jump-in suicide defense with improved structural performance according to Example 2 of the present invention, and FIG. It shows the bending moment of the coupling part of the rotating cylindrical system for defense, FIG. 35 shows the procedure of the performance test of the general safety handrail and the rotating cylindrical system, and FIG. 36 is the performance test of the general safety guardrail and the rotating cylindrical system Figure 37 shows the vertical load test of the general safety handrail according to the rotary cylindrical system and Comparative Example 1 for suicide defense with improved structural performance according to Examples 1 and 2 of the present invention. , FIG. 38 shows the maximum amount of vertical displacement of the general safety handrail according to the rotary cylindrical system and Comparative Example 1 with improved structural performance according to Examples 1 and 2 of the present invention. It shows the horizontal load test of the rotating cylindrical system for the jump-in suicide defense with improved structural performance according to Examples 1 and 2 of the invention and the general safety handrail according to Comparative Example 1, Figure 40 is Example 1 of the present invention and the maximum horizontal displacement amount of the general safety handrail according to Comparative Example 1 and the rotating cylindrical system for suicide defense with improved structural performance according to Example 2, and FIG. 41 is in Example 1 and Example 2 of the present invention The impact resistance test of the rotating cylindrical system for suicide defense with improved structural performance is shown in Figure 42. It shows the rotational durability test, Figure 43 is the salt of the rotational cylindrical system for suicide defense with improved structural performance according to Examples 1 and 2 of the present invention A water spray test (anodizing surface treatment) is shown, and FIG. 44 is a salt spray test (fluororesin coating surface treatment) of a rotating cylindrical system for suicide defense with improved structural performance according to Examples 1 and 2 of the present invention. ), and FIG. 45 shows a rotational durability test after salt spray of a rotating cylindrical system for suicide defense with improved structural performance according to Examples 1 and 2 of the present invention.

As shown in FIGS. 4 to 45 , the rotating cylindrical system 100 for jump-on suicide defense with improved structural performance according to an embodiment of the present invention includes a coupling unit 110 , a support unit 120 , and a rotating unit ( 130).

The coupling part 110 is coupled to the ground or a structure, and a support part 120 to be described later is formed to extend upward.

Here, the ground may be a floor surface on which the coupling unit 110 is to be installed, that is, a facility on the edge of the roof of an apartment, a high-rise building, or a general house, or a floor surface of a bridge, a highway, a pedestrian overpass, a ship, or the like.

In addition, the term "structure" means facilities or bridges on the edge of the roof of apartments, high-rise buildings, and general houses, highways, pedestrian overpasses, existing railings installed on both edges of ships, or railings installed on performance halls, tourist destinations, sports grounds, and other risks of falling It may be an object such as an H-beam installed in a place where it is located.

That is, the coupling unit 110 is installed on the ground alone using an anchor bolt, etc., installed on the ground in an earthwork method, installed on the top of the H beam installed on the ground, or installed on a structure such as an existing handrail. have.

When the coupling part 110 is installed on the existing handrail, the inconvenience of removing the existing handrail as a whole is reduced in installing the rotary cylindrical system, and the existing handrail can be used as it is when the rotary cylindrical system is constructed. , there is an advantage in that the construction time is shortened and the construction cost is saved, and there is an advantage in that the maintenance and repair are easy.

On the other hand, when the coupling unit 110 is coupled to the structure by a method such as bolting (coupled in a form that damages the structure itself), there is a problem with respect to the safety rating of the existing structure. Therefore, when the coupling portion 110 is coupled to the structure, the coupling portion 110 is preferably coupled to the structure by pressing the outer surface of the structure (does not affect the safety rating of the structure).

As shown in FIG. 8 , in this case, the coupling part 110 includes a base plate 111 and a base plate cover 112 in more detail.

The base plate 111 has one side open, and forms a first insertion space, which is a space into which a structure is inserted.

The base plate cover 112 is finished by pressing the open side of the base plate 111, and forms a second insertion space, which is a space into which the structure is inserted.

That is, when the structure is inserted into the first insertion space of the base plate 111 and the base plate cover 112 is fastened to the base plate 111 through a plurality of anchor bolts, the base plate 111 is opened. The coupling part 110 can be fixed to the structure without damaging the structure by pressing one side of the structure.

The support part 120 is formed to extend upward from the coupling part 110, and is formed to have a predetermined angle with respect to the ground. One end is connected to the coupling part 110 and the other end is a rotating part 130 to be described later. It can be rotatably installed.

In addition, this support 120 has light weight, various strength characteristics due to alloy, rich workability due to face-centered cubic structure, excellent corrosion resistance due to a naturally occurring oxide film, excellent surface treatment such as anodizing treatment, no low temperature brittleness, It is preferable to be made of an aluminum alloy material having various characteristics such as heat reflectivity. In this case, the support 120 may be made of an alloy material for casting that is used to form a desired shape by dissolving a metal raw material and cooling and solidifying the mold.

In more detail, the support part 120 includes a body part 121 and an arm part 122 .

The body portion 121 is formed to extend upward from the coupling portion 110 and is formed to have a predetermined angle with respect to the ground, and a plurality of arm portions 122 to be described later extend along the longitudinal direction.

The body portion 121 is formed to have a narrower width than the coupling portion 110, and is formed to become narrower toward the upper side. According to the shape of the body part 121 , since a small amount of material is inputted during the manufacturing of the body part 121 , there is an effect of reducing the manufacturing cost of the body part 121 .

In addition, the preset angle may include both an acute angle or an obtuse angle with respect to the ground. It is preferable to provide an acute angle of 40° to 75° and an obtuse angle of 105° to 140°.

More specifically, when the body portion 121 is provided to have an acute angle with respect to the ground, the body portion 121 is formed to have an inclination of 40° to 75° inward (that is, the body portion 121 is tilted in the direction toward the projectile), when a portion of the body portion 121, that is, the upper portion is provided to have an obtuse angle with respect to the ground, the upper portion of the body portion 121 is inclined outwardly from 105° to 140° is formed to have (ie, the upper portion of the main body 121 is inclined in a direction opposite to the direction in which the projection attempter is located).

In addition, the main body 121 may be manufactured in various shapes suitable for the surrounding environment in consideration of the surrounding environment.

Also, a protrusion may be formed on the body portion 121 . Due to these protrusions, it is possible to effectively prevent the attempter from climbing by holding the support unit 120 .

The arm part 122 is formed to extend in plurality from the body part 121 inward, that is, along the longitudinal direction of the body part 121 in the direction toward the projection attempter. do.

That is, since the rotating part 130 is installed at the end of the arm part 122 , the main body part 121 may be spaced apart from the rotating part 130 and located on the back side. In this case, the plurality of arm parts 122 are on the ground. Each is formed obliquely extending from the body portion 121 with a predetermined angle to each other. According to the arm 122 as described above, as shown in FIG. 9 , when the projectile attempts to grip the body part 121 by extending a hand between the rotating parts 130 , the wrist and elbow are bent and the arm is intact. A structure that cannot use force is formed. According to this, it becomes virtually impossible for the projectile to bend the arm after holding the body part 121, and even if the arm is bent between the rotating parts 130, the bent angle is formed very large, so the shoulder joint and the elbow joint Since it is impossible to properly use large joint parts such as the two hip joints of the body part 121 , it is possible to fundamentally prevent the climber from climbing after gripping the body part 121 .

On the other hand, the support 120 has a shape having a slope to the inside or outside of the structure may be vulnerable to a local shear stress. Therefore, as shown in FIG. 10, the auxiliary rib 120a is installed along the longitudinal direction of the support part 120 so that the local shear stress expressed in the support part 120 is offset by increasing the cross-sectional force of the support part 120. can

The rotating part 130 is rotatably installed at the end of the above-mentioned arm part 122, and rotates when gripped by the projection attempter to block the projection attempter's projection.

A plurality of such rotating units 130 may be sequentially installed on the arm unit 122 to form an inclination with respect to the ground. At this time, the interval between the rotating parts 130 is preferably provided at a smaller interval than the width (13cm to 15cm) of the narrow side of the general adult's head so that the projection attempter cannot escape. On the other hand, when the height of a general adult is 170 cm, it is preferable that three or three or more rotating parts 130 are provided and sequentially arranged in consideration of the above-described interval.

In addition, the lower end of the rotating part 130 is preferably installed close to the upper surface of the structure. This is because, when the lower end of the rotating unit 130 is installed close to the upper surface of the structure, the attempt attempt can be prevented more effectively because the attempter cannot step on the structure and climb up.

11 , the rotating part 130 includes a pipe 131 , a housing 132 , a bearing 133 , a fastening member 134 , and a housing cap.

The pipe 131 forms an inner space, in which a housing cap, which will be described later, a bearing 133 , and a fastening member 134 are installed. This pipe 131 is rotated by the structure of the bearing 133 inside when gripped by the attempter, effectively preventing the attempter from climbing while holding the pipe 131.

Such a pipe 131 is preferably provided with a diameter larger than the span of a general person's hand so that the attempter cannot easily grasp it.

In addition, this pipe 131 is light weight, various strength characteristics due to alloy, rich workability due to face-centered cubic structure, excellent corrosion resistance due to naturally occurring oxide film, excellent surface treatment such as anodizing treatment, no low-temperature brittleness, It is preferable to be made of an aluminum alloy material having various characteristics such as heat reflectivity, and the surface may be surface-treated by anodizing or fluororesin coating. At this time, the pipe 131 may be made of an alloy material for processing that is used in the shape of a steel pipe or a square pipe in a hot state where the deformation resistance of the main material is small.

In addition, a plurality of blades may be installed on the outer circumferential surface of the pipe 131 in the longitudinal direction of the pipe 131 . According to such a blade, it becomes more difficult for the tracing attempter to grip the pipe 131, so that the tracing attempt by the clairvoyant can be prevented more effectively.

On the other hand, the pipe 131 may be vulnerable to local bending stress. Therefore, as shown in FIG. 12 , a plurality of reinforcing ribs 130a are provided along the longitudinal direction inside the pipe 131 so as to cancel the local bending stress expressed in the pipe 131 by increasing the cross-sectional force of the pipe 131 . can be installed.

The housing 132 is installed inside the pipe 131 , and a bearing 133 , which will be described later, is installed in the center. The housing 132 has a protruding portion formed on the edge to be installed in a fitting manner in the groove formed inside the pipe 131, and the central portion has one side open so that the bearing 133 can be accommodated and installed. space is formed.

The bearing 133 is installed in the receiving space formed in the above-described housing 132 , and one end of the fastening member 134 , which will be described later, is inserted and installed. The bearing 133 may be provided as a ball bearing 133 in which the inside is rotated so that the pipe 131 can rotate when an external force is applied to the pipe 131 .

On the other hand, one surface of the bearing 133 is supported by a portion of one side of the housing 132 forming an accommodation space, and the other surface is supported by a housing cap to be described later. According to the support structure of the bearing 133 , it is possible to effectively prevent the bearing 133 from being separated from the pipe 131 .

On the other hand, the bearing 133 may be provided as a double ball bearing 133 in which the inner ring is variable in the posture of the external work. According to this bearing 133, even when the coupling angle between the support 120 and the pipe 131 is slightly shifted or the angle of arrangement of the support part 120 and the pipe 131 is slightly shifted due to the weight of the thrower, the pipe ( 131) has the effect that it can be rotated.

The fastening member 134 interconnects the arm part 122 and the bearing 133 , and one end is installed in the arm part 122 and the other end is installed in the bearing 133 . A plurality of through holes may be formed at one end of the fastening member 134 , and corresponding holes may be formed at the end of the arm unit 122 . At this time, the through hole of one end of the fastening member 134 and the hole of the arm 122 may be fastened by bolting.

The housing cap supports the bearing 133 by contacting the bearing 133 exposed on one side of the open accommodation space in a state in which the bearing 133 is accommodated in the accommodation space, and is installed in the housing 132 .

The housing cap forms a support surface in the center portion so that the other surface edge portion of the above-described bearing 133 can be supported. According to this support surface, the other surface of the bearing 133 is supported, and since one surface is supported by the housing 132 , the position of the bearing 133 is fixed so that the bearing 133 is separated from the inside of the pipe 131 . can be effectively prevented.

According to the rotation unit 130 as described above, as shown in FIG. 13 , the projection attempt of the projection attempter can be effectively prevented.

In addition, the above-described support portion 120 and the rotating portion 130 may be formed to satisfy the upper limit of the allowable stress of the predetermined bending stress, shear stress, and combined stress, respectively.

In more detail, when the support part 120 is provided to have an acute angle with respect to the ground (that is, when the body part 121 is inclined in the direction toward the projection attempter), and the rotating part 130 is provided with three, The upper limit of the allowable stress of the bending stress of the support part 120 is 200 N/mm ² , the upper limit of the allowable stress of the shear stress is 114 N/mm ² , and the upper limit of the allowable stress of the combined stress (that is, the yield ratio of the combined stress) is 1.0. Each provided, the upper limit of the allowable stress of the bending stress of the rotating part 130 is 310 N/mm ² , and the upper limit of the allowable stress of the shear stress is 207 N/mm ² , the upper limit of the allowable stress of the combined stress (that is, the yield strength ratio of the combined stress) ) is provided as 1.0, respectively, and the support part 120 and the rotation part 130 may be formed to satisfy these upper limits, respectively.

In addition, a portion of the support 120, that is, the upper portion is provided to have an obtuse angle with respect to the ground (that is, when the upper portion of the main body 121 is inclined in a direction opposite to the direction in which the projection attempter is located), the rotating part ( 130), the upper limit of the allowable stress of the bending stress of the support unit 120 is 245 N/mm ² , the upper limit of the allowable stress of the shear stress is 140 N/mm ² , and the allowable stress upper limit of the combined stress (that is, , the yield ratio of the combined stress) is provided as 1.0, respectively, the upper limit of the allowable stress of the bending stress of the rotating part 130 is 186 N/mm ² , and the upper limit of the allowable stress of the shear stress is 117 N/mm ² , the allowable combination stress The upper limit of the stress (ie, the yield strength ratio of the combined stress) is provided as 1.0, respectively, and the support part 120 and the rotation part 130 may be formed to satisfy these upper limits, respectively.

On the other hand, the support part 120 is provided to have an acute angle with respect to the ground, three rotating parts 130 are provided, and the coupling part 110 is provided in a way that is directly installed on an existing structure using an anchor bolt or the like. In this case, the thickness of the coupling portion 110 is preferably formed to be 14.3 mm or more.

On the other hand, a part of the support part 120, that is, the upper part is provided to have an obtuse angle with respect to the ground, four rotating parts 130 are provided, and the coupling part 110 is provided through the base plate cover 112 of the present invention. When provided in a manner coupled by pressing the existing structure, the thickness of the coupling portion 110 is preferably formed to be 17.8 mm or more.

On the other hand, in order to satisfy the above-described upper limit values of allowable stress, the support part 120 is provided to have an acute angle with respect to the ground, three rotating parts 130 are provided, and the coupling part 110 is conventional using an anchor bolt or the like. When provided in such a way that it is installed directly on the structure, the thickness of the rotating part 130 may be 10 mm, the thickness of the support part 120 may be 15 mm, and the thickness of the coupling part 110 may be provided as 25 mm.

On the other hand, in order to satisfy the above-described upper limit values of allowable stress, a part of the support part 120, that is, the upper part is provided to have an obtuse angle with respect to the ground, four rotating parts 130 are provided, and the coupling part 110 is this view. When provided in a manner coupled by pressing the existing structure through the base plate cover 112 of the present invention, the thickness of the rotating part 130 is 3 mm, the thickness of the support part 120 is 15 mm, the coupling part 110 ) may be provided with a thickness of 30 mm.

According to the rotating cylindrical system 100 for the jump-in suicide defense with improved structural performance according to an embodiment of the present invention as described above, the structural performance is significantly improved/improved, and the rotation in which the jump-in attempter can be effectively prevented A cylindrical system may be provided.

Hereinafter, the operation and effect of the present invention will be described in more detail through structural analysis and performance tests of specific embodiments of the present invention. However, this is presented as an example of the invention, and thereby the scope of the invention is not limited in any sense.

Example 1

14 shows the rotating cylindrical system of Example 1, and Example 1 was designed in consideration of facility limitations 2020 such as roadways and sidewalks. The support part 120 is configured to have an acute angle with respect to the ground, that is, to be inclined in the direction toward the projecting person, and the rotating part 130 has three stages in the case of structural analysis, and two stages and three stages in the case of the performance test. was composed of The coupling unit 110 was configured in such a way that it was directly installed on an existing structure using an anchor bolt or the like.

In more detail, Embodiment 1 is composed of a coupling unit 110 , a support unit 120 , and a rotating unit 130 3 stages (two stages and 3 stages in the performance test), the support unit 120 height is 880 mm, the rotating unit 130 ) length of 2,000 mm was used. The thickness of the rotating part 130 is appropriate if T = 3 to 8 mm, but a conservative thickness was selected and applied to T = 10 mm. The thickness of the support 120 was applied to T = 15 mm, the thickness of the coupling portion 110 was applied to T = 25 mm. As for the material of aluminum used for the member of Example 1, 6061-T6 was applied to the rotating part 130 and AC4C was applied to the support part 120, and the material property results are as shown in Table 3 below. The tensile strengths of 6061-T6 and AC4C were 310 N/mm² and 200 N/mm², respectively, and the elongation rates were 12.0 % and 8.2 %, respectively, showing satisfactory values, indicating that the materials used were normal.

Material properties of Example 1 division yield strength
(N/mm ² ) The tensile strength
(N/mm ² ) elongation
(%) shear strength
(N/mm ² ) fatigue strength
(N/mm ² ) 6061-T6 276.0 310.0 12.0 207.0 96.5 AC4C 105.0 200.0 8.2 114.0 75.0

The shape of the rotating part 130 and the support part 120 member is the same as that of FIGS. 15 and 16 , and the specifications are 130×10.0T (mm) and 574×880×15T (mm). 17 shows a perspective view and a front view of Example 1. FIG.

Example 2

18 shows the rotating cylindrical system of Example 2, and Example 2 was designed in consideration of facility limitations 2020 such as roadways and sidewalks. The upper portion of the support unit 120 is configured to have an obtuse angle with respect to the ground, that is, the upper portion is inclined in a direction opposite to the direction in which the projection attempter is located, and the rotating unit 130 is configured in four stages. The coupling part 110 was configured in such a way that it was coupled by pressing the existing structure through the base plate cover 112 of the present invention.

In more detail, Example 2 is composed of four stages of the coupling unit 110 , the supporting unit 120 and the rotating unit 130 , and the supporting unit 120 height is 1,430 mm, and the rotating unit 130 has a length of 2,000 mm. The thickness of the rotating part 130 and the supporting part 120 is appropriate if T = 2-3 mm and T = 15-30 mm, respectively, and the rotating part 130 is 3 mm and 15 mm is applied to the support. The thickness of the coupling part 110 was applied to T = 30 mm. As for the material of aluminum used for the member of Example 2, 6063-T5 was applied to the rotating part 130, AC7A was applied to the support part 120, and the material property results are as described in Table 4 below. The tensile strengths of 6063-T5 and AC7A were 186 N/mm2 and 245 N/mm2, respectively, and the elongation rates were 12.0% and 25.3%, showing excellent values, indicating that the materials used were normal.

Material properties of Example 2 division yield strength
(N/mm ² ) The tensile strength
(N/mm ² ) elongation
(%) shear strength
(N/mm ² ) fatigue strength
(N/mm ² ) 6061-T6 145.0 186.0 12.0 117.0 68.9 AC4C 105.0 245.0 25.3 140.0 80.0

The shape of the rotating part 130 and the support part 120 member is the same as that of FIGS. 19 and 20, and the specifications are 142×3.0T (mm) and 473×1,430×15T (mm). Fig. 21 shows a perspective view and a front view of Example 2;

Comparative Example 1

The general safety handrail of DYHR-1151 used in the actual Samsan Yeonryuk Bridge (Ganghwa-gun, Seokmo Bridge, 2017) was used as Comparative Example 1 of the structural analysis. As shown in FIG. 22, the installation interval of the posts was based on 2,000 mm, and the height was 1,100 mm.

The aluminum material used for the DYHR-1151 member is 6063-T5 for the transverse rail (composition corresponding to the rotating part 130 of the present invention), and 6082M- for the post (the configuration corresponding to the support part 120 of the present invention). T6 was applied, and the material property results are as described in Table 5 below. The tensile strength of 6063-T5 and 6082M-T6 was 100 N/mm ² and 160 N/mm ² respectively, respectively, and the elongation was 12.0 % and 10.0 %, showing satisfactory results for all materials used.

Material properties of DYHR-1151 division yield strength
(N/mm ² ) The tensile strength
(N/mm ² ) elongation
(%) shear strength
(N/mm ² ) fatigue strength
(kg/mm ² ) 6063-T5 150.0 100.0 12.0 60.0 68.9 6082M-T6 270.0 160.0 10.0 90.0 84.0

The standard of the rail member is 180×47.5×3.0T (mm), and the shape of the cross-section is as shown in FIG. 23 . The cross-sectional characteristics of the rail member are shown in Table 6 below, and the cross-sectional area is about 1,056.8 mm ² , and it can be seen that the upper and lower surfaces of the rail are the same size.

Cross-sectional properties of rails of DYHR-1151 division A (mm ² ) Aweb(mm ² ) I(mm ⁴ ) Z (top) (mm ³ ) Z (bottom) (mm ³ ) rail 1,056.8 1,056.8 3,848,209.0 42,757.9 42,757.9

The standard of the holding member is 110×110×3.5T (mm), and the shape of the cross-section is as shown in FIG. 24 . The cross-sectional characteristics of the holding members are shown in Table 7 below, and the cross-sectional area is about 1,491.0 mm ² , and it can be seen that the upper and lower surfaces of the holding members are the same size.

Sectional Characteristics of Shoring of DYHR-1151 division A (mm ² ) Aweb(mm ² ) I(mm ⁴ ) Z (top) (mm ³ ) Z (bottom) (mm ³ ) landlord 1,491.0 360.5 28,251,593.0 513,665.3 513,665.3

Anchor bolts 3/4 (M20, diameter 20 mm) were used, and the minimum depth and maximum tensile strength of the drill were followed in Table 8.

Anchor bolt specifications screw
Title (d) L S D L1 use
drill drill
depth
(Ieast) maximum
tensile strength
(N) maximum
shear strength
(N) 5/8
(M16) 100
125
150 50
75
90 21.5 60 21.5 65 43,000 53,000 3/4
(M20) 125
150
200 80
90
130 25.0 75 25.0 85 65,000 75,000 7/8
(M22) 200
250
300 130
180
230 28.0 100 28.0 110 80,000 100,000

Comparative Example 2

The general safety handrail of ERR-005 of Company E was used as Comparative Example 2 of the performance test. At this time, a performance test was conducted with a prototype in a state where field installation is possible.

Experimental Example 1 - Structural Analysis Result Analysis

1) Structural analysis

(1) power plan

The applied load used to conduct the structural analysis study is shown in Table 9 below. The applied load was calculated within the allowable stress range of the member design. For general safety handrail DYHR-1151, the design load was applied in accordance with the road safety facility installation and management guidelines (2014) and road bridge design standards (2015). By comparing Case 2 of the load + vertical load combination, it was composed of a plan to compare and review the safety by applying the double unfavorable case. The general-purpose program Midas-Civil was used for the structural analysis software of the rotating cylindrical system.

Comparison of loading load of general safety guardrail and rotating cylindrical system division DYHR-1151 safety handrail rotating cylindrical system design
weight - Vertical load: 3.75 kN/m
- Horizontal load: 1.00 kN/m - Vertical load: 3.75 kN/m
- Horizontal load: 1.00 kN/m
- Wind load: 3.00 kN/m
* Considering the wind load for the effective cross-sectional area when the maximum wind speed of 40 m/s in each region is applied Case 1 Case 2 Weight + Wind + Vertical
(Combined load) Weight+Vertical+Horizontal
(Combined load) apply
Way - The vertical load is 1.0 kN/m, and the horizontal load is 3.75 kN/m, assuming that there is a lot of pedestrian traffic in urban areas. - 2D analysis
- 2 m, distributed load per span is applied to the upper part of the fence (rail, post) - 3D analysis (Midas Civil Software)
- 2m, distributed load per span acts on the whole system (rotation part 130, support part 120)

(2) Structural analysis plan

For comparison of stress through structural analysis, a plan was established to review and compare shear stress, bending stress, and combined stress, and the upper limit of each allowable stress is shown in Table 10 below. After the examination of each stress, the results of whether the structural performance was exhibited within the upper limit or to what extent were described.

Upper limit of each allowable stress division
Comparative Example 1 rotating cylindrical system Sectional performance
Review the results Example 1 Example 2 shear
stress
(N/mm ² ) Rotating part 130 ≤ 60.0 ≤ 207.0 ≤ 117.0 OK or NG support 120 ≤ 90.0 ≤ 114.0 ≤ 140.0 OK or NG warp
stress
(N/mm ² ) Rotating part 130 ≤ 100.0 ≤ 310.0 ≤ 186.0 OK or NG support 120 ≤ 160.0 ≤ 200.0 ≤ 245.0 OK or NG Combination
stress
(N/mm ² ) Rotating part 130 ≤ 1.0 ≤ 1.0 ≤ 1.0 OK or NG support 120 ≤ 1.0 ≤ 1.0 ≤ 1.0 OK or NG

(≤ upper limit of allowable stress)

On the other hand, the performance of the bolts of the coupling part 110 and the junction part was also examined for safety in the fixing and junction parts by comparing the general safety handrail and the rotating cylindrical system with each other.

(3) Structural design boundary conditions

25 is a schematic diagram of the shape of the safety handrail when it receives a horizontal load, and was used to calculate shear force, bending moment, and combined stress from the load of the safety handrail.

The bending moment in the rotating part 130 was used by the following equation for a general uniform load.

The bending stress is the maximum stress generated when the rotating part 130 or the support part 120 receives a bending moment. For this, the concept of dividing the effective cross-sectional area after obtaining the bending moment through a structural analytical method was used, and the following formula was used for the bending stress.

The shear stress is the maximum stress that occurs when the rotating part 130 and the support part 120 receives a shear force, and this is the concept of dividing the shear force obtained through the structural analysis method by the effective cross-sectional area, and the shear stress uses the following formula did.

The combined stress corresponds to the shear yield strength when the bending stress and shear stress of the safety handrail act, and the following formula was used.

Therefore, the yield condition of the combined stress according to the shear stress and the bending stress for the structural simulation of the safety handrail was used as a correlation equation using the following equation.

The foundation of the safety handrail is fixed to the curb of the structure with an anchor bolt or the like by the coupling part 110, and one of the following formulas can be selected and used in calculating the thickness of the coupling part 110 (AISC, 2005). ).

The third expression of the above formula is a formula for calculating the thickness of the coupling part 110 according to the road bridge design standard (2015), and was applied to the present invention.

(4) Loading design criteria

Safety handrails and pedestrian protective fences are designed assuming a horizontal force of 980 N/m perpendicular to the top of the handrail and 2,500 N/m at right angles to the sides. However, in urban areas, etc., where there is a lot of pedestrian traffic, the design assumes a horizontal force of 3,700 N/m. Since there may be cases where a heavy object may be placed, it is desirable to consider the vertical load to some extent. In this case, for the effect on the bridge deck or the foundation in the soil, it is necessary to check the safety of the combination of the horizontal force and the evenly distributed load such as the sidewalk through structural calculation. At this time, the allowable stress is not increased (Road Safety Facility Installation and Management Guidelines, 2014), and the absence of handrails must be spaced enough for children to not fall out (Road Bridge Design Standards, 2015).

In principle, it should be installed at a height of at least 1,100 mm from the road surface such as sidewalks according to the design standards, and the horizontal force of 3.75 kN/m on city roads and 2.5 kN/m on general roads acts on the upper part at right angles. If it is designed to have a vertical force of 1.0 kN/m acting on the top of the balustrade, the load-bearing capacity and safety of the deck against the combination of horizontal force and uniformly distributed load are reviewed as combined stress. Confirmation of the structural performance of the safety handrail is to be confirmed by the design load being a short-term load and the proof strength of the safety handrail from the point of view of economic feasibility (the proof strength or yield point for KS standard materials, and values obtained by static load tests for other materials).

2) Structural analysis of the general safety handrail of Comparative Example 1

26 is a flowchart showing the structural design process of a general safety handrail, and the results confirmed using the final value of the review completion stage are shown below.

(1) Rail review

The following is a comparative review of DYHR-1151 as the structural design of general safety handrails. The allowable stresses of the members used in the posts, rails, and anchor bolts are as shown in Table 11 below, and the allowable bending stress of the rail was 100 N/mm ² , and the allowable shear stress was 60 N/mm ² as a standard.

Allowable bending stress and allowable shear stress of Comparative Example 1 division yield strength
(N/mm ² ) Allowable bending stress
(N/mm ² ) allowable shear stress
(N/mm ² ) absence of use rail 150.0 100.0 60.0 6063-T5 landlord 270.0 160.0 90.0 6082M-T6 anchor bolt 205.0 140.0 80.0 STS304

The stress acting on the general safety handrail rail of Comparative Example 1 can be examined from the confirmation of the bending moment and the section modulus to the combined stress. The combined stress of the rail was reviewed using the critical combined stress in which the shear force and ^the bending moment act simultaneously. did.

By analyzing the forces acting in the order of rail, post, and anchor bolt, respectively, the magnitude and safety of the force are checked. This was confirmed.

a. Bending Stress Review

b. Shear stress review

c. Combination stress strength ratio review

As a result of analyzing the combination of bending stress and shear stress using the correlation formula of the combined stress yield ratio, the combined stress was 0.312, confirming that it was within a relatively sufficient safety range.

(2) holding review

A horizontal load of 3.75 kN/m and a vertical load of 1.0 kN/m were assumed to act on the 2,000 mm length of the general safety handrail on the post. same.

The post member used 110×110×3.5T (mm), and after examining the shear stress and bending stress of the post member, the combined stress was reviewed, and it was confirmed that the member was within the allowable range. The section modulus of the strut is 513,665.3 mm ² on the upper and lower surfaces, both of the same size.

a. Bending Stress Review

b. Shear stress review

c. Combination stress strength ratio review

·

(3) Anchor bolt review

Anchor bolts are supported by 4 pieces of 3/4 (M20, diameter 20 mm). The insertion depth of the anchor bolt is 80 mm, and the allowable tensile strength is the result of evaluating and examining the coefficient of influence on the anchor insertion depth on the design strength, and FIG. 27 shows the connection details of the anchor bolt.

Coefficient of influence on anchor insertion depth

a. Anchor bolt bending stress review

Here, n means tension-side bolts (two).

b. Anchor bolt shear stress review

c. Review of combined stress strength ratio of anchor bolts

The above review is the result of review and analysis using shear stress, bending stress, and combined stress in more detail than the general review of safety handrails.

When the general safety handrail based on a length of 2 m as a unit of 1 span receives a horizontal load, the correlation strength ratio to the combined stress of the rail was 0.312, and the correlation strength ratio to the combined stress of the prop was 0.067. , the correlation yield ratio considering the combined stress of the anchor bolt was found to be 0.179. Therefore, it was confirmed that the rail can be relatively weak as the general safety handrail shows the highest combined stress-correlation strength ratio in the rail.

3) Structural analysis of the rotating cylindrical system of Example 1

The structural analysis of the rotating cylindrical system was reviewed using a general-purpose program, Midas-Civil. 28 shows the structural design process of the rotating cylindrical system.

According to the shape of the inclination of the support part 120, the rotating cylindrical system includes two types in which the support part 120 is provided to have an acute angle with respect to the ground, and the rotation part 130 is provided in two or three stages, and the support part 120 ) is provided so as to have an obtuse angle with respect to the ground, and the rotating part 130 is divided into two types in three or four stages, a total of four types of systems.

Among them, as the structural design of the rotating cylindrical system, the type in which the support part 120, which has a large dimension of the member used, is provided to have an acute angle with respect to the ground, and the rotation part 130 is provided in three stages was set to Example 1 (to be described later) In the performance test of Experimental Example 3, the performance test was performed using the two types of the rotating part 130, two-stage, and the rotating part 130, three-stage as Example 1), and the upper part of the support part 120 was provided to have an obtuse angle with respect to the ground. and the type in which the rotating part 130 is provided in four stages was studied structurally as the second embodiment.

For the review of aluminum materials used in rotating cylindrical systems, the cold forming criteria of ASCE and Winter were used (ASCE, 2013; Winter, George, 1970).

The height of the support part 120 of Embodiment 1 is 880 mm, and the rotating part 130 has three stages and has a length of 2,000 mm, all of the same configuration. 29 shows the bending moment and shear force generated in the support part 120 and the bending moment of the coupling part 110 , and FIG. 30 shows the bending moment and shear force occurring in the rotating part 130 .

(1) Cross-sectional force of the supporting part and the rotating part

The cross-sectional forces of the support part 120, the rotation part 130, and the coupling part 110 by the wind load of 2.4 kN/m are shown in Table 12 below, and the support part 120, the rotation part 130 by the vertical load of 1.0 kN/m. , the cross-sectional force of the coupling part 110 is shown in Table 13 below.

Section force due to wind load Rotating part 130 support 120 coupler 110 y z x y x y P(N) 2,400.0 - 57,654.9 11,809.9 25,496.9 11,809.9 M _xy (N-mm) 44,955.0 1,200,000.0 42,437.0 157,168.0 42,437.0 157,168.0 S _xy (N) - - 3,001.5 - 3,001.50 8,969.8

(P: axial force, S: shear force, M: moment)

Section force due to vertical load Rotating part 130 support 120 coupler 110 y z x y x y P(N) 100.0 - 23,910.4 5,343.0 9,770.7 3,955,9 M _xy (N-mm) - 500,000.0 17,027.0 40,019.0 17,027.0 40,019.0 S _xy (N) - - 1,051.6 - 1,051.6 2,286.9

(P: axial force, S: shear force, M: moment)

When a wind load acts, the resultant value of the wind load according to the effective cross-sectional force of Example 1 is as follows.

Effective cross-sectional force: A = 2×84×1+3×200×13 = 7,968.0 cm ² = 0.80 m ²

Wind load: ∑p = 3×0.80 = 2.4 kN

The combined load of Case 1 and Case 2 is as follows.

Case 1: Self Weight + Wind Load + Vertical Load

Case 2: Self weight + horizontal load + vertical load

For the rotating cylindrical system, the double unfavorable case is applied by comparing Case 1 of the combination of self weight + wind load + vertical load and Case 2 of the combination of self weight + horizontal load + vertical load.

(2) Review of rotating parts

Since the stress of the rotating part 130 is greatest in the central part, it was confirmed that Case 1 was dominant as a result of examining the stresses in Case 1 and Case 2 in the central part. Since the design sectional force of the central part of the rotating part 130 is dominated by Case 1 of the combination of self weight + wind load + vertical load, the design sectional force applied as the design load is shown in Table 14 below.

Design section force of rotating part M _y (N-mm) M _y (N-mm) S _y (N) S _z (N) Rotating part 130 1,008,940.0 1,200,000.0 2,400.0 2,018.0

(Case 1: Self weight + Wind load + Vertical load)

The results of examining the bending stress, shear stress, and combined stress of the rotating part 130 were shown as follows, and it was confirmed that all of them were within the allowable stress range.

a. Bending Stress Review

b. Shear stress review

c. Combination stress strength ratio review

When the correlation equation was used for the combined stress of the rotating part 130, the yield strength ratio was about 0.001, indicating that the combined stress was very low. Therefore, it was confirmed that the rotating part 130 of the rotating cylindrical system of Example 1 can behave very stably with respect to the combined stress.

(3) support review

a. Bending Stress Review

b. Shear stress review

c. Combination stress strength ratio review

As described above, the rotating cylindrical system of Example 1 is more dangerous in Case 1 of the combination of self weight + wind load + vertical load. As a result of the structural analysis and review by applying this as a design load, the combined stress using bending stress and shear stress is The correlation yield ratio for the rotational part 130 and the support part 120 was 0.001 and 0.360, respectively. Through this analysis result, it was confirmed that the rotating cylindrical system of Example 1 receives a greater stress from the support unit 120 than the rotating unit 130, which is a result opposite to that of the general safety handrail of Comparative Example 1. In this case, a greater stress is generated in the rail, but in the rotating cylindrical system of Example 1, it was confirmed that a greater stress was generated in the support unit 120 .

(4) Review of the joint

31 shows the bending moment occurring in the coupling part 110, the maximum bending moment value was confirmed to be 67,780 N·mm.

· Coupler 110: T = 25 mm

·Maximum stress: M = 67,780 N mm

Calculation of the thickness of the coupling part 110

The thickness of the coupling part 110 is very important in order for the rotating cylindrical system to normally support the support part 120 . The coupling part 110 of Example 1 was analyzed to be able to sufficiently resist the bending moment as a cantilever when using a thickness of 14.3 mm or more.

4) Structural analysis of the rotating cylindrical system of Example 2

The height of the support part 120 of the second embodiment is 1,390 mm, and the rotating part 130 has four steps and has a length of 2,000 mm, all of the same configuration. FIG. 32 shows the bending moment and shear force generated in the support part 120 and the bending moment of the coupling part 110 , and FIG. 33 shows the bending moment and shear force occurring in the rotating part 130 .

(1) Cross-sectional force of the supporting part and the rotating part

The cross-sectional forces of the supporting part 120, the rotating part 130, and the coupling part 110 by the horizontal load of 3.75 kN/m are shown in Table 15 below, and the supporting part 120 and the rotating part 130 by the vertical load of 1.0 kN/m. ), the cross-sectional force of the coupling part 110 is shown in Table 16 below.

Section force due to horizontal load Rotating part 130 support 120 coupler 110 y z x y x y P(N) - 189.4 45,843.5 8,287.9 1,571.4 4,246.8 M _xy (N-mm) - 18,750.0 - - 98,735.0 311,263.0 S _xy (N) 3,750.0 - - - 17,248.0 4,406.7

(P: axial force, S: shear force, M: moment)

Section force due to vertical load Rotating part 130 support 120 coupler 110 y z x y x y P(N) - 1,131.8 5,742.3 1,073.0 571.8 582.2 M _xy (N-mm) 500,000.0 - - - 27,207.0 14,286.0 S _xy (N) - 1,000,0 - - 628.4 191.6

(P: axial force, S: shear force, M: moment)

When a wind load acts, the resultant value of the wind load according to the effective cross-sectional force of Example 2 is as follows.

Effective cross-sectional force: A = 2×84×1+3×200×13 = 7,968.0 cm ² = 0.80 m ²

Wind load: ∑p = 3×0.80 = 2.4 kN

The combined load of Case 1 and Case 2 is as follows.

Case 1: Self Weight + Wind Load + Vertical Load

Case 2: Self weight + horizontal load + vertical load

For the rotating cylindrical system, the double unfavorable case is applied by comparing Case 1 of the combination of self weight + wind load + vertical load and Case 2 of the combination of self weight + horizontal load + vertical load.

(2) Review of rotating parts

Since the stress in the central part of the rotating part 130 is the greatest, as a result of examining the stresses in Case 1 and Case 2 in the central part, it was confirmed that Case 2 was dominant. Since the design sectional force of the central part of the rotating part 130 is dominated by Case 2 of the combination of self weight + horizontal load + vertical load, the design sectional force applied as the design load is shown in Table 17 below.

Design section force of rotating part M _y (N-mm) M _y (N-mm) S _y (N) S _z (N) Rotating part 130 523,893.0 1,875,000.0 3,750.0 1,047.8

(Case 2: Self Weight + Horizontal Load + Vertical Load)

The results of examining the bending stress, shear stress, and combined stress of the rotating part 130 were shown as follows, and it was confirmed that all of them were within the allowable stress range.

a. Bending Stress Review

b. Shear stress review

c. Combination stress strength ratio review

The combined stress of the rotating part 130 was found to have a low combined stress as the yield ratio was about 0.052 when the correlation equation was used. Therefore, it was confirmed that the rotating part 130 of the rotating cylindrical system of Example 2 can behave very stably with respect to the combined stress.

(3) support review

a. Bending stress review

b. Shear stress review

c. Combination stress strength ratio review

As described above, the rotating cylindrical system of Example 2 is more dangerous in Case 2 of the combination of self-weight + horizontal load + vertical load. As a result of the structural analysis and review by applying this as a design load, the combined stress of the support unit 120 is Correlation history ratio for , was found to be 0.778. These results reached a conclusion similar to that of Example 1, and it was found that even in Example 2, the support 120 was subjected to a greater stress. This is about 2.16 times higher than 0.360 of Example 1. Therefore, it was confirmed that the increase in the number of stages of the rotating unit 130 affects the stress of the supporting unit 120 , and the stress of the supporting unit 120 per stage of the rotating unit 130 is increased by about 2.16 times.

(4) Review of the joint

34 shows the bending moment occurring in the coupling part 110, the maximum bending moment value was confirmed to be 130,066 N·mm.

· Coupler 110: T = 30 mm

·Maximum stress: M = 130,066 N mm

Calculation of the thickness of the coupling part 110

In the case of Example 2, it was analyzed that the minimum required thickness of the coupling part 110 should be 17.8 mm or more.

As a result of examining the stress distribution of the overall cross-section for the rotating cylindrical system of Examples 1 and 2, it was confirmed that all generated stresses were within the allowable stress range, and all stresses generated even in the general safety handrail for comparison. It was confirmed that it was within the allowable stress range. Accordingly, the difference in stress between the general safety handrail of Comparative Example 1 and the rotating cylindrical system of Examples 1 and 2 was compared and analyzed in Experimental Example 2 below.

Experimental Example 2 - Comparative analysis of structural strength

The structural calculation process for the general safety handrail of Comparative Example 1 and the rotating cylindrical system of Examples 1 and 2 is the physical properties, design load, and application method according to the specifications of the members used. In other words, in the rotating cylindrical system, the most dangerous combined load was selected by additionally considering the wind load. This is different from the structural type of the vertical general safety handrail installed directly on the structure, the rotating cylindrical system with an inclination is connected to the support part 120 to which the coupling part 110 connected and joined to the existing facilities (fences, vehicle protection fences, etc.) is connected. ) and the structural form of the rotating part 130 having a hinge support point rather than a fixed point, so an additional combined load was required.

In the case of general safety handrails in structural analysis, the 2D method is generally used, and for the rotating cylindrical system, the 3D method of structural analysis software was used to perform a precise analysis. For general safety handrails, structural analysis was conducted with a unit of 1.1 m in height and 2.0 m in length as a unit.

1) Sectional performance review and analysis

In order to confirm the difference in structural strength between the general safety handrail of Comparative Example 1 and the rotating cylindrical system of Examples 1 and 2, the review results of cross-sectional performance were compared and analyzed, and Table 18 below shows the general safety handrail of Comparative Example 1 and The structural proof values and cross-sectional performance of the rotating cylindrical systems of Examples 1 and 2 are shown.

Comparison of structural strength of Comparative Example 1, Example 1, and Example 2 division
Comparative Example 1 rotating cylindrical system Sectional performance
Review the results Example 1 Example 2 shear
stress
(N/mm ²⁾ Rotating part 130 3.740
< 60.0 0.637
< 207.0 2.863
< 117.0 OK support 120 21.531
< 90.0 53.110
< 114.0 89.010
< 140.0 OK bending stress
(N/mm ²⁾ Rotating part 130 55.545
< 100.0 11.415
< 310.0 42.056
< 186.0 OK support 120 16.061
< 160.0 75.700
< 200.0 149.800
< 245.0 OK Combination
stress
(N/mm ²⁾ Rotating part 130 0.312
< 1.0 0.001
< 1.0 0.052
< 1.0 OK support 120 0.067
< 1.0 0.360
< 1.0 0.778
< 1.0 OK

(< upper limit of allowable stress)

In the case of the general safety handrail of Comparative Example 1, the rotating part 130 (meaning the rail in the transverse direction in the general safety handrail of Comparative Example 1) and the support part 120 (meaning the support in the general safety handrail of Comparative Example 1) ), respectively, the shear stress was 3.740 N/mm ² and 21.531 N/mm ² , and the bending stress was 55.545 N/mm ² and 16.061 N/mm ² , respectively. Comparative Example 1 showed that the shear stress was 130), a larger value was shown in the support part 120, and the bending stress was derived to represent a larger value in the rotating part 130 than the support part 120.

In the case of the rotating cylindrical system, in Example 1, the shear stress generated in the rotating part 130 and the support part 120 was 0.637 N/mm ² and 53.11 N/mm ² , respectively, and the bending stress was 11.415 N/mm ² and It was found to be 75.7 N/mm ² . In Example 2, the shear stress generated in the rotating part 130 and the support part 120 was 2.863 N/mm ² and 89.01 N/mm ² , respectively, and the bending stress was 42.056 N/mm ² and 149.8 N/mm ² , respectively. appear. Through this, it was confirmed that, in the rotating cylindrical system, greater shear stress and bending stress are generated in the support part 120 than the rotation part 130, which is the support part 120 in which the shear stress and bending stress generated in the rotation part 130 have a slope. because it affects Therefore, as the number of stages of the rotating part 130 increases, the shear stress and the bending stress also increase.

The combined stress yield ratio in the rotating part 130 was larger than that of the general safety guardrail rotating cylindrical system, whereas the combined stress yield ratio in the support part 120 was 0.360 and 0.778 in Examples 1 and 2, respectively. appeared to increase gradually. That is, in the general handrail, the combined stress yield ratio of the rotating part 130 increased, but in the case of the rotating cylindrical system, it was confirmed that the increase in the first stage of the rotating part 130 increased the combined stress yielding ratio by about 2.16 times.

On the other hand, as shown in FIG. 10 , the support part 120 has a shape having an inclination to the inside or the outside of the structure, and thus may be vulnerable to local shear stress. ), the auxiliary ribs 120a may be installed along the longitudinal direction of the support part 120 to offset the local shear stress expressed in the . In addition, as shown in FIG. 12 , since the pipe 131 may also be vulnerable to local bending stress, by increasing the cross-sectional force of the pipe 131 to offset the local bending stress expressed in the pipe 131, the pipe 131 ) A plurality of reinforcing ribs 130a may be installed inside along the longitudinal direction.

2) Connection and junction review and analysis

The coupling part 110 of the general safety handrail of Comparative Example 1 examines the stress on the anchor bolt, which is a fixing device for the connection part, in a manner that is directly connected to the structure, and the rotating cylindrical system of Examples 1 and 2 is the existing facility (fence). , a vehicle protection fence, etc.), the tensile force of the connecting bolt was examined through a cross-sectional review of the coupling part 110 in a manner that it is connected and joined.

The shear stress generated in the coupling part 110 of Comparative Example 1 is 1,940 N, which is about 3.4% compared to the allowable shear stress of 56,500 N, and the bending stress is 20,630 N, which is about 42.2% compared to the allowable bending stress of 48,900 N. The combined stress was 0.179, about 17.9% compared to 1.0, which was found to satisfy the standard value required by the standard. In the case of the rotating cylindrical system, the tensile stress of the connection part of Example 1 was 188.45 N/mm ² , which was about 26.9% of the allowable tensile stress of 700 N/mm ² , which satisfied the standard value required for the specification, and the connection part of Example 2 had a tensile stress of about 26.9%. The tensile stress was 299.117 N/mm ² , which was about 42.7% of the allowable tensile stress of 700 N/mm ² , and it was confirmed that it satisfies the standard value required by the standard. Therefore, an increase in the number of stages of the rotating part 130 could result in an increase in tensile stress.

In Table 19 below, the difference in structural strength of the bolt performance used according to the connection and junction of the general safety handrail of Comparative Example 1 and the rotating cylindrical system of Examples 1 and 2 was compared and shown.

Structural strength of connection and bolt performance of joint use division
bending stress
(N) shear stress
(N) Review the results Comparative Example 1 -
Normal
safety handrail anchor bolt
(Anchor Bolt) 20,630
< 48,900 1940
< 56,500 OK rotation
cylindrical
system connecting bolt
(Fixing Bolt) division allowable tensile stress
(N/mm ²⁾ tensile stress
(N/mm ²⁾ Review the results Example 1 700.0 188.450 OK Example 2 700.0 299.117 OK

The rotating cylindrical system of the present invention increases the strength by designing the support unit 120 to have a thickness of 15 to 30 mm, and the rotating unit 130 to have a thickness of 25 to 30 mm, and the rotating unit 130 is designed to be a rotating cylindrical shape for wind load. and horizontal and vertical loads.

Experimental Example 3 - Analysis of the results of the performance test

The performance test is a general test conducted to check whether the functions and overall performance of the components constituting the system meet the requirements and their suitability before commercialization of the developed system, and to obtain the standard performance accordingly. In addition, the stability and safety of the quality and performance of the system can be evaluated through the performance test, and the utility as a new technology can be increased.

In the present invention, the performance test was conducted with a prototype in a state that can be installed on-site by applying mutatis mutandis Korean Industrial Standard KS D 7040 (prefabricated fence, made of metal) applicable to safety railings and protective fences, and ERR of Company E of Comparative Example 2 A general safety handrail of -005 was used as a test object for comparison, and the rotating cylindrical system of Examples 1 (two-stage, three-stage) and Example 2 was used as a test object.

The performance test of the general safety handrail of Comparative Example 2 was conducted only for the vertical load and horizontal load tests based on KS D 7040. , salt spray (corrosion) test, rotation durability test applied mutatis mutandis KS D 7040, and rotation durability test after salt spray were conducted. The procedures and types of performance tests for general safety guardrails and rotating cylindrical systems are shown in FIGS. 35 and 36 below.

In the performance test, the procedure and method according to the basic items of the general safety guardrail and the rotating cylindrical system are the same, but there is a difference in the type of test. This is because a type of test was added to simultaneously evaluate the safety of the rotating cylindrical system as a safety facility as a secondary system equipped with a suicide prevention function. KS D 7040 (prefabricated fence, made of metal) applicable to general safety guardrails and protective fences was applied mutatis mutandis, and the results of performance tests were analyzed with a rotating cylindrical system that can be installed on site.

1) Vertical load test

The rotating cylindrical system of Examples 1 and 2 and the general safety handrail of Comparative Example 2 were carried out, and the test plan for the rotating cylindrical system is shown in Table 20 below. The test method specified in KS D 7040 standard is as follows. After sufficiently fixing the support part 120, a support plate of 20 cm × 4 cm is placed in the center of the upper rotating part 130 by a quadrilateral two-wire load method, and a load of 1,470 N is applied to the support plate for 1 minute, and then the load is removed. do. Based on that state, a load of 1,470 N is applied again for 1 minute, and when the load is removed, the maximum displacement of the load point is measured, and the presence or absence of looseness, misalignment, cracking or breakage of the joint and joint is checked.

Vertical load test plan Test Items test subject Test Methods method of inspection Example 1 Example 2 maximum displacement Rotating part 130
KS D 7040 Displacement measurement bonding and junction
situation Rotating part 130 , support part 120 , coupling part 110 . Visual inspection

As shown in FIG. 37 , a vertical load test was performed on the rotating cylindrical system of Examples 1 and 2 and the general safety handrail of Comparative Example 2 The presence or absence was evaluated, and the actual vertical load test speed was 1,000 N/m×2.0 m = 2,000 N (test speed: 2000 N/min).

After the test of the general safety handrail of Comparative Example 2, the test results of the maximum displacement and the appearance are shown in Table 21 below. is shown in Table 22 below.

Vertical load test result of Comparative Example 2 Test Items Test result maximum displacement 0.29 Appearance after test no deformation

(Unit: mm)

As a result of the test results of a slight displacement of about 0.29 mm when a vertical load was applied to Comparative Example 2 and no abnormality in appearance after the test, it was confirmed that the general safety handrail of Comparative Example 2 was designed relatively safely against a vertical load.

Vertical load test results of Examples 1 and 2 Test Items test subject Test result maximum displacement Embodiment 1 (rotation unit 130, 2 stages) 3 Embodiment 1 (rotation unit 130, 3 steps) 3 Example 2 3 Connection/junction state Rotating part 130 , support part 120 , coupling part 110 . Looseness, misalignment, sagging, loosening
doesn't exist

(Unit: mm)

When a vertical load was applied to the rotating cylindrical system of Examples 1 and 2, the maximum displacement was both measured to be 3 mm. This is a result of confirming that even if the number of stages of the rotating part 130 is increased, a significant difference in safety does not occur. In addition, as a test result of no abnormality in the bonding/junction part, it was confirmed that both Examples 1 and 2 satisfies the assembly quality standards of KS D 7040. Therefore, it was confirmed that the safety of the rotating cylindrical system of Examples 1 and 2 against a vertical load was secured.

As shown in FIG. 38 , the maximum displacement generated when a vertical load was applied to the rotating cylindrical system of Examples 1 and 2 and the general safety handrail of Comparative Example 2 was 0.29 mm and 3 mm, respectively. It was confirmed that the vertical displacement of the system and the general safety handrail was very similar. This indicates that the structural performance according to the vertical load of the rotating cylindrical system of Examples 1 and 2 and the general safety handrail of Comparative Example 2 is stable by indicating a value of less than 5 mm standard in KS D 7040. indicates that

2) Horizontal load test

The rotating cylindrical system of Examples 1 and 2 and the general safety handrail of Comparative Example 2 were carried out, and the test plan for the rotating cylindrical system is shown in Table 23 below. In the test method, after fixing the support part 120, a support plate of 20 cm × 4 cm was installed on the central side of the upper rotating part 130, a test load of 3,750 N was applied from the side for 1 minute, and then the load was removed. Based on that state, a load of 3,750 N was applied again for 1 minute, and when the load was removed, the maximum displacement of the load point was measured, and the presence or absence of looseness, misalignment, cracks and breakage of the joint and joint was checked.

Horizontal load test plan Test Items test subject Test Methods method of inspection Example 1 Example 2 maximum displacement Rotating part 130 KS D 7040 Displacement measurement bonding and junction
situation Rotating part 130 , support part 120 , coupling part 110 . Visual inspection

As shown in FIG. 39 , a vertical load test was performed on the rotating cylindrical system of Examples 1 and 2 and the general safety handrail of Comparative Example 2 The presence or absence was evaluated, and the horizontal load test speed was 3750 N/m×2.0 m = 3750 N (test speed: 3750 N/min).

The test results of the maximum displacement amount and appearance after the test of the general safety handrail of Comparative Example 2 are shown in Table 24 below, and the maximum displacement amount and the test results of the coupling and junction state after the test of the rotating cylindrical system of Examples 1 and 2 is shown in Table 25 below.

Horizontal load test result of Comparative Example 2 Test Items Test result maximum displacement 0.03 Appearance after test no deformation

(Unit: mm)

As a result of the test results of a slight displacement of about 0.03 mm when a horizontal load was applied to Comparative Example 2 and no abnormality in appearance after the test, it was confirmed that the general safety handrail of Comparative Example 2 for horizontal load was designed relatively safely.

Horizontal load test results of Examples 1 and 2 Test Items test subject Test result maximum displacement Embodiment 1 (rotation unit 130, 2 stages) 5 Embodiment 1 (rotation unit 130, 3 steps) 5 Example 2 9 Connection/junction state Rotating part 130 , support part 120 , coupling part 110 . Looseness, misalignment, sagging, loosening
doesn't exist

(Unit: mm)

When a horizontal load was applied to the rotating cylindrical system of Examples 1 and 2, the maximum displacement was measured to be 5 to 9 mm. This is analyzed because the shear delay phenomenon occurs in transmitting the horizontal force due to the angle according to the inclination of the support part 120 of the rotating cylindrical system. In addition, as a result of the test of no abnormality in the joint and joint, it was confirmed that both the rotating cylindrical system satisfies the assembly quality standards of KS D 7040. Therefore, it was confirmed that the safety of the rotating cylindrical system of Examples 1 and 2 against horizontal load was secured.

40, the maximum displacement generated when a horizontal load was applied to the general safety handrail of Comparative Example 2 and the rotating cylindrical system of Examples 1 and 2 was 0.03 mm in Comparative Example 2, and 0.03 mm in Example 1 5 mm and 9 mm in Example 2, it was confirmed that a larger horizontal displacement was generated in the rotating cylindrical system of Examples 1 and 2 than in the general safety handrail of Comparative Example 2. This indicates that the structural performance of the general safety handrail of Comparative Example 2 and the rotating cylindrical system of Examples 1 and 2 is stable according to the horizontal load by representing a value that satisfies the standard of 10 mm or less in KS D 7040. .

3) Impact resistance test

It was carried out for the rotating cylindrical system of Examples 1 and 2, and the test plan for the rotating cylindrical system is shown in Table 26 below. In the test method, after fixing the rotating cylindrical systems of Examples 1 and 2 in use, a sandbag with a mass of 75 kg was hung on a vibrator with a length of about 3.5 m. Drop the sandbag at a horizontal distance of 80 cm from the grid plane and apply an impact to the central part of the rotating cylindrical system of Examples 1 and 2 to check whether there are any abnormalities in use, such as resistance and deformation, breakage, and bursting of the member did.

Impact resistance test plan Test Items test subject Test Methods method of inspection Example 1 Example 2 absence Rotating part 130 , support part 120 , coupling part 110 . KS D 7040 Visual inspection

As shown in FIG. 41 , an impact resistance test was performed on the rotating cylindrical systems of Examples 1 and 2 to evaluate defects in use, such as tearing, misalignment, and breakage of the members used. The test results of the rotating cylindrical system of Examples 1 and 2 are shown in Table 27 below.

Impact resistance test results of Examples 1 and 2 Test Items test subject Test result Example 1 (2-stage, 3-stage) Example 2 absence Rotating part 130 , support part 120 , coupling part 110 . No torn, misaligned, or broken

After the impact resistance test of Examples 1 and 2, as a result of the test result of no abnormality on the member used, both the rotating cylindrical system of Examples 1 and 2 are structurally resistant to impacts that may be generated from the outside. It was confirmed that the performance was secured.

4) Rotation durability test

It was carried out with respect to the rotating part 130 of the rotating cylindrical system of Examples 1 and 2, and the test plan is shown in Table 28 below. In the test method, after installing the rotating part 130 and rotating it 200,000 times at a speed of 30 rotations per minute, wear, deformation, cracking, and malfunction of the member were confirmed.

Rotational durability test plan Test Items test subject Test Methods method of inspection rotation durability Rotating part 130 200,000 turns Visual inspection

As shown in FIG. 42, after rotating the rotating part 130 200,000 times by performing a rotation durability test for the rotating cylindrical system of Examples 1 and 2, wear, deformation, cracking, and operation according to rotational force of the member, etc. The presence or absence of abnormality was evaluated. The test results according to this are shown in Table 29 below.

Rotational durability test results of Examples 1 and 2 Test Items test subject Test result rotation durability Rotating part 130 No torn, misaligned, or broken
No abnormality in rotation

As a result of the test result of no abnormality on the rotating part 130 after the rotational durability test of Examples 1 and 2, the rotating part 130 of the rotating cylindrical system of Examples 1 and 2 has a structural rotation that can exert a smooth rotational force. It was confirmed that the performance was secured.

5) Salt spray (corrosion) test

It was carried out with respect to the rotating part 130 of the rotating cylindrical system of Examples 1 and 2, and the test plan is shown in Table 30 below. The test method confirmed the corrosion resistance performance for 500 hours and 1,000 hours after salt spraying on each rotating part 130 coated with anodizing and fluorine.

Salt spray test plan Test Items test subject Test Methods method of inspection salt spray test
(500 hours) Rotating part 130
(Anodizing) KS D 9502 Visual inspection salt spray test
(1,000 hours) salt spray test
(500 hours) Rotating part 130
(Fluorine resin coating) salt spray test
(1,000 hours)

As shown in FIGS. 43 and 44 , a salt spray test was performed on the rotating part 130 of the rotating cylindrical system of Examples 1 and 2 to evaluate resistance to corrosion after salt spray. The test results according to this are shown in Table 31 below.

Salt spray test results of Examples 1 and 2 Test Items test subject Test result Salt spray test (500 hours) Rotating part 130
(Anodizing) Corrosion resistance (corrosion) no abnormality Salt spray test (1,000 hours) Salt spray test (500 hours) Rotating part 130
(Fluorine resin coating) Salt spray test (1,000 hours)

As a result of a test result of no abnormality on whether corrosion occurred for 500 hours and 1,000 hours of salt spray on the rotating part 130 of Examples 1 and 2 that were anodized and surface treated with fluorine resin coating, the environmental change of the site to be installed It was confirmed that the required performance of corrosion resistance was secured for the rotating cylindrical system of Examples 1 and 2.

6) Rotation durability test after salt spray

It was carried out with respect to the rotating part 130 of the rotating cylindrical system of Examples 1 and 2, and the test plan is shown in Table 32 below. In the test method, after 1,000 hours of salt spray, the rotating part 130 was installed and rotated 100,000 times at a speed of 30 rotations per minute, and then the wear, deformation, and rotation of the members were checked.

Rotational durability test plan after salt spray Test Items test subject Test Methods method of inspection after salt spray
rotation durability Rotating part 130 After 1,000 hours of salt spray
100,000 rotations Visual inspection

45, in order to confirm the performance of the rotating part 130 of the rotating cylindrical system of Examples 1 and 2, a rotation durability test was performed after salt spraying for 1,000 hours according to the change of the installation environment. The rotation performance of the rotating part 130 was evaluated. The test results according to this are shown in Table 33 below.

Rotational durability test results after salt spray of Examples 1 and 2 Test Items test subject Test result after salt spray
rotation durability Rotating part 130 No wear, no cracks
No abnormality in rotation

As a result of evaluation of wear, breakage, cracks, etc. with respect to the rotating unit 130 rotated 100,000 times after 1,000 hours of salt spray on the rotating unit 130 of the rotating cylindrical system of Examples 1 and 2, the rotating unit 130 has no There was no abnormality, and the normal rotation operation of the rotating part 130 was confirmed. As a result of this test, it was found that the intrinsic structural safety performance of the rotating cylindrical system of Examples 1 and 2 could be secured even in different installation environments and conditions.

Experimental Example 4 - Results Analysis of the Falling Suicide Reduction Rate Applied to Machang Bridge

Machang Bridge is a cable-stayed bridge with a length of 1.7 km, a width of 21 m, and four lanes, located in Gwisan-dong, Seongsan-gu, Gyewon-si, Gyeongsangnam-do. Machang Bridge, which connects Masan and Changwon, is a marine bridge that is an automobile-only road, and in accordance with road facility limits (2020), the rotating cylindrical system of Example 2 was applied.

By applying the rotating cylindrical system of Example 2 to Machang Bridge, the current status data on the number of suicide attempts and suicide deaths during the period according to the analysis plan were provided from Machang Bridge Co., Ltd. and the Changwon Maritime Police Station. The suicide reduction rate was analyzed. This confirmed the suicide prevention effect of the rotating cylindrical system in quantitative terms.

The state of the falling accident before the rotational cylindrical system of Example 2 was installed and applied to Machang Bridge (July 15, 2008 ~ 11.19. 2017) is shown in Table 34 below, and the status of the falling accident after installation and application (2017.11.20 ~ 2019.12.31) is shown in Table 35 below.

When looking at the status of falling accidents before the rotation cylindrical system of Example 2 was installed and applied to Machang Bridge, the average annual number of suicides by falling was 3.4 cases, and the number of attempted suicides was 7.9 cases. It can be seen that suicide accidents occurred frequently. . On the other hand, when looking at the status of jump accidents after the rotating cylindrical system was installed and applied, it was confirmed that the average annual number of suicides was 3 and the number of attempted suicides was 4.3.

Table 36 below is a comparative analysis of the state of the falling accident before and after the rotation cylindrical system of Example 2 is installed and applied to the Machang Bridge.

As a result of installing and applying the rotating cylindrical system of Example 2 to Machang Bridge, the reduction rate of the number of suicide attempts compared to before application was 91%, and the reduction rate of the number of suicide attempts was 46%, It resulted in reducing all of them, and through these results, it was confirmed that the rotating cylindrical system of Example 2 was very effective in preventing suicide by jumping.

In the above, even though it has been described that all components constituting the embodiment of the present invention operate by being combined or combined into one, the present invention is not necessarily limited to this embodiment. That is, within the scope of the object of the present invention, all of the components may operate by selectively combining one or more.

In addition, terms such as "include", "compose" or "have" described above mean that the corresponding component may be inherent unless otherwise stated, so excluding other components Rather, it should be construed as being able to include other components further. All terms, including technical and scientific terms, have the same meaning as commonly understood by one of ordinary skill in the art to which the present invention belongs, unless otherwise defined. Terms commonly used, such as those defined in the dictionary, should be interpreted as being consistent with the contextual meaning of the related art, and are not interpreted in an ideal or excessively formal meaning unless explicitly defined in the present invention.

And, the above description is merely illustrative of the technical idea of the present invention, and various modifications and variations will be possible without departing from the essential characteristics of the present invention by those skilled in the art to which the present invention pertains.

Therefore, the embodiments disclosed in the present invention are not intended to limit the technical spirit of the present invention, but to explain, and the scope of the technical spirit of the present invention is not limited by these embodiments. The protection scope of the present invention should be construed by the following claims, and all technical ideas within the equivalent range should be construed as being included in the scope of the present invention.

100: Rotating cylindrical system for suicide defense with improved structural performance according to an embodiment of the present invention
110: coupling part
111: base plate
112: base plate cover
120: support
121: body part
122: dark
120a: auxiliary rib
130: rotating part
131: pipe
132: housing
133: bearing
134: fastening member
130a: reinforcing rib

Claims (5)

a coupling portion coupled to the ground or structure;
a support portion extending upward from the coupling portion and formed to have a predetermined angle with respect to the ground; and
It is rotatably installed in the support part, and includes a rotating part that rotates when gripped by the projection attempter to block the projection of the projection attempter,
The support part and the rotating part,
A rotating cylindrical system for suicide defense with improved structural performance, characterized in that it satisfies the upper limits of allowable stresses of preset bending stress, shear stress, and combined stress. The method according to claim 1,
The support part,
It is prepared to have an acute angle with respect to the ground,
The rotating part,
A rotating cylindrical system for the defense of suicide by jumping with improved structural performance, characterized in that it is provided in three pieces. 3. The method according to claim 2,
The support part,
The upper limit of the allowable stress of the bending stress is provided as 200 N/mm ² , the upper limit of the allowable stress of the shear stress is provided as 114 N/mm ² , and the upper limit of the allowable stress of the combined stress is provided as 1.0,
The rotating part,
The upper limit of the allowable stress of the bending stress is provided as 310 N/mm ² , the upper limit of the allowable stress of the shear stress is provided as 207 N/mm ² , and the upper limit of the allowable stress of the combined stress is 1.0. Rotating cylindrical system for improved performance of jumping suicide defense. The method according to claim 1,
The support part,
A part is provided to have an obtuse angle with respect to the ground,
The rotating part,
A rotating cylindrical system for the defense of suicide by jumping with improved structural performance, characterized in that it is provided in four pieces. 5. The method according to claim 4,
The support part,
The upper limit of the allowable stress of the bending stress is provided as 245 N/mm ² , the upper limit of the allowable stress of the shear stress is provided as 140 N/mm ² , and the upper limit of the allowable stress of the combined stress is provided as 1.0,
The rotating part,
The upper limit of the allowable stress of the bending stress is provided as 186 N/mm ² , the upper limit of the allowable stress of the shear stress is provided as 117 N/mm ² , and the upper limit of the allowable stress of the combined stress is provided as 1.0. Rotating cylindrical system for improved performance of jumping suicide defense.

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