WEBINAR KONSEP DAN METODE EVALUASI REHABILITASI SEISMIK UNTUK GEDUNG EKSISTING (SNI 9273:2025)

Hi, Mr. Erick. Yes, sir. Later, my material will still be repaired, yes. Oh yes. The old one has been sent to the audience, right? Yes, sir. Oh yes, yes. Later, there will be a new one, sir. Yes, sir. Later, it will be updated again, sir. There is a virtual background update, Mr. Rohimam. Do we hear anything, Mr. Budi? No, sir.

foreign

Indonesia continues to grow into a new economic power in the global market. Infrastructure development becomes a bridge that connects strategic sectors into a change-speed movement, opening golden opportunities for speedy prosperity.

Faced with the rapid growth of development, PTB Rawastil is always committed to respond to various challenges and needs in infrastructure development by presenting high-quality, long-lasting and environmentally friendly products.

Founded in 1973, becoming one of the pioneers in the field of production of flat bar and square bars, we continue to grow and transform by focusing on concrete bones and the development of various product lines through modern technology innovations, providing practical solutions for various infrastructure projects.

Until now, as part of the main group of work, PT Birawastil has been believed to be a strategic partner of the budget producer, until precision manufacturing for various types of national strategic infrastructure development.

quality and security of the structure is our main priority through the selection of superior raw materials and consistent production supervision to ensure that each product meets the national standard of Indonesia

Supported by the facility of the laboratory for complete and accredited material testing, each product undergoes a professional and independent technical testing series to ensure the adjustment with the specificity and the existing standards.

With 5 decades of experience, we present various types of selected baja products such as plain and polished bone baja, ready-to-use baja, CTL and N-Cage cut-band, CBC, Welded Reinforcement Grid 2RG, and Stills Serum DSS.

PT Birawastil continues to innovate with collaboration and synergy in product development to ensure that every batch sent to the customer has the best quality. PT Birawastil implements the principle of green manufacturing by approaching multi-strands to reduce the impact on the environment.

the use of natural gas environment fuel, increase efficiency and working capacity of the heating system, reduce waste gas emissions and carbon footprint. We implement a water management system that is responsible through the treatment of production liquid waste, ensuring that no waste water is thrown into the environment.

We are proud to be the producer of environmental resources and sustainable for the coming generation. Developing integrity culture from the entrance for progress. With an unceasing spirit, we continue to move forward. This is our contribution, a sustainable masterpiece for the progress of the development of the nation's future.

PT Dirawasil together build the country for tomorrow until later. Since the beginning, humans have been building to be able to connect. The bridge is not just a structure, it is a connectivity solution that answers the user's dreams. Then, in the midst of the regional complexity, what can make it sustainable and relevant?

The experience of direct involvement in the field and the ability to work as an answer is needed as a foundation in the effort to build the country. Being an exclusive agent license and subsidiary office of Dewi Dax System International since 1996, DSI provides international construction technology to Indonesia, then transformed in 2002 into PT Delta Sistek Indonesia.

Local presence, global competence. Combining field understanding with global construction practices. Long-term experience, integrity, and maintained working standards become the foundation of DSI supported by professional teams as the main company assets.

Throughout its journey, DSI has been involved in various important constructions that involve high technical needs such as the development of main structures, supporting technical systems, strengthening structures, as well as the support of complex construction methodologies in various field conditions. PTDSI has grown from nothing to something in the Indonesian construction industry.

The trust of clients, professional SMEs, and support from our partners is the main foundation for our company's growth. We always build a good relationship, understand the needs of each employee, and ensure that each employee will be treated with the best quality and safety standards.

Because for us, every project is not only about the results, but also about the trust that is built together and can provide many benefits to the community, especially our beloved country, Indonesia. DSI has played a role since the beginning, accompanying planning, development of methods, and even execution on the field. DSI achievement is supported by a series of products and services for the needs of bridges and related structures.

In various projects in Indonesia, these capabilities are applied to all DSI services such as cable stay and balanced cantilever. DSI provides geotechnical solutions to support structural stability. Structural Health Monitoring System allows for real-time monitoring of bridge conditions in the long run. Through 12 products and superior services, DSI provides comprehensive solutions for every construction project requirement.

As the best choice, DSI consistently presents the latest technology. DSI project activities are controlled through an international working system, quality standards, work safety, environmental management, and business management standards. The domestic manufacturing capability covers a number of strategic components that have met the TKDN standards as part of national capability strengthening.

Quality and working standards lead DSI to be able to achieve a lot of appreciation. We believe that a good relationship with clients is built through open communication, commitment to quality and consistency in every job, and always innovating to provide the best. More than just building, DSI presents an effective solution by always increasing standards.

Because every bridge that bridges is a legacy for the next generation. Let's build the future together with DSE. Local Presence, Global Competence.

As the age of the structure increases, natural disasters occur, new construction constructions, and the growth of the change in the design of construction functions, then the evaluation and testing of the structure becomes very important. PT Graha Survei Indonesia provides technical expertise and the best analysis solution to evaluate the condition of concrete structure, concrete, composite, or wood as needed.

PT Graha Survei Indonesia has a commitment to be the most open company for forensic structure consultants in innovation and quality.

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Good morning, Mr. Davi. Good morning, Mr. Angga. Good morning, Mr. Davi, Mr. Heri. Good morning, Mr. Raffi. Good morning, Mr. Aiman. How are you? Good. Tomorrow is Monday, why is it scheduled at 7 o'clock in the evening, Mr. Davi? I have the screen upside down, what do I have to do? No, sir. Good morning, sir.

How are you, Mr. Iman? I'm good, Mr. Dabi. When did you finish your new year's resolution, Mr. Dabi? This year, sir. Because it's already written on the 26th, right? Yes, yes. The transcript is still being copied. Yes, yes. But this is the 17th in the US, it's already a new year, Mr. Dabi.

That's the hard part, sir. They have funds to do various researches. They also have a study to develop the code, and there are sponsors from FEMA. When we made 9273, we were willing to do it. But it's okay, sir. You're the one who's going to make the critics.

And if I see Indonesia compared to the Philippines, it's far ahead, sir. The progress of the geotechnical structure is far ahead compared to the Philippines.

Maybe our time is more than the pandemic. All of our friends are trying to keep up and renew the S&E. So I see that if you meet a Filipino consultant, it's far. Yesterday, he came here from Myanmar to exchange ideas and sponsor World Bank. Because yesterday he was just hit by a big earthquake.

Yes, that's right. How are you, Mr. Heri and Mr. Angga? Alhamdulillah, I'm fine, I'm healthy, Mr. Taffi. Is this Prof. Is usually still running in the morning? I used to have a hotel with him, I had breakfast, he just came in, he was sweating while running.

Okay, sir, can we start? It's already close to 8:00 AM. We are only allowed to start. Okay, please allow us to open. Assalamualaikum warahmatullahi wabarakatuh. Good morning. Ladies and gentlemen, Distinguished professors, academics, construction experts, practitioners, and construction industries throughout Indonesia.

to all the builders, builders, and builders, a healthy and prosperous greeting for all of us. We are grateful for the mercy and blessings of the Almighty God. We are given health so that we can gather and learn virtually in this Hagi Komda DIY webinar in 2026.

Here, SNI 9273/2025 on seismic evaluation and rehabilitation for existing building has been published by the National Standardization Agency or BSN. This is an opportunity for construction practitioners to apply the knowledge of evaluation and rehabilitation of existing building construction.

For academics and researchers, we can also get a comprehensive reference on the evaluation and rehabilitation of existing buildings and can be developed in a deeper way. On this occasion, Komda HGDIY presented a webinar entitled "Concept and Evaluation Methods and Seismic Rehabilitation for Existing Buildings" or SNI 9273-2025.

Alhamdulillah, based on the latest information, this event has about 1400 participants who have registered. Hopefully, all of you will join today in all of Indonesia. Hopefully, this event will be useful and can bring Indonesia's conservatory technology to a more advanced level. Ladies and gentlemen, this webinar will have three sessions.

namely the concept of seismic evaluation and rehabilitation according to SNI 927.225 which will be brought by Engineer David Sukamta who has been present in this webinar. Then the second is the level of seismic danger and analysis that will be conveyed by Professor Iman Satyarno

The third is about the design of seismic rehabilitation of buildings using fiber reinforced polymer, which will be presented by Prof. Iswandi Imran. This event is sponsored by several

sponsor, namely PT Saint Gobind Trading Indonesia, PT Garuda Yamato Steel, PT Birawa Steel, PT Delta Systek Indonesia, PT Graha Survei Indonesia, PT Asset Monitor Teknologi Indonesia, PT Bauer Pratama Indonesia, and PT Pembangunan Perumahan Persero.

Okay, before we start the opening ceremony, let's start with a prayer together. Hopefully, it will be easy. Pray with confidence. Thank you.

Later in this event, if you want a participant certificate, maybe you haven't registered yet, you can register with the WinChat pop-up over below the screen.

Ladies and gentlemen, before we go to the main event, let's take a look at the introduction from the Chairman of the Komda D.I.Y. HG is Dr. H. Kristianto, STMT, he is the Chairman of the Komda D.I.Y. HG, as well as a lecturer at the University of Cokroaminoto, Yogyakarta. For that, we invite Mr. H. Kristianto

Okay, Mr. Angga, thank you for your time. Assalamualaikum warahmatullahi wabarakatuh, good morning, greetings of prosperity for all of us. To those whom I respect, as well as the moderator, all the members and sponsors, as well as the members of the shared webinar.

First and foremost, let us extend our gratitude to the presence of Allah SWT, the Almighty God, for all the blessings that have been bestowed upon us all, so that we can be present in a live webinar in the Indonesian Construction Staff Assembly, Yogyakarta Commune on this occasion.

I would like to express my gratitude to the speakers, namely Mr. David Sukamta, he is the head of the SNI 9273-2025 team, to Prof. Isfandi Imran as the head of the Central Committee,

and to Prof. Iman Satyarno, the first chairman of the Yogyakarta Community Council, where he is the member of the SNI 9273-2025 organizing team. And thank you to the Minister, Mr. Angga Pacar Setiawan, PhD, Secretary of the Yogyakarta Community Council. Thank you also to all the sponsors, especially to Mr. Budi Suryanto from Sipilpedia,

to Mr. Randi Dewangga Lokananta from PT Senkupen Trading Indonesia and Mr. Ariel Tupal from Karuda Yamato Steel, where he will also convey the material from the sponsor.

I would like to thank PT Birawastil, PT Delta SysTec Indonesia, PT Graha Survey Indonesia, PT Asset Monitoring Technology Indonesia, PT Bauer Pratama Indonesia, and PT PP Persero TPK for participating and contributing to this event.

And to all participants, I welcome you and thank you for attending this webinar which brings an interesting theme, namely the concepts and methods of seismic evaluation and rehabilitation for existing buildings, SNI 9273-2025.

This webinar is a routine agenda of the Yogyakarta Haki Komenda which always receives warm welcome from various groups and is always attended by more than 1,000 participants.

In this webinar, 1458 participants are registered with 30% consultants, 21% students, 17% teachers, 10% contractors, 8% BUPR departments, 1% developers and product producers, and 15% others.

The Yogyakarta General Assembly will also re-organize offline seminars and short courses at the end of this year, which will be filled with construction exhibitions, which we will immediately convey to all of you.

Finally, I hope today's webinar activity will be useful to all of us. I apologize if there are any shortcomings in its implementation and see you again in the next Hakikomda Yogyakarta agenda.

Thank you, Assalamualaikum warahmatullahi wabarakatuh. Waalaikumsalam warahmatullahi wabarakatuh. Thank you very much for the warm welcome from Mr. Heri Kristianto as the Chairman of the HGDIY. Well, before entering the main event as the presentation of the webinar material this time, let's first look at the information from the sponsors as follows.

Indonesia continues to grow into a new economic power in the global market. Infrastructure development becomes a bridge that connects strategic sectors into a change-making fast-moving opportunity for gold to accelerate prosperity.

In line with the growth rate of development, PTB Rawastil is always committed to respond to various challenges and needs in infrastructure development by presenting high-quality, long-lasting and environmentally friendly products.

Founded in 1973, becoming one of the pioneers in the field of production of flag bar and square bar, we continue to grow and transform by focusing on concrete bones and the development of various product lines through modern technology innovations, providing practical solutions for various infrastructure projects.

Until now, as part of the main group of work, PT Birawastil has been believed to be a strategic partner of the budget producer, until precision manufacturing for various types of national strategic infrastructure development.

quality and structural safety are our main priorities through the selection of superior raw materials and consistent production supervision to ensure that each product meets the national standard of Indonesia.

Supported by the laboratory facilities for complete and accredited material testing, each product undergoes a professional and independent technical testing series to ensure the adjustment with the specificity and the existing standards.

With 5 decades of experience, we present various types of selected baja products such as: bare and slender bone baja, ready-to-use baja, CTL and N-Cage cut-to-length, CBC, Welded Reinforcement Grid 2RG,

and Birawastil Syrup CSS. PT. Birawastil continues to innovate with collaboration and synergy in product development to ensure that each batch sent to the customer has the best quality. PT. Birawastil implements the principle of green manufacturing by approaching multi-strands to reduce the impact on the environment.

the use of natural gas environment fuel, increase efficiency and working capacity of the heating system, reduce waste gas emissions and carbon footprint. We implement a water management system that is responsible for the treatment of production liquid waste, ensuring that no waste water is thrown into the environment.

We are proud to be the producer of sustainable and sustainable environmental resources for the future generations. Developing an integrity culture from human for progress. With an unceasing spirit, we continue to move forward. This is our contribution, a continuous masterpiece for the progress of the development of the nation's future.

PT Dirawasil together build the country for tomorrow until later. Since the beginning, humans have been built to be able to connect with each other. The bridge is not just a structure, it is a connectivity solution that answers the user's dreams. Then, in the midst of the regional complexity, what can make it sustainable and relevant?

The experience of direct involvement in the field and the ability to work as an answer is needed as a foundation in the effort to build the country. Being an exclusive agent license and subsidiary office of Diwidak Sistem International since 1996, DSI provides international construction technology to Indonesia, then transformed in 2002 into PT Delta Sistek Indonesia.

Local presence, global competence. Combining understanding of the field conditions with global construction practices. Long-term experience, integrity, and maintained working standards become the DSEI foundation supported by the professional team as the company's main asset.

Throughout its journey, DSI has been involved in various important constructions that involve high technical needs such as the development of main structures, supporting technical systems, strengthening structures, and supporting complex construction methodologies in various field conditions. DTDSI has not grown from nothing to something in the Indonesian construction industry.

The trust of clients, professional SMEs, and support from our partners is the main foundation for our company's growth. And we always build a good relationship, understand the needs of each employee, and ensure that each employee will be worked with the best quality and safety standards.

Because for us, every project is not only about the results, but also about the trust that is built together and can provide many benefits to the community, especially our beloved country, Indonesia. DSI has been active since the beginning, accompanying planning, development of methods, and even field execution. DSI achievement is supported by a series of products and services for the needs of related bridges and structures.

In various projects in Indonesia, these capabilities are applied to all DSI services such as cable state and balance cantilever. DSI provides geotechnical solutions to support structural stability. Structural Health Monitoring System allows for real-time monitoring of bridge conditions in the long run. Through 12 excellent products and services, DSI provides comprehensive solutions for every construction project requirement.

As the best choice, DSI consistently presents the latest technology. DSI project activities are controlled through an international working system, quality standards, work safety, environmental management, and business management standards. The ability of domestic manufacturers to incorporate a number of strategic components that have met the TKDN standards as part of national capability strengthening.

Quality and working standards lead DSI to be able to achieve a lot of appreciation. We believe that a good relationship with the client is built through open communication, commitment to quality and consistency in every work, as well as always innovating to provide the best. More than just building, DSI presents an effective solution by always increasing standards.

Because every bridge that bridges is a legacy for the next generation. Let's build the future together with DSE, Local Presence, Global Competence. Well, ladies and gentlemen, we do not feel like entering the main event. This is the first session, which is about the concept of seismic evaluation and rehabilitation for SNP 9273-2025.

which will be delivered by Mr. David Sukamta. Before the material, please allow us to read his profile first, Mr. David Sukamta.

He, Mr. David Sukamta, is the leader of David Sukamta and Partners, a consultant company in Jakarta, which designs more than 350 large projects, including the first superhigh building, which was fully designed by Indonesian consultants.

He is also a member of the association of professions ESCE, ACI, HKI, HTI, and PII. Then he also became a special member in the Indonesian Academy of Science and Technology, Rekayasa Academy, PUSGEN or the Center for Research Center for Innovative Growth Improvement, RCIGI,

and also he received an award or appreciation for the construction work of Indonesia 2003 from the Ministry of Infrastructure category of high-floor buildings in terms of professional service he is the former general chairman of the Haki Central, 15 years as the chairman now as a member of the Council of Ministers

Then also as a member of TABG or TPA, the Geotechnical Structure of the DKI since 2001 Then also become an international jury for Holcim Foundation for Sustainable Construction in 2013-2014 Then also an international structural engineering jury

at the City of BUH, Council on Tall Buildings and Urban Habitats 2018-2019. He also as

the head of the S&E 8899-2020 team about the selection and modification of land traffic for the construction design of Gempang. Then also the head of the S&E 9273-2024 team, namely about the evaluation and rehabilitation of the existing building construction seismic that we will discuss today.

and also he is a member of the SNI 1726 2019 and SNI 2847 2019

What's interesting is his experience in handling the largest project, Indonesia One Tower, 303 meters high with a total of 63 floors and 7 basement floors. It is the first super high building designed by Indonesian consultants. Then the design of the building with seismic insulation,

has a planning experience of bridge roads in the President's Palace Complex and the Isfabres Building in IKN. And actually there are still many more about BIO experiences. For that, we invite Engineer Davi Sukamta to start presenting the first material today.

We have 75 minutes, plus Q&A. Thank you, Mr. Angga. Good morning, ladies and gentlemen. May I share?

I beg your permission, we also have a guest from the sponsor, who will also present Mr. Randi from PT San Gubin. Welcome, Mr. Randi. Have you seen it? Okay, Mr. Davi has entered. Good morning, ladies and gentlemen. On this occasion, allow me to convey about

The concept of SND 9273-2025 was developed together with many parties in 2021. We just had a big earthquake in Venezuela in June last month. It was a double earthquake. The first earthquake was magnitude 7.2 as a foreshock.

followed by a major earthquake 39 seconds later with a magnitude of 7.5 which killed more than 3,300, injured 16,400 and tens of thousands reported missing. What I want to emphasize here is the statement that there are many collapses in the existing buildings.

which were built before the modern storm control rules were implemented and also of course in buildings that have a quality of construction that is substandard. We see that some have experienced total collapse, there are also those who fulfill the function of collapse prevention.

In Indonesia, we are lucky to have regulations and standards that can be considered modern compared to other Asian countries. For the new building, we use the 1726 S&E with the 2017 standards. Then if we want to do non-linear time history analysis, we already have the aggregation map.

and also SNI 8.8.99 for character selection and modification. We all know in the plan, in Jakarta in general, we use the response spectrum analysis method. We use a spectrum response that represents the character, but the value is substantially reduced. We use a large R factor, as a result,

When MCER ground movement occurs, the structural element will enter the inelastic field. Reduction with this global R factor causes a large displacement of ductility demand. Later, the consequence will be a stronger factor of omega, subzero, and also the CD factor. This is the basic of the steel-resistant design in Indonesia.

Then we also have to look at the capacity design principle. A process where we determine in our global structure which elements can melt, which we call the ductile component, deformation controlled actions. But there are also elements that are flat, so they must remain elastic. This ductile component is what capsizes,

The steam energy can enter our building and if we provide a stronger energy than the one in the cap for the plastic element, then our structure will survive. Because we rely on the energy dissipation of the elastic post in the structure, then the requirements of design, detailing, and construction must be met.

for the structure and all the elements. So here we assign one global R value depending on the structure system, then we follow all the prescriptive requirements for the system. We see in some of the case cases, there is still one thing that we can learn. Something that has just become a discovery when we did the reconnaissance study on the field.

brought to the research field, discussed, then from there the rules of the S&E Code were developed. Here I will describe a few specific events where after the outbreak, the experts then found something that caused changes in the Code.

This is a classic example, after the Northridge earthquake, the construction of the dam that was previously believed to be ductile, turned out to have suffered a lot of damage to the connection system. So from there came out various studies that produced pre-qualified connections for the dam structure, for example. Because of that, the design that was previously

when we planned it, maybe 5 years ago, maybe 10 years ago, already meets the requirements of the S&E, now it may be deficient because there is a development, there is a revision of the S&E.

In addition to the change in the National National Forestry Agency, we also update our seismic map. The level of the earthquake is adjusted from time to time because there are new findings. So if we look at it on the left, some sources that are included as inputs to produce a earthquake,

From 2010 to 2024, it has increased a lot because there are many new discoveries, among others, for example, the West Java Back Art Trust, through Cikarang, Bekasi, and Depok. And it has been confirmed through various studies that this is active, so it is included in the current agenda that is being prepared.

So we see the code is revised, the map of the framework is changed, but there is also the labor law that states that in case there is a technical change in the building standard, the owner of the building who has not met the technical standard as stated in the article so and so must still meet the technical standard.

in a gradual way. Fortunately, there are words in a gradual way, so it doesn't have to be immediately. Now, the buildings that were designed, for example, 10-20 years ago, then what is the fate? If we have to meet the latest technical standards, will we be able to dismantle it? Of course not too expensive. So, PUPR is committed to how we deal with existing buildings.

We use the reference of ASC 41 because they do a lot of research that can be used, then the SNI 9273-2025 was born with some modifications, especially in the case of

smart building ban, certain years that we consider at that time our SME regulations are good enough to guarantee the desired level of deformation or regulations that have not been guaranteed, then we also consider the development of building materials used from time to time. Well, this is the team of SME 9273

Many from the Jogja and Central Java community as well, friends from UGM. Later, of course, Mr. Iman Satyana will also bring one of the topics. We have been working together for about 6 months during COVID-19, in 2021. So, we have never met physically. I want to convey what are the characteristics of the existing structure. First,

We haven't planned from the beginning. So this is the term I got, a child of the past. There are characteristics that we accept whether or not we want it. Is that a deficiency? How do we have to educate? The rules and the roadmap may have been revised. We don't determine global ductility. If we plan a new building, we choose the structure system, we choose the value.

Here I don't know the value of R. So later we have to look at each component. I don't know the construction quality, it's already built. So we have to investigate. Then the material structure may also have deterioration. The flexible one is the target kinerjal. If retrofit is compulsory, the permit or the permit has issued regulations, it must be at that level. But at this time there is none. If voluntary, so the desire of the owner of the house,

then the target can be discussed. An existing structure has a deficiency, both at the global level and at the element level. At the global level, it can be soft story, irregularity, vertical, horizontal, torsion, pounding, big story, and so on. For element deficiencies, it is usually in detailing.

Not big in the sheer wall. Then the tree from the elements is not held. The length of the channel may not be enough because people used to take 30D or even 40D, but it's not enough. Then the diaphragm. Before 2012, we never paid attention to the diaphragm. After Loma Prieta, even in America, we paid attention to the diaphragm. And also the load path, the path of the style is very important.

If we can fix the global deficiency, whether using external bracing or using BRB, all of these are aimed at reducing deformation. If we look at the deficiencies of the elements, for example, the column confinement is not enough, this photo is actually the right one in Jogja, so the column is broken, then the slope is not enough, there is a shear failure, or the join column beam is not even bent.

For SNI 9273, there are several main features that I want to convey. The process can be three levels, we will discuss it further later. The concept is performance-based. In addition to performance, it is also displacement-based. So we determine the performance objectives in the future. There can be four stages of analysis, which we will discuss later. The criteria are based on component-based. Then we need to know what is called the knowledge factor, to know

the strength of the attached material, then there is the evaluation of the non-structure component. So once again we need to understand the difference between the design of a new building and the evaluation of an existing building. If I choose a new building, a structure system that is on table 12, that is in SNI 9273,

whether it is allowed or not for the height and for the seismic design category, then we choose the value of R, we draw all the components that must meet the requirements for the structure system with one global value of R. If the structure exists, each component can have different deficiencies. Maybe the deficiency is just the height of the slope, or maybe the length of the pass is less.

or others, or those that have too much deformation globally, so that the elements that have deficiencies cannot achieve high deformation. So we look at the level of the component. If the new building is at a global level, if the existing structure is at a component level. SNI 9273 is a requirement for linear and nonlinear analysis.

If it's still linear, of course we'll choose linear. Both of them affect ductility and yielding through individual modifier, that is, factor M or modeling parameter, but individual. So here we need to look at the image first, identify its deficiencies, group them, then do analysis.

Don't just jump to make a model and then we'll be trapped again and again. We can choose the purpose of the project. There are four goals, the third for existing buildings, number 123, the fourth is for new buildings. The existing buildings can be taken as basic, basic, or enhanced, that is upgraded, or limited, limited.

Then there will be a level of frictional pressure that we can determine, starting from BSE 1E, 2E, BSE 1N, 2N. And this PUPR has facilitated the release of the frictional pressure starting from 225, 975, 2475. If the annual limit is 2/3. So in practice we have to combine the level of kinergy structure and non-structure. For example, here I boxed the red one, 3C.

if the number is structural performance so three is then we see in the list S3 Oh life safety okay then if the letter is non-structural so 3C we see C, C is life safety means our work for life safety structure for non-structure also life safety so we both enter then for evaluation and retrofit procedure we have three levels related to

Effort, of course, is related to the cost later, so it's related to the cost of services. How is the analysis complex? What is the result of the level of conservatism? And how should it be applied for cases? There are three tiers. The first tier is considered as a phase to search for screening. There is a series of checklists. The purpose is simple, so that the cost is not too expensive.

Then we look at the checklist, what goes in, we take, what doesn't go in, we take. And the process refers to smart building band, which we mentioned earlier. If the building is already planned to complete the SME 2012, there are redundancy factors, irregularities have been included, diaphragm has been included, detailing is already good, that means it's advanced.

The previous one, as long as the detailing is good, we also see from the 2847 regulations that we have, if the detailing is good, it means that it is already a single cluster. If the checklist in Tier 1 has been entered, it's all good, we're safe, the task is done. But if it doesn't fit, we can go to the next stage, which is Tier 2.

we have to do structural analysis, which is not too rigorous, quite simple, especially in the components that we ticked as deficient. From there we see if this red flag can be improved or not, so that there is justification that this building is still okay, this is tier 2. If it can't fit, whether we want to go to tier 3.

We carry out systematic analysis procedures, either linearly or non-linearly. Later I will tell you more about when we have to do something non-linear. So, SNI 9273 is different from the prescriptive approach, the approach of SNI 1726 recipe for a new development to other approaches.

Approach is based on performance, based on capacity, we accept the existence of deficiency detailing, we separate the primary and secondary components, and this SNE can be used for new structures or old structures. For example, this is for existing buildings.

can be done in a linear way, if it's linear, we will use demand capacity ratios, but the value is different. If it's non-linear, we model it non-linear, of course we need to move the land too, or it can also be NSP based on the target. But it can also be for new buildings. So here I need to say that we know what is called performance-based seismic design.

Then CTB OH in 2007 issued guidance, PRTBI in 2011 issued guidance. But the core of it started from a building in San Francisco that was planned in 2005 using the concepts of ASE 41 for a new building.

the criteria of the EC41 at that time were adopted by the peer TBI with more specific formulas. We have discussed capacity design and capacity-based structures must have a clear baseline system, there is a horizontal system, there is a vertical system.

Both systems have several action components. The action can be classified as deformation control action, it can be force control action. This is very important for us to differentiate. What is deformation control means that in our chain of thought it can be included as ductile as long as it has sufficient deformation capacity,

Of course, if we follow the requirements of the new building detailing, it will be achieved, because it is proven in the lab. But if it has a detailing deficiency, it also has a deformation capacity. And that is also determined from various lab results that are included as formulas in SNI 9473.

In the right picture, we can see examples of which one is force control, which one is deformation control. Then we know what is called the primary component and the secondary component. When should one element be considered as a primary component, namely it must be calculated as a natural system of force or as a secondary component?

If it's a secondary component, we don't need to insert it, but it must be able to follow the deformation. I will discuss it further later. In linear analysis, the secondary component is not modeled, it does not experience degradation of strength and stiffness, but there is a limit.

If the total initial lateral rigidity is taken more than 25% by the entire secondary component, it means that the secondary component has a dominant role, it is assumed, so it can experience degradation of strength and rigidity. Because of that, some of the secondary components that receive

the big rock weight has to be reclassified into a primary component. This is the concept. If you are 25% different, it is considered that the holding is quite dominant. If it is below that, okay, it is considered secondary and as long as it can follow, it is no problem. Here is an example. For example, I have a shear wall building, the red one, which we consider to be a primary component.

We check, it can hold 100% and nothing. Then gravity, beams, and columns are secondary components. Okay, but we look at the portion of the portal, how many percent? If it's below 25%, it's done. If it's above, we have to be careful. The second example is on the right. For example, we have a flat slab system, but there is a moment frame perimeter.

The flat slab is a gravitational component, the moment frame perimeter is a neutral resistance component. But we have to check if the flat slab receives more than 25% of the force that enters. Here are other examples of deformation control and force control. If deformation control, later when we consider the strength, we use what is called expected strength.

because it's not a piece of paper. If it's force control, we have to use lower bound strength based on our study on the material mass of the material in place. So, deformation control is using expected strength. FC is lower bound. Lower bound is defined by resistance less than one standard deviation.

Here are some examples of the classification of deformation control and force control actions. In other sources such as CTBH, PRTBI also adopt this system, including in ICA 7. We will go into more detail.

In SNI 9273, we have paragraph 7, which regulates the procedure, analysis, and acceptance criteria. In tier 2, we can use linear static procedure or linear dynamic procedure. Tier 3 can use the second linear or non-linear static or non-linear dynamic. So there are four procedures.

But of course we can't just randomly choose, for example, in Tier 3 there are boundaries when we can use LSP, when we can use LDP, or NSP, or even NDP. There are rules. For example, in Tier 3, there are 4 procedures. Then, generally, if we do that, we run a model first linearly.

Then we look at the demand capacity ratio. If we run it in linear, the R is 1 first. Then, is the DCR more than 2? This doesn't mean it's not strong, we just want to see. If there are more than 2, it means the level of inelasticity will be in many places.

Why two? I'll show you later because two in the M-factor shows components whose detailing is relatively bad, the deformation capacity is small. So if there are many of those two, we can expect that there will be a lot of non-linearity, even in the stage that is perhaps just the beginning. Then we also have to look at loading combinations.

If the procedure is linear, there are approaches, stiffness, redistribution, we can't catch the moment clearly. Therefore, there is a 1.1 factor, linear procedure. Don't enter it according to, for example, AEC, D is 1.4, then 1.2 D is 1.6 L, not like that, because we have used R1.

So sometimes we review something that does retrofit and then use the combination loading like a new building's SNE. Of course, it shouldn't be like that. Then here, it's called when we have to go from LDP to NSP. That's when there's a higher mode effect. The higher mode effect is considered significant if

the level of the slide pattern on each floor that is generated from all the modes, so we run through all the modes, we get one value, if the value is greater than 130 percent of the same slide pattern, but we are only first mode, so we run through first mode, we get one

reference, the circumference of the entire moat up to 90% of the participation time, we compare from level to level, if it exceeds 1.3 times, it means that the higher boat will be active, if it is active, we have to enter the MSP, which is more difficult, but this MSP is still a pushover, the term doesn't require a first move.

The highest level is of course the non-linear dynamic procedure. If we have a complex building or structures such as hospitals or structures that are very active when it happens after a earthquake, maybe the government office is the main level.

we should do NDP where we have to choose and modify the first step. So, as a result, there are four levels of analysis procedures, each of which has its own limitations. If it's linear, we evaluate it with a capacity-demand ratio using factor M. I'll explain the factor M later.

For non-linear, we can use target displacement or non-linear type history analysis. Then from there we have to calculate the style and deformation. Earlier, if it's linear, there must be a certain lateral sido style.

So it's not like SME 1726, we have to calculate the C1, C2, CM factor, SI is spectral acceleration, and W is seismic mass. The effectors must be measured. For LDP, the basis is from the spectrum response. For NSP, there is a target displacement and it must reach 150% target displacement.

Why? Because we want to know if the displacement target is achieved, then what happens from there? If it falls directly, it means that the structure is also not good. The last one, of course, the most difficult one, MDP, we have to choose 11 pairs of tracks. Now back to the linear procedure. The linear procedure I mentioned earlier uses what is called M-Factor.

So we have a style, the style is worked on, earlier with load combination 1.1, so on, then we see with this M factor later, so how does it work? This M factor depends on the purpose of the performance and also the component-based deficiency. So what is the detailing like? This is an example, for example,

The first condition is if there is a failure of the joint. We must see how the pulling muscle condition is against the pressing muscle. If there is no pressing muscle, what is the condition? If there is, what is the condition? So here we can see, if the components are of course the primary first,

Then based on whether it is the level of immediate occupancy, life safety, or CP, we get the value of M. I mentioned 2 earlier because if we look at the lowest, the average is 2. So if we run a linear and then a lot above 2, it means we have to start to have the red flag rising carefully.

If the failure is basically a gap, it is different. If the width of the distance is higher than the width of the block by 2, it is smaller or larger. That is the different factor of M. Then if the splice does not enter, there is also a condition. Then if the length of the flow does not enter, there is also a condition. So this factor of M shows the capacity of deformation with the lower deficiency.

The more the deficiency direction, the more the capacity for deformation. So once again, we group the building first, the components, we see the image, what the deficiency is like, then we do analysis. Now non-linear. If non-linear, we enter the modeling parameter. So if the point B, we can look for the yield moment value, for example.

how long it can be reformed, is regulated by the S&E 973. Then the acceptance criteria, for example, if the Collapsed Preventive, the primary component is already at point C, so after that it falls immediately. If life safety is between point B and point C, for example. Well, where do we see the modeling parameter? Here we see the example.

for non-linear procedures. Similarly, if the beam is controlled by the flexure, it depends on the bone ratio. If it's shear, then what? So from here, we can see the point ABC. This point ABC reflects the deformation capacity of the component. That's why we once again see per component.

Pay attention, plastic sand rotation becomes a measure of performance. So in retrofit, there are actually two things, don't just think about strengthening. If you strengthen it, the ability to deform it is not necessarily fixed. But if we can strengthen the structure globally,

the deformation will be more limited, so the deformation ability is not yet achieved. So we see the buildings that are retrofitted, why do they like to have a bracing on the outside, if we go to

New Zealand or the West Coast of America, right? The buildings are suddenly decorated with bracing on the outside. That's because he wants to limit the deformation that enters the existing structure. Because the deformation capacity is limited. So this is the comparison between LSP and NSP. I have given the material to Panitia, later it can be learned more.

and this is a guide to do the evaluation process and retrofit. In our SME, there is also a flow chart. This is a retrofit technique. So there was a global deviation,

If it's global, we might have to add a shero or an infill, or a bracing, or thicken the walls to make it more rigid, or reduce the mass. Or we can also use damper or base isolation for global behavior. If it's locally, we can use jacketing, FRP, or external pre-stressing. This is the strategy.

We generally think that what we have to do is a combination of solidifying the building globally, which means reducing deformation, and strengthening the components that, even though they have been solidified, are still deficient. I want to tell you a little bit about this. We were asked by one of the government bodies whose level is high.

The body said, "We want our building to be operational after the earthquake." But this building was built 30 years ago. I saw the history. Wow, the coolest thing is the architecture and interior. Because the interior is like that, these columns are enlarged, these columns on one side cannot be enlarged.

Well, that's not retrofit, it's aggravating the condition. So with that, the center of inertia even shifts, the torsion increases, it's better not to be retrofitted if so. So we also need to discuss this with our fellow architects so that they are aware that the name

to improve the work of the building to deal with seismic impact, please, please, the first thing to be noticed is the safety of the public. It's not an ego that I can design a building that looks beautiful, but first it's the safety of the public. If you've followed that, please do the other thing. Don't turn your priorities around, namely

just to share my experience in Jogja. I don't know if I will be accepted or not after I commented on it because I can't continue to follow it. Okay, so this is what I mentioned earlier, because we have limited time, let's just do it quickly. This is for the soft story retrofit, usually the bracing is given below or the frame is given and so on.

For the components, with the use of FRP, there are also SNI-SNI, which are related to both the base FRP and polymerized fiber. What's interesting is that there is also one that retrofits with basic insulation. If we put the isolator aside, first,

The input has been reduced, so we have already drained the seismic energy that enters, only a little remains. Then the reduction increases. So this is a strategy that is very good. And by chance there is one case that I want to share. This case is at San Francisco City Hall. At that time, the building was damaged after the Loma Prieta earthquake.

Then the city council voted, because this is the federal government, not from the central government. Is this building worth it? It is considered something that must be inherited to the next generation. So it's a historical building. Wow, it must be. Well, they budgeted a fee and then chose. There are various options that are proposed. Of the four options, the IE was chosen based isolation because it is not intrusive towards

It looks like it's from a building, not so intrusive. Maybe a little bit. But if they gave it a bracing, it's impossible, right? So after the damage, the walls were cracked, the dome above was moving 10 cm. So the support framework also experienced a lot of damage. Finally, they did a reanalysis.

From the previous analysis, it was known that if there was a next earthquake, it would not be able to withstand it. Then it was decided to adopt retrofit with seismic insulation. The consideration is one, the impact on the material that has a historical value. The structural capacity is limited.

Then how to place the insulation in existing buildings? The insulation needs space, so it has to make space underground. How to minimize the risk of the structure that exists during work and so on. Until it was finally done in various ways. So first they realized,

the capacity is limited, both strength and deformation. The capacity deformation is limited. Then we see the large dome that creates a unique dynamic response. The dome is heavy, so it's like an inverted pendulum. So we want to limit the acceleration. If possible, on the top floor, because from analysis, the top floor is amplified.

From here they tried to make various retrofits. So the purpose is to maintain life safety, maintain the historical aspect. Finally, they installed an insulator up to 526 pieces, plus 64 dampers in a special room below. So they see that the drum will collapse during analysis.

then the support girders even experience fractures, then the masonry below, which is the masonry structure, will also collapse. Because of that, they also see that if they use fixed base, the acceleration on the floor that was 0.61 G will be amplified to 1.66 G, as is generally the case with fixed base buildings.

But if you use base isolation, it will be filtered as such, so that the dome only experiences 0.29 G. Because the deformation has been very helpful, the improvement will certainly be cheaper. The dome can be reinforced with steel brace.

Here are the segments from number 1, 2, 3, 4, 5, and so on. I will show you one by one. The first one, whether we want to add a new foundation. But fortunately, the ground there is good, the surface is good, the water surface is low. So they made a new foundation first. After making a new foundation, the column is clamped and then jacked a little.

After that, it was cut. This is exciting. The column was cut so that the style that was received, the vertical style, was transferred to the temporary foundation through the Bajaj's transfer girder. After that, we just put the base isolator aside. Because with a space of only a few millimeters, the base isolator can be put aside.

After it's inserted, not only in the middle, but also on the sides. Because all of these are masonry, they made a shoring first on the perimeter. Then the base isolator is also inserted on the perimeter. After it's inserted, then on top of it, the side beam perimeter is added.

so that the base isolator is connected to each other, the displacement is the same, and also the masonry structure can spread its style to various isolators. After that, new floors were made. The basic floor had to be restored to its original condition, a new floor was made. After that, they also added a new shear wall because the deformation in the existing structure was still too big.

The new circle is of course above the base isolator as well. And the structure of the dome is strengthened by the bracing and so on. So they did retrofitting for almost 4 years. The budget is also great, 220 million US dollars. If there is a retrofit project like this, it means this is a big project, not just playing around. In Indonesia, we have many historic masonry buildings.

Among others in Jakarta, we were at the TABG, there was a customer who asked to be reviewed. This is an old building that wants to be upgraded. Unfortunately, when some review questions were posted, I don't know how the story went, the client, because the government asked for a dispensation to not be dismissed.

The consultant had difficulty answering. So we don't know if the building was repaired well or not. Unfortunately. If we look at the case of San Francisco City Hall, they did it properly and can be a lesson for the future. But if we want to do a renovation or retrofit with secrets,

The result is unknown and there is no learning for the next generation. We have many Bata or missionary couples. So the important thing is to do a shift test so that we can know how strong is the mortar among, for example, the missionary couple. This shift test is regulated by ASTM 1531, the Institute of Testing. But if this is not done,

"Why do we do analysis with a lot of data?" This is what we asked from the THBG team at that time. Because it's a pity that it will be damaged later. We also don't ask for a lot of data. Then we can of course do modeling. We want to use micromodels, mesomodels, macromodels. But we have to know the parameters' values. And if the machinery is very specific, the test shift is very important. In short, I'm still wrong in 2024.

We finally gave birth to two SNBs, 9273-2025 and 9274, specifically for the Conscripted Town. At that time, we thought that 2024 would be out, because we had already made a consensus in 2024. It turned out that the BSN was studied for another year, and then it was released in 2025.

This is the map of the 225 years, both in short period and in one second. This is for 975 years. Then we do some adjustments that I mentioned earlier, such as strong pressure on the shaft, strong melting of the shaft, the shaft bone, and so on.

Then there is SNI 9274, based on ACI, the ACI is more updated than the ICE, because there are some slightly different BAPs.

There is a new chapter on test weight testing, anchor shifting, and failure load. There are additional pages. Then the modeling parameter has a little adjustment and 9274 mentions,

If we do non-linear analysis, don't use the left ones, A, B, C, D, E, especially the C, D line. If we cheat, if we run, the run can be unstable, suddenly it becomes an error. Because the change between C to D is too drastic. So, C to D is made C to E. In general, we don't reach C, but maybe there are some components that go through the point C.

So if it's just a racist, then show fail, then the program can't run, it's too bad. That's why it's allowed to pull from C to E. Then here too, for joint strength, there are some new definitions. Then also for modeling beam column joint. So for beam column connection deformation, especially sliding deformation,

it turns out that it can give significant contributions to interstory drift. In fact, it is often greater than what is predicted by the rigid and traditional model. So we have to be careful. That's why some data, research, and experiments show

that this assumption, if we use Rigid End, can answer the wrong displacement estimate. Our displacement can be 10-25%. Because of that, they suggested, let's see the column moment versus the beam moment. If the column moment is greater than 1.2 times, use type A.

If it's smaller than 0.8, use type B. If it's smaller than 0.8, use type C. For the Rigid and Zones, it can't be used as a new building. Then there are some changes. Maybe I won't tell you all of them, but you can see them in the SMI 9274. Also, for the structural walls, there are some changes. This is also for the modeling parameters. There are some changes.

So, PUPR has answered, the old building was built with S&E that has been used as a warehouse and a map of the past, what should be the answer? We refer to S&E 9273 and 9274, specifically for concrete construction. So, the evaluation method has been provided, the retrofit method has also been provided,

the target is flexible, it can be determined if it is not compulsory, the evaluation level is also three levels, thankfully tier 1 has entered, so the effort is not too big, but it must be admitted. This SNI has 18 chapters, there are more than 1000 pages, so the reading must be done while slowly drinking coffee, eating singkong, sometimes like that, right?

And I also want to say thank you to all the colleagues who participated in the arrangement of this SNI. Next, there will be Mr. Iman Satyarno, he is also active, so we will go back and meet on Zoom. So that's our report. Hopefully there is still some time for you to answer. That's all and thank you.

Hi, thank you Mr. Davi, yes, for the interesting presentation, yes, we saw it earlier, yes, there are many new knowledge, yes, that we got from the presentation of Mr. Javis Bukamta, well, ladies and gentlemen, let's open it, yes, I asked the answer, some of them have also

write down the questions, let's read them from the most popular ones, yes, among them we see first this is from Mr. Dudy Ahmad Fajar, yes, this is the question, yes,

What is the biggest challenge in designing a building structure so that it is strong, safe and able to minimize damage caused by earthquakes, both from the planning, construction implementation, and material selection? There are three questions, sir.

In addition, is the implementation of the Indonesian Standard Banking Act currently going well? If not, what are the main obstacles in its implementation on the field, both from the regulatory, supervision, and quality of consumption?

One more, Mr. Anggi, with the more recent renewal of the source map and the danger of earthquake in Indonesia, how does an engineer ensure that the buildings that are being built at the moment still have a safe level that is suitable for the next decades, keeping in mind the characteristics of earthquakes and the development of design standards can continue to change? Maybe that's it, Mr. Du, we start with the question. Thank you for the question, we will try to answer it.

The biggest challenge in designing a building structure. The biggest challenge comes from the architect. The architect often refers to the buildings that are old, this is my experience for big buildings, which are not built in the area of ​​Tahan Gempok. That's one of the challenges. How can we communicate with other parties and convince them that

There are certain structure systems, there are certain building configurations that are basically good. So we often see in the history of architecture, there are seven world wonders, all of which are of course before the Masehi period, which one by one collapsed due to the earthquake, except for the Egyptian pyramid.

Why is the Egyptian pyramid so rigid? Because it's square. It's not weird. The mass is below the size, above the small. The stress on the material is low, so it can withstand. This is the law of nature. We cannot change it.

Now, of course, the people are smarter, can they make a monument of the Great Wall for pyramids, graves, right? No, we can make a building. But the basic concept is physical, it can't be ignored, it can't be ignored. So first, the configuration of the building, if it's good, the behavior of the building will be good.

we can be smart in designing, we can be able to make sophisticated models, but the so-called bad configuration can be fixed at most, the configuration that was already symmetrical, not too long, and so on, that's the first thing. Second, of course, follow the SND, because the SND is made to be able to design a structure and group.

Then the application of standards. Standards in the sense of course there is a plan and there is construction when it is built. If during the planning, I may be able to convey that the DKI is a building on 8 floors, controlled with quite a lot of care. There is one special team, the members are also not the same.

who studied the high mountain ranges and asked for clarification from the planner, both for the geotechnics and for the upper structure. Below that, it was handed over to, so, not a special area in the capital, but a special area in Jakarta, there is Kota Madia, Kota Madia, right? If at the level of Kota Madia, it's more

The balance is not very good. But with the TPA system, I am sure there is one improvement, where almost all regions, both the capital and the province in Indonesia, have TPA members. Most of the high-income people are one major. We just have to see how the implementation is first, secondly, how the construction of the field is.

The construction on the field is very dependent on the contractor. So we hope that we have BUMN who are very committed to various national projects. Make your projects as an example. Please see, I built this. If you get hit by a rock, it's okay. If you get hit by a rock, it means that the way you build is still

is not as good as ours. So that's one of the missions of BUMN in my vision. The third one, sorry sir, I can't read the question.

With the more and more recent updates of the Indonesian source and danger map, how can a human being make sure that the buildings that are currently being built still have a safe level that is suitable for decades to come with updates of the characteristics of the dam and the standards? If there is a requirement to do SLF every five years,

But what we see, I'm just joking, sir, that the SLF is mostly too performant. There aren't many who really do structural research, except for the client who has one awareness or one need, "Wow, I want to be reviewed." And the advice was already there, the facility. I think it's best not to do tier 1 for the SLF. And tier 1 is not too difficult.

If tier 1 is not included, we are at least satisfied. If from tier 1 we say, "Wow, this is an excessive torsion because it is L-shaped." Or because in the corner, which has two sides, there is a wall, which has two sides, it wants to be seen from the road, it is open. Well, maybe the torsion can be big. That's it. If it can be filled, in my opinion, it is already a very good selection. Now, this is back to, maybe the regulations are already there.

but to enforce the rules, there needs to be a more strict mechanism, maybe that's it, Mr. Angga. Okay, thank you Mr. Daffy for your answer. Thank you very much. We still have time, Mr. Ayah, there is still about 7 minutes. Okay, this is from Mr. Herly Seswoyong.

Yes, we see in... Okay, I can read the first one. When is an existing building required to be rehabilitated seismically, not only for local improvement? Are the damage, analysis results, change in construction functions, or change in the rules of the dam? When is linear analysis enough? And when should we use non-linear, such as buffer or NLTH?

minimum investigation of the field that must be done or taken, what data is it? For example, the evaluation results show some elements that do not meet the seismic requirements, but the budget is limited. How to determine the retrofit priorities that provide the most significant job improvement? This is really a reality in the field, sir.

Okay, then one more, sir. How do you make sure that the existing analysis model really satisfies the current development conditions, especially if there has been a decrease in the material quantity such as steel fibers because it is corrosive, concrete, or modified during the operational period? That's it, sir. So, the first one first. At this time, I don't know yet, maybe if anyone knows, please correct it.

that from the PEDA or the permit there is a obligation to rehabilitate in a seismic way. Indeed, the SLF said that it must be studied, but is it explicitly necessary to do retrofit?

Indeed, the Labor Creation Law said that it must meet the latest requirements, but because there are words in stages, it means that in stages, there is no such thing as a "pickle" that must be in 5 years, 10 years, and so on. So this obligation has not yet been defined. Well, if we take cases abroad,

So if they want to rent a building, for example, a kator building or a shopping center, they must inform the tenant that this building is designed to follow the rules of the year. From there, the tenant understands the risks faced. And the insurance company will also pay a higher premium for low-cost buildings.

This mechanism works so that, for example, I have a office building in the premium area, if I declare the rental price A, if I retrofit, I can get the price B, then I do a business plan, I retrofit for so many years, I even get profit. I retrofit, I like to be willing.

I saw the market mechanism, but not here. I just saw a large building that wanted to do retrofit in Jakarta. The owner was actually part of an outside company, a consortium with a local company. That's the only big building I saw.

Number two, linear analysis is enough. There were some limitations. So, if we look at the 7th chapter, the procedure of analysis, when is it linear analysis, when is it non-linear analysis. If the linear analysis is seen as having a higher mode effect, it means it is not caught, at least it must be NSP first. That's all in chapter 7, maybe it's too long if it's repeated one by one.

Then the third one, I forgot, Mr. Angga. Number three, sir, this is the minimum field investigation that must be carried out. Investigation of the field, it is also included in our SNI, this is what is rather concerning, in general our buildings do not have a well-preserved SBT,

Actually, our rules mention that if there is an SBTRO, if there are results of testing materials during direct construction, it can be made a basis. Then it is followed, of course, by visual inspection. But our S&T does not include the factor of, for example, if it is rusty, that's another story.

We think that the material is not rusty. If the concrete may have a slight deterioration, yes, it may. So there is a test to classify it again. But actually our SNI has mentioned that if there is SBT Rowing, there is data, for example, a crushing test of the materials of the concrete when it is in use, and collected well, there is a report, it can be used.

If there is no such thing, it's exciting. You don't want to see it one by one, right? That's the approach. That's the budget, right? Yes, the next budget is the budget. This is a difficult question, but it's like what you said, this is the reality of life. If I look at it like this, from analysis, for example, we are still doing linear analysis.

From linear analysis, we see which component is the most dangerous. Not only in terms of strength, I see it first globally. Components that can, for example, one component collapse, change global behavior, that is our current priority. If there is no, yes, the structure is regulated or everything, of course we see which component will experience the earliest damage.

That's what we prioritize. However, don't let retrofit make our structure unbalanced. For example, I have a little budget. I want to retrofit the base floor column. The column has 30 pieces, but I only have 15 pieces of money. Wow, that's a bit difficult. If that's the case, you have to be careful.

At least if it's basic, that's all. Then what's next? We'll see. That's it. Yes, I'm sure to answer, but this must be a specific problem. We see it case by case.

maybe it's already answered, thank you, Mr. Dabi, one more, sir, yes, this is how to ensure that the structural model is in accordance with the existing buildings, which is current, for example, the material material and the corroded ribar and so on, yes, if the ribar is corroded, I have said that we will release it, yes, if it is in accordance with existing, yes,

back to question number 3, how can we know the material

If there is a good speed drawing, if we don't want to measure it, we scan it, sometimes we peel off the skin to make sure the scan results are accurate enough or not, right? Then if it is forced to do core collection, it must be in a place that is not dangerous, for example.

I don't recommend taking only hammer test or doing ultrasonic test. Because it has to be applied. It has to be applied to the core's result. And taking the core has many dangers. It's possible that the one that is installed is better than the sample core that is taken. Because when it's bored, it wobbles, it's shaking, until the object is a bit damaged.

So first, when you take it, you have to use a sharp, well-hung tool so that you can take it perfectly. The size factor too. If I have unlimited money, I just take the 2 inches one. Well, our aggregate is sometimes 30 mm. So, if it's 2 inches, it doesn't represent. At most, 4 inches. If possible, 6 inches. The 15 cm one. Well, there are various things that we have to look at.

All of them are challenges for us. Maybe slowly, if there are many experiences elsewhere, if you want to share, we can share and discuss again. That's it. Okay, Mr. Daffy, thank you very much for your presentation. Actually, there are still many other questions, but later, because the time is limited, we will answer these questions first.

Hi, we say thank you very much to Mr. Davi for sharing his knowledge, hopefully it will be useful for all of us and also Mr. Davi in good health, prosperity, thank you sir, thank you very much sir, let's give applause to Mr. Davi, yes, yes,

Hi, next, ladies and gentlemen, before entering the second material, we have a guest from the sponsor of PT San Goben Trading Indonesia, this is Mr. Randi, yes, Mr. Randi Dewangga Lokananta, he is

Assistant Business Development Manager Concrete Works at BT Sengkubin Trading Indonesia. He will talk about the company profile of BT Sengkubin Trading Indonesia. Hello, Mr. Randy, are you connected? Is your voice activated? Okay, it's still not in, sir.

Hi, we'll wait a moment from Mr. Randi Hi, good afternoon, sir, how are you, Mr. Randi, how are you? Okay, thank God, it's also good, sir.

Okay, Mr. Randi, we will give you about 15 minutes to convey the company profile. Okay, we can share the screen, sir. Do you want me to share the screen or from you? From you, maybe it's better. Okay, it's in, Mr. Randi. Please, Mr. Randi.

Yes, thank you first, I'm proud and also I say good afternoon to all of you, introduce myself first, I'm Randy from the Business Development Division, especially for Concrete Works from PT Senggobang Trading Indonesia, so maybe for you,

maybe some of you are not familiar with Sanggobang, so we are a company that has been established for 360 years with its main business at the beginning of its establishment is glass, namely glass Sanggobang, and where we also have a vision for

make this world or earth a better place to live by what way? by using light and sustainable construction so from that, the product series in Sanggobang itself is a material that mainly uses light and sustainable

we can use the LOFI OC and so on to make this earth better with the use of time that is according to what is planned and for

Brands in Indonesia, currently we have 10 brands, where I am from SCS Business Unit or Chemical Construction Business Unit, where I handle Weber, Vosrock and also GCP products. But for today, for

connect or also the one that fits the topic that is about seismic I will share about the products that are in Vostrock So actually for Sanggobang we have a complete solution that is already in one system

whether it's buildings, high-rise buildings, data centers, hotels, even infrastructure. So we can support you if there is a need for us to collaborate to create a suitable building according to what you have designed.

So for the strengthening technique itself, this is generally I took 5 strengthening techniques that can or are usually applied So the first is concrete enragement, this is to enlarge the structure itself Then the second is to use an external steel plate, so using a bar plate or post-tensioning

then there is additional columns or new supports and the last one is FRP reinforcement where for concrete enlargement itself from us from Vosrock we have one system for application from rebar protection so after we do

from the concrete itself we get coating for the existing joints with zinc-based materials to protect the joints from corrosion then after that we can also do

by adding new tubes if needed and we also have a chemical anchor in the E77 lockfix. After that, we also have supporting materials such as reball for casting oil and also the Concur series for curing compound application after we do the grouting method.

So in general, this is the working stage when what is needed is reinforcement with the J-ketting method. So what is expected is to restore the structure so that it can accommodate the capacity or load that has been in the field. So this is a little about

a product from Logfix E77, where we can accommodate for C1 and C2 seismic resistance with a tested life of 50 and up to 100 years. And we also provide design calculations as a reference for parents using fixed design software.

So if you need to calculate Rebar and Traded Road, we can support you as a reference for the Chemical Anchor application. And for now, we also have a system with Traded Road, called Logfix-TR.

So, it's either 5.8 or 8.8, which is a reference project that we have applied, especially for rebar and other applications. Then, to restore the strength or strength of the concrete itself,

and with concrete enlargement techniques, we have a product chain from cementitious grout, so the material is non-string grout, where we have several materials with quite high compressive strength, which can be adjusted to the needs of the parents in the field, where we have also prepared in this bag

there are those without an aggregate addition and also with an aggregate addition, so the difference is from the application thickness side, so if the GP type is only for range from 10 to 100 mm and while for the

the name has the word premix there is already an aggregate addition so that from the application side it can be applied up to 50 cm then we also have FRP material for strengthening the structure using fiber reinforced polymer where this material is a polymer matrix that is reinforced with fiber where for fiber

There are three types of base, which are glass, carbon, and also aramid. Where the function of FRP has several general applications to increase or restore the ability of the structure itself to receive weight, ductility, and also resistance to shock load. Where for applications in general, we can

So this is an illustration of the application on the field. So we have completed the material side, both from the carbon side and the FRP glass side. And we can apply it for the strength of the spring, then also for the strength of the slide, or also the application in the column with confinement.

So it can also increase ductility. And for the carbon type itself, this is the type with the highest tensile, in the range of 3000 to 3480 MPa. So later we can also adjust to the needs of the parents in the field.

with a material type that is a sheet or wrap then there is a type of nitro plate like a plate or a type of nitro rod

So for FRP itself, there are some advantages that we can highlight, namely from the application side, it is thin, it varies between 0.167 in the WRAP type, 0.3 in the PLAT type, and 1.2 mm thick.

so the application is thin and strong, and the material is also light and flexible so for the additional dead weight is only a little and also from the side of the wrap because it is flexible it can be adjusted to the existing shape on the field then this material also holds corrosion and from the application side it is also faster and non-intrusive

Then, these are the types of materials and from us, because the basics are civil engineering, so we can also help calculate, but the calculation we give is only a reference, so for approval or final design, it must be issued by

structure engineer or also qualified structure consultant. So these are some design considerations, so the reference that we refer to is from SEI 440 or from SNI, whether it is from 8971 or 8972, according to the material that will be used. These are some

the case study that we did, there was a combination of the Jacketing application, then after that we applied with FRP Rep, this is in Pasar Johar because there was a fire before, then there is also a bridge in South Sumatra using fiberglass,

then in Jakarta itself, there is a Sarinatower that we apply using carbon wrap and carbon plate this is for renovating Agomedan Mosque this also uses a wrap type and lastly, there is also from Adaro Klanis, so for trestle we apply it for FRP materials

From us, from Sanggobang, we have one system, so you don't have to worry. We can provide solutions for the needs of the field, especially for seismic needs, for seismic improvement.

And this is what we can do, which is collaboration with colleagues because usually this is what we do, we can provide analysis in an engineering-driven way because we also have several experts to construct it ourselves and we, because of the background in civil engineering,

So we can also provide solutions that are in accordance with the basics of our own engineering. Then we are also integrated in terms of systems and solutions, so we can provide comprehensive solutions and also accurate, in accordance with the cases that you have encountered. And also from the

material, we can also guarantee you with the case study or the reference project that we have, we can also be a solution for your needs. Maybe that's what I can say. Thank you. Thank you, Mr. Randi, for sharing the information about the company's profile.

Okay, we thank you, we give applause to Mr. Randi and all of you. Well, ladies and gentlemen, it's 10.50 pm, we are about to enter the second session, but I would like to convey some information first.

Yes, later the Komda Yogyakarta HG will also hold a seminar at the end of this year, but in the form of offline, yes, later in Jogja, we will announce the details to you, there will be a seminar, a short course, and also a construction exhibition

Hi,

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Have you ever imagined that a bridge can be used to carry out daily work? Like, "Bro, I'm tired of holding on to the weight." But now the bridge doesn't need to be used to carry out daily work because there is SHMS, Structural Health Monitoring System. Back then, checking the bridge was difficult. You had to carry a lot of equipment, it was hot, it rained, it was very tiring.

And the recording took a long time. Now...

Just open the smartphone, all the bridge conditions are immediately visible in real time. From the vibration to the hold, everything is as obvious as a movie. What's even cooler, SHMS can be the little things that we often don't realize. Like the vibration that starts to change a little, or the cable that starts to get stuck slowly. So before the problem is big, we've been given the code first.

So now the bridge doesn't need to be shouted. "Bang, I'm dizzy!" The engineer can check the dashboard while drinking coffee. Monitoring becomes easier, faster, and more accurate. Follow @AmtiOfficial to update the latest monitoring technology. Okay, everyone, we are entering the second session.

In the second session, we will discuss the level of danger and seismic analysis. Here we are with our source speaker, Prof. Iman Satyarno. Assalamualaikum, Prof. Iman, how are you?

Hi, thank you, Prof. Iman, for taking the time to ask for permission for us to convey Prof. Iman Satyarno's profile Prof. Iman Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof. Prof.

concrete structure, metal architecture, structure strength, light concrete material, and concrete technology. He studied in civil engineering at the University of Gajah Mata, then studied in the University of Canterbury, New Zealand.

He is currently active in the profession of Haki, Indonesian Constitutional Association, PII, Indonesian Institute of Engineering, ACI, American Concrete Institute, and also IAPSE.

Prof. Mas Satyarno's research in civil engineering and also academic field. He conducted research on the structural light concrete based on Indonesian local aggregates. Then he also conducted research on the use of local materials

such as concrete and industrial waste as a light aggregate to produce structural concrete that meets the standards of strength and durability. He also conducted research on seismic energy evaluation of building structures using performance-based design methods and also on the strength of bone-like concrete using fiber-reinforced polymer .

and also about the study of the internal study of the structure of the building structure against the weight of the wall using the approach of the work-based design according to the latest standards

and also there are still many more active research that he has carried out as a professor at the University of Kajah Mada. For that, we will just invite Prof. Iman Satyarno to deliver the webinar today.

We invite you to the 75 minutes ahead plus discussion. Thank you. Thank you, Mr. Angga. Good afternoon, Assalamualaikum warahmatullahi wabarakatuh, ladies and gentlemen. This is my second session. The content is to clarify what Mr. Dabi has just said.

First, we will see that structural failure in Indonesia, especially, this happened in, for example, in Yogyakarta in 2006, then in Padang in 2009, if the one in the office building, this is the hospital building.

For that, we will see how the building is evaluated. The building in Palu, when we went there, it was said that it was an old building, a new building. So actually, in my opinion, in Indonesia, the building is special, especially

it is better after the design, this is a result, to do an evaluation as well to check the performance. Because this is a school building or education that is included as a fourth category, so maybe it can be said that it is very necessary for us to evaluate other than existing buildings, maybe also new buildings,

which are very important, such as hospitals and other buildings that are part of the 4th floor. In addition to structural structures, there are also hospital buildings in Yogyakarta. There is no problem with the structure, but the non-structure is the difficult one. We can imagine if the non-structure occurs in

offices or offices, it may not be a problem. But when it happens in hospitals, of course it is very significant. The consequences if there is a structural damage. Now this is the problem is architectural. In countries where

The patient is prepared, so of course he has to be evacuated to another place. But there is also in Padang, 2009, the building is very strong, maybe in design, until I saw that there was no floor on the structure. This is an operational structure, but we see the damaged non-structural condition.

Even though it is located on the very important floor of the hospital, namely ICU, intensive care unit, CVCU, care unit, care unit hospital, and so on. Almost all of the money here cannot be used for the 4th year.

because of the damage to the non-structure. If we look at it now, it's on the ceiling. On the wall above, there is a ceiling. On the side, there is also a mechanical damage. So this is a compressor unit, a compressor unit on the floor of the hospital.

used by doctors when performing surgery, it is through the suction of the tissue in the part of the operation, but we see that the equipment is twisted, so it cannot be operated. Well, even this does not require a position retention, so it is very

dangerous for the operation of the hospital. We can see here, I see that this is not taken seriously. Therefore, it is very important that the presence of evaluation and rehabilitation, I am very satisfied, both for existing, in my opinion, for the new ones, there may be a lack, for example, not in the structure, but maybe in the structure.

In my presentation, I try to discuss or give an image of what steps we need in the evaluation process. Because the book of SNI 9273

There are a thousand pages, and the pages are very long, from one to the next, to the next, to the next, look there, look here, etc. There are three things, according to the title, that I give when we do an evaluation. The first is the danger of infection. The second is the analysis, which I have also been told by Mr. Arfi. And the last is

the acceptance criteria to define whether it is really in line with the working target that is required. I tried to write down to do the placement of the cost of the waste, it turns out there are 10 items that we have to do, so later, ladies and gentlemen, there may be additional inputs, please

But this is the first thing we need to know about the location of the building because almost all the data for the earthquake is based on GPS. There are those who automatically use GPS online, such as the spectrum

or through a platform application. But in the online models, we still need to know the position. Then, class, then the value of the investment. We want to use the value of the investment. Then, the risk category. The next is the construction component, then the purpose of the construction work,

Then when we enter the analysis calculation, we have to determine the spectrum response parameters. From here we also need seismicity level, then we enter the spectrum response. What is included in this number 7 is two very important rock pollution parameters, namely SH and S1.

Then the seismicity level is also to determine whether we are at the seismicity level. All of these are related to the conditions for the analysis, conditions for the acceptance data, and so on. Then we use the response spectrum. If we want to use

Generally, there are linear ones, both static linear and dynamic linear, and also using non-linear static non-linear procedure. Well, the earth motion recording is generally used in non-linear.

foreign

The one in Pushkin may not have a good coordination with Google, so the picture is a bit dark. So the color is quite dark, so we need to enter this point in the GPS data faster. If it's on the smartphone, it's pretty bright, so we can find our place with a new ID.

The next one is classitus, which is related to the coefficient of modification from SS to SXS and from S1 to SX1. So we don't use the term SMS and SDS and MS1 and SD1. So everything is coded X.

to generate for all the levels of the fever from BSE1e to BSE2e. And the most discussed is the repeat failure. In the new SNI, there is a repeat failure divided from 43, 72, 225, 475, 975, and 243.

This calculation is actually related to the probability percentage and the age of the building. It should be noted that the age of the building is all 50 years. Mr. Dato has explained that if there is a monumental building request,

the owner asked for it can be used for a long time for building a monument maybe the 50 units need to be replaced, 50 units can be 175 and so on so that the user must be careful in using it because here there is no longer as in the SIPO category, it is 1.5, but after this

The other thing is that if people agree. Many people ask me, maybe my parents, why is the term 250, 500, 1000, and sometimes it is said 2500. What is the difference between 225 and 250, 475 and 500?

9,500 with 1,000, and 245 with 2,500. On our own map, the new S&E calls it, basically, 500 and 1,000. I might have mentioned this before. So, the problem with building L is that we only have 50. Later, Mrs. Baper, if the owner asks for 350,

then don't use the chart here because later it can be different. Well, Omar can also ask for the number of losses and probability of recovery. Of course, that includes the special analysis that is outside of what is in the SMP. Well, if we look at it, I open several references, the calculation of the loss of the loss is

There are several combinations that are involved. The first combination is the simplest and most mathematical. So if we have a loss of the problem that starts at 50, the loss of the 50 is 100%.

But it's not the case with the phenomenon of the earthquake. Then there are three components that I have obtained. Component 1, 2, and 3. If we fill in the probability of the case, we fill in the building, we can calculate T or K. I tried to make a table. If we calculate with component 1, which is 100,

Sometimes it is also called 100 years, which is the frequent earthquake. But if we count the two together, it becomes 72. If this is 500, it becomes 45. This is 2500, it becomes 245. If you want it to be 43, 44, and so on. The yellow block is what is used on the map, which is the term in our SME. So 245, 45, and so on.

but sometimes the community also lives like this. So maybe you can see what the difference is between these two is depending on the co-existence of what is being done. Well, if we look at the three samadhis, if the big one is almost the same, but if the small one, then this is a significant difference. Before we start

evaluate and see what the building is. Don't let the plan of the building be evaluated without seeing what the building function is. There are categories 1, 2, 3, and 4. We saw that all four of these are important buildings, including monumental buildings, as I said, can be

The owner doesn't ask for 50,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,000,

Because there will be seismic analysis used for structures. There is seismic analysis used for non-structures. This is in phase 7, this is in phase 13. So later we will see that there must also be a structure component and a non-structure component. If the structure component, I will be one of the components of the structure of the main structure.

because it is the most numerous structure. Before I continue, I have just delivered the latest presentation, I asked for the last one, because the previous one was requested. I still have to improve it, I have to add information, and so on. Then, this is the structure component. My experience evaluating buildings,

The most important structural component is the plant. The plumbing system also contains oxygen, dirty water, warm water, liquid, and so on. There is oxygen and so on. So, we need to be more careful when we do the preparation of a plant. Now, the purpose of the work. There are two.

whether it is an existing building or a building. The level of performance is actually non-structural. Sorry, I changed the topic, but I will change it later. This is the level of structural performance.

Structural performance level is actually 1, 2, 3, 4, 5 levels. But in the S&E, there are only 3 levels discussed, which are immediate compensation, life safety, and collect prevention. All the coefficients and benefits are only available for three.

You may ask, when can we do this damage control? Because it will affect the construction performance, that is, if the value is more than the limited competency, but still less than the limited sector. So I give an indent, which means this is the value between this and this.

So, if we look at the definition of immediate occupancy, what is it? If we look at it, using these words, it may be a bit less understandable. From here, it may be okay, but the difference with others is not. So, ladies and gentlemen, I suggest to look at

old practices, for example, in FEMA, we see more numerical, we see in FEMA only three, in the field of co-opency, life safety, and co-life prevention. If you will evaluate the structure

the two octaves, which is the most depicting the destruction of the building, is if I prefer to use the lowest one. So if this is the analysis result, of course, this machine, because there is drift, it must be non-linear, yes. So, it only works for non-linear. It's more suitable for

If in SNI 1/26, the analysis is linear, but if we can predict the non-linear, it is multiplied by the CD factor, but divided by R and the ID value. So, if you run the structure, then drift in each story less than 1%, God willing, it will be similar to the MC.

If it's 2%, it's transient. If it's 1.5%, it's in between. So this is a numerical picture. We can see the strain.

structure with 3D or with A-Types or with sub-2000 where we define the appearance with section designer, I can know the strength that develops in stone or read to how much. Then there are steps to how much and also this

value and color definition. Then, the level of structural operation. Structural means there are also operational, position retention, life safety, and asset reduce. But I give you the in-depth because it is not regulated in the S&E.

B, C, and D, or Post-Alternation. Now, I can find out, what is it called, why mustaka is not an operation rule? Because it's not just about style, it's not just about displacement. If these three are the same, the same structure, there is post-control and there is also a displacement control.

to be a category of receiving, displacement or force. If it's operational, it's added one more thing, which is acceleration. Of course, acceleration is very variable, depending on the equipment. If we go to a hospital, we have done a big hospital evaluation, there are tools like CT Scan.

X-ray, and then various expensive tools that look a little bit, it can be asked about the sensitivity of the operation until how much acceleration it is. So if it has exceeded the acceleration, then this needs special maintenance. Mr. Dati has already said,

If acceleration is no other way, it seems to use base isolation. If structural base isolation is not possible, then we take it in non-structural. We use base isolation on the non-structural component. The most common is the data center device, which usually uses

or a plot above the plot, so we use the plot to guarantee the operation. Then this is also an image in SNI about how it is operational, then position retention, and so on.

Then, this is the level of Clad Safety, level of Hashtag Ujus. But if we read this, it's a bit of attention. But it's also in FEMA, it describes more specifically, there are still many below, but I didn't list them. So what should be cladding, what should be glacing,

Glassing is usually used for facades. The current building in Jakarta is 36 floors high, from floor 1 to the top. The facades are also separate. Then partition and ceiling. If you want to operate, how much is it? It's not that much. So this is a little bit of an illustration, maybe it's clearer than the other ones.

SME, additional investment. In the criteria guide, there are for new buildings and existing buildings. The code uses the numbers and the numbers that I mentioned earlier. The numbers indicate the level of the structure and the numbers indicate the level of the non-structure. This is for new buildings.

However, what is regulated in SNI is only 1A, 1B, 3C, and 5D. If we go back here, the other means that it is among them. When can we achieve operational if we want to know what happens here?

So, here it will happen, here it will happen, here it will happen, here it will happen. But here it is a word, how to apply it in the evaluation of existing buildings. This is a word, so it cannot be accepted directly. That was through the analysis results.

produce demand, then both structure and non-structure with capacity. The comparison between demand and capacity is different for non-linear and linear, it is also different for force control and displacement control, but it will create a criterion, whether it is a number,

or coefficient, which is called the acceptance criteria. So each will have an acceptance criteria. The amount of income, the amount of property, etc. If it meets, then we can read the structure first, meet what criteria? O1, O1, but

If the level of the structure is not the same, then we will look at this. This is the presence of 1A. If it is 1B, it means that it is suggested that the performance of the risk is 4, it must be 1B. If it is a new building, 1B, there must be an improvement.

This describes the condition that this is a new development category 4 in the position 1N, this is a new 1A. Now, the relationship with the loss of returns and the risk category of the bank. This is an operational picture. So if the bank is based on 1N,

under 475, the 4th category must be completed. So that's what we have to do. Then, if the building is existing, under 225, the 4th category must be under the population. If the building is 225, it's in the 12th category,

it must be in the line safety category. Lastly, if we have a building with a 2E and 2N BSE, 1 and 2 should be at least by the prevention. Is it possible for BSE 2E and 2N BSE to be

In the case of energy occupancy, it is possible. That was just being improved, that energy can be improved at the request of the OMEG. Then, the parameters that are needed to achieve the expected response. But I would like to be careful, as mentioned by Mr. Dati, we have already made a map

based on 2017 to find SS and S1. On the aggregation map, this is 2022. So if we calculate BSE 2E and 1E, it seems that Prof. Iman is out, sir. Oh yes, I'll check it out for a moment, sir.

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Hello, Prof. Iman, have you managed to join again? You had a chance to join, right? Welcome, Mr. Rafli from PT Garuda Yamato Steel. Okay, Prof. Iman, can you? Prof. Iman? No, I can't. Okay.

Hi, let's continue first, Prof. Iman, yes, there is still a delay or how Prof. Iman Oh yes, yes, sir, until what is it, Prof. It conveys the map of the map of the map, the screen is the ground motion, sir,

Hi, how are you, bro, if you don't want to, oh yeah, I called but it's not connected, it's not connected, it's really the internet, I use it, oh yeah, it's good, it's really good, where do you use it, there's a game, sir, or after it, it's still there, there's a ground motion

the slide is blue, there is a ground motion, there is a time history, so for land land recording we can use the peer account and NGSO, then ratio contribution, yes, this is

I don't know where I got it, but I got it when I was in the police station. Then you can also use the platform application, you can also manually and we need to modify the ground movement. For that we need a Deere account, unfortunately this Deere is a bit expensive now, sometimes we have to

but the time is limited. Then we also need an NGA sub-generation account. When we do analysis with recording, we can source from megatrush, then we can source from Demi-Auth and shallow cluster. But we have to know how many portions each, here are the portions.

We can see it on the map, the picture. Maybe later you can see it in my presentation. This is from Qscan. Then for the platform application, this is only for BSE 1e and BSE 2e. And this is automatic, we can only go to it automatically.

To fill in the peer and BSE2N, we need data. So the data we need can be taken from the aggregation table. From the data, when we do it ourselves, we need data. Whether with peer or NGASUP. If NGASUP,

For PEPIR, the data is quite simple. But for NGA Sub, the data is quite a lot. And I think it's not available in the information field or it's quite difficult to find. But here there is a choice, if the interface is for Megatrash, then the bankout is for Intraslap.

Then we also need magnitude from the 2022 aggregation chart. Then we look for magnitude as S0, S1, the condition is S3.

We also need to find the title of the book for 2500 years. There are several places, then we also need to find the distance. We are looking for the distance for 2500 years. It is in Sardental. In Sardental, we will find all.

find the distance for the bank of it then we get the data we get the data for what we need to enter it if so, we can immediately enter the modification this requires a target response, either for BST1E

BSE 2E and BSE 2M. BSE 1M is 23 times the BSE 2M. Amplitude and spectral accuracy are two methods that can be used to modify the motion. In application, Alhamdulillah, this is very helpful. But only for BSE 1E and 2M.

We just need to click it and find our location. We click it and then we choose the 225. The period is in SME. We immediately get what is recommended. What is the purpose? Then we can see

We can also see the scale factor. The scale factor is already available. This helps us to enter the peer for Xelocastel and NDA-C for the Megatrash and BNO. Everything has been calculated.

If you want to use the 975, just click 975. Don't forget to click the SD card. You will also be asked to find the same SD card. For AmpliTudo, you can use the SNI standard.

which has been released in the form of a publication and I also tried to write a book but only for the peer manual. Now if there is data from peer,

for cello crustal and there is from NGASUP for megatrust. How to do scaling in the world? Of course, there is its own method, not automatic. So how to do scaling? I think there are many differences that can be used to scale from the data we use.

For ground motion recording, I think almost all software can do it directly. We have the data for the image recording, then we set it in the software, then we can directly set the matching from 100 to how many.

We cannot download the matching data from SAP 2000. Then, thank God, we have a good relationship with CSI. We suggest that if possible, the matching data can also be downloaded. It turns out that in the current phase of the year, we can also download this data.

The analysis procedure has been explained by Mr. Dedy. There are linear, PSL and PTL. I will give you the dark one, which is controlled by deformation and style. Because we also need to do this data. This is the result later. Then non-linear, this is for all buildings. But the condition is that this must be reviewed by experts.

To be non-linear, it must be distributed by the state. For PSN, there are also requirements. If not, then we use non-linear. For non-linear analysis, we have the ratio. The ratio of 9273 is 9274. Because if we model concrete,

the main model is the hysteresis loop. It needs guidance or guidance. We are also waiting for the results of the SMU-Gaja for analysis. For linear and linear, don't forget to use different quotients, as mentioned by Mr. Dabi. Then this is for

Linear, so there is one for control action, so first we use the linear first for the weight of the gravity, the weight of the life force, then for analysis, we see the action for

control deformation, the result of the moment we get is we add directly between the gravity with the force without any factor, we can't use air, we can't use air. We just add directly. But if we want to use force control,

Don't forget, the foam is a different factor. This is very careful if we design with evaluation. Here we use a different factor. Then non-linear.

We see here, the gravity of the load is D+L. For the analysis, there are no factors for the load. We just use the load record with the scale, of course, the scale is the scale factor. Scale factor for the load. If we do analysis,

Nonlinear, we have to model the parts that we usually model are only parts that can be reformed, for example, the moment's cineplastic. This is from the department of physics, we have to reform it, we have to look at the source SME, how to determine the price of this.

But in a good software, like Zainis Hub or Perform3D, we don't need to define this anymore. Because it can be defined directly by the software. I'll take an example of a star. This is a bit difficult. Then, there, for example,

we can get the relationship of the moment of curvature. So, we can get this moment of curvature or directly from the software. This is very beneficial. Then we need to note, don't forget, I often get that when

non-linear, doing non-linear time history analysis, this is the back-back observation, it cannot use combinations, it cannot use combinations, combinations, combinations between gravitation and earthquake. If in LAC, we give a combo, how much weight changes, the rules are different.

But in nonlinear hysteresis, what we do is we have to continue the gravitational load action. So if we do a nonlinear analysis, we will be asked, what analysis does this nonlinear analysis continue? My suggestion is to continue the gravitational analysis, but if we do a sub analysis, we will also do a nonlinear analysis.

so that it can be opened up in the non-set and non-set. If not, the gravity will not exist, which means that what is formed in the analysis results in the structure is only the analysis of the total gravity, not added to the gravity. So this can be said as a stage analysis. So we first analyze the gravity,

After that, we ask for nonlinear analysis but continue the gravitation. So, the gravitation activity will be added with nonlinear analysis. That's the nonlinear analysis. Then there are criteria before we

using nonlinear analysis, first look at sub-batch 75321. If we find something like this, then we can't use nonlinear times analysis results. Especially if we can't do it in a convergent way. Then we decided, now the program can take the data.

So actually, we do it for example 20 seconds, but after 20 seconds we decide not to convert. We can't use that data. It can be used as such. Then this is for non-structure procedures.

There are three procedures that are used in the infrastructure, namely prescriptive, usually issued by the public, then the calculation of the style and the calculation of the deformation. The last is the acceptance criteria, whether the deformation is controlled, the style is controlled, or the

non-linear deformation control or non-linear control. As Mr. Daffy said, we just need to compare the M value, whether the pattern has been multiplied by M, this is larger than the demand. If it's bigger, it doesn't mean it's not enough. Then for deformation control, the checked value is also M. Here we see,

Then for the style, it is also checked by taking the value of CL multiplied by K. So if the demand is greater than the capacity, it means it doesn't work. So as long as it is greater than the demand, F is called in the workforce, it means it can be used.

Deformation control is usually using PSN and PDN, while the style control is not modeled. We just look at the limit, whether it has been completed or not. So if it doesn't meet this limit, it means we can't use it.

For style control, what we check is the style. For structural components, there are also acceptance criteria. For safety and positional attention, then this is for operational level. Okay, I think that's enough, I hope it's useful.

I return it to you, thank you very much Prof. Iman Satyarno for the presentation of the material this time, Mr. Ibu, we open the Q&A session, yes, here are some first questions, maybe we take two questions, Mr. Ibu, from Mr. Ramadhani Savitri

Now

However, I found a problem, namely there is no as-built drawing from the building, especially on the lower structure or foundation that is planted on the ground and also for the filling is limited to only a limited sound test and concrete hammer test, which is very difficult to analyze whether the existing structure, especially the foundation, is suitable or not to withstand the existing load and also the plan to add floors.

and also adjust the building's capacity to the flood area. Please give suggestions and solutions. Okay, so there is no speed drawing, Mr. Davi has already said that this will be a very difficult evaluation. If there is no speed drawing, it will be very difficult. I and Mr. Angga have been evaluated on 22 buildings, 24 in Jakarta,

but there is no as-built drawing. Frankly, I just refuse. I don't want to risk it. You can use barocator, but for the portante building, I think it's very risky if there is no as-built drawing. So in my opinion, the ideal is that there is as-built drawing,

There is a QC report, quality control. So when he makes a concrete, there is a quality control, how many squares, how many and so on. Maybe there is also CCO, but CCO has already entered the speed realm. Then for the floor addition plan, this is my suggestion, for example we have existing building.

Because we are often asked to add it after we get it. If I personally evaluate the building with 1E and enter it is operational, we can add it. But if it has entered life safety, I think don't add it. Unless it is strengthened with

additional device, such as damper, etc. But if it's a permanent assisting, maybe that's it. If the performance is low, it's better not to. Thank you, Prof. Iman. One more question, Prof. Iman. This is from Reski Wagiri, who asked about

Is it possible to connect the concrete structure between the block and the column and design a synthetic connection like in the bazaar structure? If possible, what is it like? Then,

or the next one is one by one, right? Okay, all of them, the second is in the living room structure, especially luxury houses, where the architect's requirements must be the structure uses a column element that is the same thickness as the wall of the double wall, 15 to 20 cm, where this element is usually called a cheek column and

the button cover is about 2-3 cm, where in the column-to-column connection elements, the length of the bone groove is not met with the minimum length requirement. In addition, the position of the column does not continue from the bottom floor to the top floor. How can the structure be retrofitted? What is the perspective of the project? Okay, the connection of column-to-column,

Maybe, but it has to be bracing. If it's moment resistant, or a moment-permitted action, it has to be rigid. It's not rigid because it can use the moment. There can be a delay, but it's in the model, it's not released.

become zero, but it can be anything, it can be a result of damage or something, but if it becomes a saint, the maintenance of the style of the sword will change. And at that time, I don't know why it has to be a saint. My opinion is that if it is a saint, the relationship between saints and saints, then he must

Then the private building, there are also many requests, but now it is not visible. Whether it is private or not is not from the intention or determination. If I want to make it a structure, it is really a cost. We have to enter 287.

There are minimum requirements for one minimum dimension. Then what is the minimum depth? Moreover, in high-rise buildings, even though it is a two or three-story house, but if it is considered as a structure, it must be 100 meters high. While other requirements that follow the detailing in section 13

Thank you.

One more question, in communication sessions, both to the architect and the owner, they sometimes ask for design results according to the code or regulations that the results are too cheap and often compare it with existing buildings that have been in use for a long time. An existing building in this case is a building that has a floor column, the column does not continue between the floors, then yes, it has been said earlier, point 2.

Well, maybe this is just fine, how to convince the owner that if the design we use is already a new standard, what can convince that it really needs this, it doesn't fit the old ones, right? This is a new building, right? Yes, a new building design is divided into three categories, for example,

risk, yes, 1-2 uses IE or factor of one, according to the third building, it is 1.25, the fourth category is 1.5, so if the building is the same but the function is different, the machine is different, usually

Yes, I have also been asked, the question is whether it is safe or not. Mr. Iman, are you brave to use a volume of this size? So the term is whether you are brave or not. So it depends on the calculation. If I point out to the audience, we strictly use

So, there is no such thing as a code. So, as long as we use the code, God willing, it will be safe. This is the case in Kenterguri in 2011. This is also why the development of the old building is important. We know that Kenterguri is the source of

all of them are the figures of the earthquake. But in 2011, the earthquake that happened was much bigger. Because the speed of the vertical is above 1. I also visited New Zealand in 2004. It's amazing, there are buildings. But most of them are old buildings in the area. It's hard. Then, because the earthquake also increased,

and the research is getting more and more advanced, then the new rules are usually not heavier, but more balanced. So the new rules are not higher, but more balanced. Because with new rules,

I often attended this discussion in the museum, the discussion at the museum is amazing, there is research on new mistakes, new methods, it adds to the increase in the coefficient, not the higher, actually it was not discussed here, it was not measured here.

Thank you Prof Iman for the answer. Well, ladies and gentlemen, I'm sorry, the questions are also enough, there are still many others, so later we will save the questions first, because the time is also limited. Okay, we say thank you very much to Prof Iman, we give applause to him, hopefully his knowledge is useful for all of us and also given to

health and prosperity for the faith of the Lord. Thank you, ladies and gentlemen, we will enter before the third session, there will be a presentation from the sponsor, yes, there is PT Garuda Yamato Steel, there is also Mr.

Rafli, Mr. Rafli will convey about the profile of PT Garuda Yamato Steel company, he is a technical service junior supervisor, we invite Mr. Rafli 15 minutes to convey about the company's profile report, I hope Mr. Rafli, Mr. Rafli's voice can be activated

Yes, sir, have you heard it, sir? Yes, sir, please. Okay, thank you, sir, for the opportunity. So here I would like to introduce about PT Garuda Yamato Seal itself. So before we became GIS, we were previously a mountain of Garuda.

one of the largest private iron manufacturers in Indonesia. But in 2024, we were acquired by Yamato Kogyo Group from Japan with shareholders as follows, namely Yamato Kogyo from Japan, Syam Yamato Steel from Thailand, and there are local shareholders, namely PT Hanwa and Gunung Raja Paksi.

Then as a Garuda mountain, it has more than 50 years of experience as a bazaar manufacturer with a total of 1,200 professional employees and with a production capacity of 1.2 million metric tons per year. And for Yamato Cookies itself, it started its expansion in Japan in 1944

So for the latest one in Garuda Yamato Steel, it has a total expansion of 9 companies in 7 countries with a total production capacity of 5.7 million metric tons per year. And this is interesting, it can be seen that from Garuda Yamato Steel itself, we do the production process from local and internally. So starting from the scrap, we take it from local, then we melt it

we melt it with electric arc furnace, one of the most environmentally friendly furnaces compared to other furnaces then we adjust the chemical composition in the ladle furnace after that we do the casting process so that maybe what you are familiar with is in bloom, bin blank, and after that there is also bilet, here the interesting thing is

For our semi-finished goods, we produce internally, so we don't import. After that, we do the process rolling so that it becomes a product that all of you are familiar with, namely Habib, IWF, Engel, and New Channel. If Garuda was used to be

produce a lot of things from Baja, but if the GWS itself is now focused on the long section profile, so for main products from the GWS itself there are HBIM, IWF, Siku, and UNP. We also provide the downstream products, namely Honeycomb, Cellform, King Cross, Queen Cross, and T-BIM. And for the production default, we are at 6 meters and 12 meters, but if

Mr. and Mrs. need to customize the length between the two numbers in the back comma, for example 4.75, 5.75, we can help cut it, that is cut to length production cutting, like that.

These are some projects that we have supported, where Baja is very familiar, it is generally used in industrial buildings. We also support several online gas buildings, namely RMP Balikpapan in East Kalimantan and there is Offshore Oil Rig in the Riau Islands. We have also established an Indonesian Bank Data Center in West Java.

And also, this is the best, as I explained earlier, because we do the production locally, from the beginning to the end, we get the highest value of TKDN, which is above 90%. So, if you or your mother have a project with high TKDN requirement, we can help supply it.

And as I explained earlier, we use Electric Arc Furnace, the only environmentally friendly furnace compared to other furnaces, so that our product is certified as an environmental product declaration.

where the benefit of the EPD is that if there is a project from the parents who need a requirement for green material or green product, we can help supply it too. And also we

I know, ladies and gentlemen, that we had a case that was booming, namely the CS137 cesium radioactive case in the Cikande area. If seen from the location, the location of the CWAS itself is quite far from Cikande, so it does not have an impact on the result of the radioactive. And long before that, we already had a radioactive detection tool, so

we can detect the radioactive rate of the scrap that we collect. If we import or other manufacturers import scrap, we can't control where

where the source of the scrap comes from, maybe from war materials or nuclear reactors, we don't know. But because we already have radioactive detection tools, we can control the value so that it is safe for workers, whether it is in production or when installing the project.

We know that Indonesia is in the Pacific Ocean, where the area is very vulnerable to earthquakes. And because as a manufacturer in Indonesia, we are in line with the Japanese industrial standard. So for production, we are based on the Japanese industrial standard, where

For the Japanese Industrial Standard itself, it started from the SS Grid which is common in Indonesia. But because in the Indonesian S&E, it doesn't do class updates, unlike the Japanese government where the SS Grid itself is technology more than 80 to 100 years.

In Japan, we have already updated MUTU several times, which was originally SXGrip, to SMGrip, and because of the presence of GOMPAKOBE in 1995, it was updated back to SMGrip. And here we are challenged by Yamato Kogyo Group, where what innovations can we bring from Japan to Indonesia, so that it was present in 2025, last year, in GOMPAKPLUS, where as a manufacturer itself,

required to use the Japanese industrial standard while the designer or consultant friends use the design code from ASTM so the hope here is that Tangemba Plus wants to be a solution of these two GAPs, namely Tangemba Plus can be complex to GIS SN490B and ASTM A572G50, like that

We also have a strong point where more safety and cost savings for TGP+ where for more safety itself we have good ductility, weldability, and consistent quality where for good ductility we control the upper limit when compared to the SS Grid where for the SS Grid itself, the goods can

has a very strong strength but if it is too strong it makes the material brittle and not adaptable and when compared to SS grade, SN grade has a wider plastic hinge so we can control the behavior of the material and when it becomes a building it is expected to

ductile collapse, not pancake collapse, so there is more time for people to evacuate and then we control what is called the yield ratio, we control the yield ratio at 0.85 so that we can achieve a greater elongation value than the SS grade and also we

do all this based on experiments, so we are not just a claim limit. So we have done research with ITB a while ago, where for this SN grid, it has a better seismic response compared to the SS grid, which is still familiar in Indonesia, so it is suitable for areas that are prone to landslides, such as in Indonesia.

and also because we control the carbon equivalent and the value of the PCM number so that for this 14 plus holder, it doesn't need to be preheated first while for SS grade it is required to be preheated first before welding so that there is no cold crack and also when compared to SS grade, it is only controlled by two parameters namely phosphor and sulfur

for this SN Grid itself, especially TANKE14, we control up to 7 parameters starting from carbon, silicon, manganese, phosphorus, sulfur and the value of the equivalent carbon and the PCM number and also cost saving, where it can be seen that if you use the SS400 with the same load, it requires

For smaller passengers, for example with 400 kN load, for mild steel SS400 uses 300 MW because the power is only 245 MPa. But for the TGP+ it can be down by 1 size, namely at 250 MW because the power is higher at 345 MPa.

and this is 15-20% more efficient because the total material is lighter and the construction is faster and the shipping cost will automatically be cheaper and this also affects space optimization if interior design or architect needs a wider space, it can be maximized

We have also done an internal calculation, where for a warehouse with a span of 16 meters and a height of 6 meters, if you use SS400, the rafter uses the EWF300 and the column is HBIM200.

but with Tan Gempa Plus, we only need to use IWF 250 as a rafter and HBIM 175 as a column so here it goes down one size so that the wage savings is around 20% and also these are some projects that we have supported, namely the Gaya Hotel in Bandung and the next two photos are the rafters from the Senayan Plaza

And these are some of the projects that we have supported from Siam Yamato Steel, our sister company in Thailand, where we can see that for construction of tiles, we can achieve more dynamic designs than concrete. And also, every purchase from us, every item that comes out of our factory, it must be provided with MTC, meal test certificate.

as an identity, where for this Mil-Test certificate itself, it will be included in the identity of the material that comes out, so starting from chemical composition and mechanical properties such as tensile test and impact test, because for the SN-Grade it has been mandatory impact test at 0.27 Joule degrees and also we for each bar have a sticker

that is according to SNI only affects the SNI sticker and brand, but because we are beyond the standard, we also affect QR codes that can be scanned for

customer is the identity of our budget, starting from what number, what hit number, and so on. And if it is scanned with our internal system, we can trace back, so who sent it, when it was produced, and who sent the mobile, we can check it like that. And also in every

In each bar there is an emboss per 3 meters, so for Tan Gempaplus there is a GYS checklist Gempaplus and for SS400 it is GYS SS400. That's all from me, this is a summary of GYS products, namely there is GYS Tan Gempaplus for Habim and IWF and there is GYS SS400

and for CQ and UNP products there are GRID SS400 and SS540 for ready stock, there are GYS Tan Gempa Plus, SS400 and SS54 as well while for GYS Tan Gempa, we will indent it first Thank you, if there is anything you need to ask, you can contact the number or social media below

Thank you very much, Mr. Rafli, for your presentation on the company profile and also the product of PT Garuda Yamato Steel. Okay, ladies and gentlemen, we will continue to the third session, it doesn't feel like we have entered the third session.

In the third session, the speaker is Prof. Ingenier Ismandi Ipong, M.A.S.D. With the title "Design of Seismic Rehabilitation of Buildings by Using FRP or Fiber Reinforced Polymers" Both in the code or standard aspect, some recent developments and examples of application

While we are waiting for Prof. Iswanti, I would like to convey about his profile. Prof. Iswanti Imron, he is a major teacher in Civil Engineering at Bandung Institute of Technology or ITB. He is also the head of the Central Human Resources, Central Human Resources. He is a member of

a PhD in Civil Engineering at the Bandung Institute of Technology, then completed a Master's and Doctorate studies at the University of Toronto, Canada. As a professional service, he is still the Chairman of the Indonesian Society of Civil Engineering or the Head of the Central HG, then also

Chairman of Structural Subcommittee for Adopting ASCI 41.17 for S&E. Then also as a member of Constructing Safety Committee, the Ministry of Public Administration. Then also as Chairman of Committee for Updating Indonesian Concrete Standards, Chairman of Structural Subcommittee for Updating Indonesia Seismic Code,

and also until now as a member of Bridge Safety Committee from the Ministry of Public Health then also a member of the High-rise Building Advisory Committee in Bandung and also a member of the High-rise Building Advisory Committee of Jakarta then also he until now as the Director of the Center for Disaster Mitigation

in ITB. In addition, there are several academic careers, namely until now, Head of Structural Engineering Research Division, Civil Engineering and Environmental Technology Faculty, Bandung Institute of Technology. Then from 2003 to 2005, he also became Secretary

Department, the Department of Civil and Environmental Engineering, the Department of Civil and Environmental Engineering, ITB, then also once was appointed as the head of the lab, in the lab of the structure and material of ITB Civil Engineering. While we wait for a moment, ladies and gentlemen, while we wait for Prof. Ismandi, maybe we can take the following messages.

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Our vision is to make a company that is a forensic structure, evaluation and multinational testing company that always grows and innovates, professional, independent, integrative, trustworthy and also committed to actively creating a better Indonesia and environment. We are sure that with a long experience, supported by competent experts and latest technology, we can provide the best one-stop solution for structural testing for you.

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tiles, composites, and wood according to needs. PT Graha Survei Indonesia has a commitment to be a leading consultancy company in the field of innovation and quality. We bring the latest technology with an experienced team in evaluating and testing the structure to meet the needs in line with the development of technology and economic growth.

PT Graha Survei Indonesia continues to grow rapidly by completing more than 1,000 assessments and testing of building structure, bridge, dam, tunnel, dam, and industrial facilities both in the country and abroad.

With a large company branch, the majority of them are BUMN, open-air companies, government, and multinational companies.

We have the best expertise in Commissioning and Quality Audit, Building Assessment, Bridge Assessment, Jetty and Underwater Inspection, Assessment and Preservation Design, Corrosion Assessment, Industrial Assessment, Tunnel Assessment, 3D Laser Scanning, Natural Disaster Risk Assessment, Non-Destructive Task and Destructive Task Services, Static and Dynamic Loading Task,

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construction solution, and so on. PT Graha Survei Indonesia also has high-tech equipment and complete instruments for the scale of regional-class private consulting companies. Some of them are: 3D Laser Scanner, UPV Pundit Pulse Echo, Rebar Scanner, Underwater Inspection Equipment, Ground Penetrating Radar or GPR, Sensor and Loading Task Instrument,

and real-time structural monitoring system. We have experience in evaluating and testing high-value building structures, including Vital Nasional Building, Cagar Budaya Building, and other iconic buildings. Supported by very high operational standards through ISO 9001 certification by Tufsut, make us as the largest company of forensic structure consultants in Indonesia.

Our sales figures have an average growth of 33% every year, where 60% of annual income is in the form of repeat orders with our largest client ranks among PT Pertamina Persero, PUPR, PT Astratol,

and Penang, Port Malaysia. This shows a positive satisfaction rate that the client always believes in the next job after the first job. Because we are always committed to providing the best and quality service.

Our mission is to make the company a forensic structure, evaluation and multinational testing company that always grows and innovates, professional, independent, integrative, trustworthy and also committed to actively creating a better Indonesia and environment. We are sure that with a long experience, supported by competent experts and latest technology, we can provide the best one-stop solution for structural testing for you.

Be part of the Satisfy client that we have been handling so far. Trust your structural testing on our advantages.

Ladies and gentlemen, I'm sorry, this is in connection with the source of the problem, the province is in a bit of a location, yes, it's a bit far from the city, it looks like this is a plan to use smartphones, but it turns out that the smartphone is not yet able to be connected well with the big market, it is being processed to use

Yes, I have entered, I can hear my voice. Assalamualaikum, Prof. Iswanti, how are you? Alhamdulillah, I'm fine.

Thank you, Prof. Iswandi.

Assalamualaikum warahmatullahi wabarakatuh, greetings, greetings to all of you. Is my voice clear enough? It's clear, Bro. Okay, thank you. So today, according to the program that has been arranged, we will present things related to the rehabilitation of existing seismic buildings using MRP,

There will be a discussion about the code that supports some of the latest developments and some examples of implementation. Next. Next please. Hello, this is the outline that we will discuss this afternoon. Next. Maybe you have already discussed a lot with the previous speaker about seismic evaluation using SNI 9273 and SNI 9274.

where in the evaluation sometimes we find existing buildings that are not safe, have deficiencies, so of course it needs to be continued later with rehabilitation or retrofit. The causes are various, mainly if we talk about existing buildings, of course, because buildings are designed with old certifications,

using older approaches, so that when checked with new certifications, there are things that do not meet. It can also be due to changes in functions, weight, occupancy, or poor performance quality. Next. Now, if we talk about existing buildings, there are two forms of insulation that can be owned by the building. The first is related to strength.

So the strength or we call it base shear strength, the strength of the building in holding, where if we talk about strength, we always design our building to survive against frequent storms. So if there is a frequent storm or a frequent storm that often occurs, then the hope is that the building remains elastic.

by not showing serious damage, so the most minor damage. When the sand rules change, the demand for the shift increases automatically, from the strength side there is a possibility of a disaster. So when it comes to frequent sand, which should not be damaged, it becomes damaged because there is an increase in the danger of sand that occurs. The second source is ductility or toughness.

which may not be appropriate, not relevant with the increase in the type of sand or the presence of sand. So we know together, if we talk about ductility, we talk about toughness, this is always related to the category of seismic design. This seismic design category is related to the magnitude of the spectral value, whether it is a short-term or long-term spectral, which indicates seismicity.

in the area where the building is located, so the higher the seismicity level of our building, the KDS becomes D, for example, then the requirement for the tiling is also high, when it is in a region with a low seismicity level, for example, KDSA, then the demand for the tiling is not as

complex, for example, compared to if it is in KDSD. So when the risk of earthquake increases, there is a possibility that our KDSD will go up. So if we refer to SNI 9273, the determination of seismicity levels from the location where the building is based on the latest earthquake map, the updated earthquake map.

So it's not based on the S&E 9273 map, but based on the latest updated map. So that determines the KDS, that determines the level of seismicity. So sometimes the demand for detailing is high, of course, it will automatically be more demanding. This is what sometimes happens when

the danger of our risk rises, the level of seismicity also rises automatically, so that the building that was in the tiling should be KDS, only B or C, suddenly it rises to KDST. Okay next, automatically with the two obstacles earlier, whether you want it or not, we have to do rehabilitation of the building, because it is one form of mitigation effort to prevent the

failure, yes, if it really happens, by definition, seismic rehabilitation or retrofit is all the work that is done in existing buildings to improve the performance, so if we talk about performance, it is wider than strength, so performance is strength, yes, ductility is also yes, so it is wider than we just talk about strengthening,

So when rehabilitation is done, of course, later the aspects of strength, whether or not we have to touch it, so that our development becomes better in anticipating the danger. Hello, can you hear me? Hello? Can you hear me, Prof? Okay, next, next, sir, next. Okay, next we will, this is a form of

seismic rehabilitation that we can do, the nature can be local, so we only modify the strength locally, modify the ductility locally, so that local local can be filled by using FRP,

Of course, there are also many other retrofit forms according to needs, including for example we remove certain elements to reduce the irregularities or strengthen the structure globally or even we change its behavior with for example installing what is called seismic isolators so that the behavior

the dynamics are very dominated by the first mode determined by the rigidity of the base isolator itself. So, there are many retrofit forms, of course, according to the needs that we can apply when we are faced with various deficiencies owned by existing buildings. Well, today we will only discuss the first one, related to local modification.

to the structure components, both through the increase in strength and also in terms of agility, in order for us to mitigate various obstacles that exist, so that our building will perform better when it is hit by a storm later. This is done later by using FRP materials. Okay next, next.

Yes, FRP we know together, this is a material that is quite popular lately, it is often used for strength, for retrofit, for existing buildings, so by definition this is fiber in post polymer, so a fiber that is composited with polymer materials to form a composite material that can provide additional strength and also additional deformability ability.

to the reinforced elements. Well, this material has a high strength, indeed, this is a brittle behavior, so if it has reached the limit of strength, the deformability is almost nonexistent, it breaks immediately. So this has been used a lot as an external reinforcement in the work of repair, reinforcement, and also retrofit. Next.

Seismic rehabilitation of building components with FRP follows the principle of capacity protection, especially in elements of force control, elements that are expected to remain elastic, and also increase ductility in the elements of deformation control. So the elements that will later function are actually dissipating the energy of the foam that is absorbed.

In the design of capacity, the inelasticity mechanism chosen for the steel must be guaranteed by providing a hierarchy of strength. We already know the concept of Strong Columbic Beam, the geyser must be stronger than the spring, and so on. So these are also things that we will find elements or geyser behavior that

which turns out to be unable to support the plastification, yes, we have to strengthen it. Wait a minute, I'll go out first for a moment. Well, our conclusion for this FRP is that the SND is already there, 8971, which adopted it, yes, SEI 440,

but the old version, the 2017 version, actually the ACI, now the ACI has been updated, the latest is in 2023, yes, there will be some additional design additions that we can learn as well, which have been updated in ACI 44023, later on this presentation I will also try to highlight it,

some updates from the SEI, which of course we can also use in the retrofit work that we will face later. Okay next, this is the document, so the one on the left is the SND that we published in 2021, which still refers to the old SEI, then the one on the right is the SEI, the latest version.

At the component level, FRP strength can be used effectively to mitigate paper defects, for example, the shift in the joint, in the block, or in the column, then also the deficiency related to lab splice.

which, for example, is done in plastic surgery areas, which is actually not allowed because it can weaken the effects of plastic surgery that will happen. Then it can also be used to restrain the nail. So in some things, later we will also see, especially when we evaluate existing buildings that are designed with old requirements, which are not too strict, the requirements in the tilling.

sometimes the spleen is a little bent, so if it is bent, our longitudinal tissue is not properly maintained, so it is very easy to experience a sprain. Of course, we can also use FRP to improve the condition where the longitudinal tissue is not properly supported.

Globally, retrofit in level elements can basically increase the global displacement capacity and energy dissipation from the existing building system. So globally, even though we repair locally, it also increases its performance. One thing that is very beneficial when we use FRP is that

the mass is light, then the panels are thin, so the use of the land does not affect the total building time, and also does not affect the rigidity. So if we do the jacketing with concrete, for example, there are 20 columns on the ground floor, then we only strengthen one or two, it will automatically change.

our building's stability distribution, right? And the impact will of course affect the distribution of the style, yes.

especially when it's hot, right? Fortunately, we use FRP because it was thin, the weight or mass of the sumbangan is also relatively small, the increase in the weight is also almost none, right? So even if we have done strengthening, with the use of the FRP, we no longer need to actually do re-evaluation to make sure whether the strength was

enough to produce behavior that is not in quotation marks, yes, it destroys the previous behavior, or changes the behavior of our structure drastically, so that what was not a problem suddenly becomes a problem, right? So, often, yes, if we have used FRP, we no longer need to do a truck evaluation, even though sometimes, yes, to make sure, yes, we sometimes still want to know,

especially when we increase ductility, is the ductility demand already met by the presence of reinforcement by using the FRP material? Okay next, I'll try to find a better signal for a while, it turns out that there is no better signal. The sound is clear, bro. Oh, it's clear, right? The sound is still good, bro. Okay, okay.

So if we talk about retrofit shapes with FRP, we can do a shift strength on the connection of columns and columns that sometimes because the conditions at that time were not required, it turned out that it was not effectively applied. Shift strength, columns, shear walls,

missing the splash zone, missing the plastic zone, etc. later we will see some examples, an additional advantage if we use FRP as retrofit, not as a strength of the weight that is still there, so if the retrofit is heavy, it is not the weight that we are facing, but the weight that is not still there, there is a weakness of the FRP material that the creep value is quite large,

but if we use FRP to deal with non-stable loads then the problem of creep is solved, it's no longer an issue so it's a benefit if we use FRP but especially in retrofitting against storms next, if we talk about the concept of retrofit strength with FRP sheets, there are two philosophies

The first one we call bone critical. So if the bone critical requires good adhesion between FRP and concrete. So for example, we find it in the force of the spring, the force of the slide that is not folded, only the shape of the side, what is the name of the side fold and the U-fold, for example, not the full wrap. Then another is critical contact.

here we need complete contact between FRP and concrete, for example when we cover the FRP around the column, the column's support, we call it critical contact. Well, if the bond is critical, from the name it is clear that the bond will be the main factor that will affect the performance of the FRP. Here, that's why additional requirements will appear, where

the bone strength that we have to realize is at least 1.4 MPa. Then the original substrate, the basic concrete, also needs to be not too low, minimum 17 MPa because it is needed for

holding FRP through the binding mechanism, so if the mucus is too low, then the binding effect becomes not optimal, so it is very easy to have what is called bone losses between FRP and concrete. Well, it's different from critical contact, if it's critical contact, we wrap FRP, the concrete mucus is no longer limited, actually, so even though it's lower, there's no problem,

and there is no special requirement related to the bond strength because he doesn't rely on bonds but the problem is if we do the wrapping discreetly

not to be wrapped in a spiral that is continuous but locally wrapped at that time we do it, of course the end of the wrapping is of course also necessary to get hold of it through the bond mechanism because without it it will not work effectively in holding the fortified barrier

Well, especially for critical contact, because often the critical contact system also experiences a great shift burden from different moments, for example, or a big shift happens, then the FRP tension should not exceed 0.004, this is to prevent what is called the failure of the interlock aggregate,

so one of the sources of the mechanism to hold the shift is from the interlock aggregate, the interlock aggregate can be lost if the friction on the Fprap is excessive which indicates that

excessive dilatation in the concrete period, which indicates that there is a release of interlock aggregates in our concrete period and when that happens, our shifting capacity will be affected, so especially for systems that follow the large shifting, then the friction on the system that we are entangled in is limited.

the shift should not exceed 0.004 except well, unless we are really facing a pure axial condition, so we use FRP to increase our axial capacity, yes, it's pure, so there's no moment, it's just axial, or if there's a small moment, because what really needs to be strengthened is the axial capacity, yes, it can exceed 0.004

okay next, this is an example of a bounce-based shift strength, if in the ball we strengthen the shift by using U-wrap, so the winding system is U-shaped or also side-wrap, so it means that the winding is only a left-right line, so it doesn't go under it, next, this is an example of a critical contact basis,

for example in the confinement for columns, so we wrap it, the wrapping can spiral, it can be discreet, if we talk about reinforcement or retrofit with FRP sheets, if for reinforcement, additional capacity, we usually do it because there is additional burden that works on our building structure, function changes, etc., it can also be because there is degradation

from our construction materials, so that there is a need for strength to be able to withstand the working load. For retrofit, whether it is seismic load, explosion load, or collision load, there are many things that can be fulfilled by using FRP materials.

Yes, these are some examples, I take from PEMA seismic strength in the column using FRP, so if we talk about seismic strength in the column using FRP, there are many purposes, we can strengthen the movement in the plastic zone, we can strengthen the confinement that is lacking in the plastic zone,

we can also repair splice connections that fall in the plastic area, for example, we can also fix the problem of the joint in the longitudinal bone, because the joint is too loose, which is installed in the column area, so there are many things we can do, usually when we do

too many deficiencies experienced by our building structure, so there are things that we just have to make an envelope, of course it depends on the case that we face, but in general we can still do what is called an envelope, so the most decisive is what we then apply. Next, this is the reinforcement with FRP to shift and also to

wall, where if we look at it, there are dots that describe the presence of a fence that is installed there to increase the ability of adhesion between fiber and concrete. So indeed, today the technology and it has also appeared in the latest ACM 440, the use of fences as a means to prevent bone losses.

so it increases the ability of adhesion between FRP and concrete so that when it happens, the capacity of the beam that we can mobilize can automatically increase in the FRP. Okay next, this is an example of the use of FRP anchors, one of the many that circulate now is the FRP anchor display, which is installed at the ends

FRP sheets that we attach to the concrete, okay next, yes, this is the same, so with this FRP, we also have a FRP anchor, I mean, we can also solve many problems, so the problem when we use FRP is when it meets with different angles, yes, in a field that means in a different field,

horizontal, for example, we strengthen the beam, the horizontal beam, we strengthen it, then we meet the column, how do we tie it up? If it's up, it's actually not effective, why? Because when the fiber is pulled, it will be straight, which was already 90 degrees, it immediately becomes straight, our adhesion fails,

but with the addition of what is called a anchor, as seen in the picture, so there is a anchor that is applied in the angle of the two different fields of meeting, horizontal and vertical, this will help to transfer the style that occurs when the pull is working so that it is not easy to let go, it will not be straight, our FRP, because if it becomes straight, it means that the adhesion is lost, right?

Well, there are many things that can be accomplished by using the FRP Anchor display. That's one of them. Of course, there are many other options from this anchor, including we can also use what is called NSM, Near Surface Mounted Anchor, and others. Later we will see some examples.

this is the strength of the masonry wall, it's the same, so that it's effective, because it's based on the bond, we'll install it later, we'll put it there, okay next, okay, these are some forms of deficiencies, yes, related to detailing in particular, yes, and this is one of them, as I said earlier,

evolution from the rules of Indonesian concrete itself. So indeed, if we try to study various existing SNI, that which has started to be modern, has started to have many detailed aspects, it has been accommodated since 1987.

So since 1987, Strong Columbia BIM has become a requirement, Capacity Design Concept has also begun to be implemented, but the question is before 1987,

join, there are no requirements for confinement, this is the deficiency that we must overcome when we face buildings that were originally designed with long determinations where the detailing requirements have not yet become something that must be implemented.

This is also the same, you can see it there, later it will be read too, the difference between the codes that exist in us since maybe the earliest, the code of 1971

until the last one in 2019, which we are still using at the moment, which is currently in the process of updating, yes, to be SNI, it is possible, yes, 2026 or 2027, yes, but one thing that I said earlier, yes, the 87th, yes, there were many detailing aspects that were not necessarily, yes, okay, next,

this is one example, so if we look at the picture, the typical detailing of the PRA 87 in the joint balok column, there are no special requirements related to confinement, if we talk about the interior, maybe it doesn't have too much negative impact, why? because if we talk about the interior, there are

there are four leaders of Balok who are involved in our joint, which somehow the presence of Balok earlier also of course also had a missing effect in the joint area. But what concerns us is of course in the exterior joint, the edge joint,

or even corner joints where there are only 3 blocks or even if the corner is only 2 blocks so the effect of the confinement of the broken blocks there is very reduced compared to those in the interior. Well, sometimes if we see a collapse in buildings in the old days, joint failures are generally found, we meet, I mean,

on the exterior joint, the edge joint, and also the corner joint. Meanwhile, in the interior joint, it's rare. Even if there is a failure in the interior joint, it is more in the failure of the column. So it's not the failure of the joint.

In addition to the problem of detailing or confinement in the joint area, there are other things that are sometimes not fulfilled. If we try to further evaluate the requirements of the past, for example tie spacing, if we compare it, it used to be a bit more rigid than it is now. Then also

the end of the tides is that if now we have to give a 135 degree tilt, in the old days, 90 degrees, yes, there are still many used, so this is also the same, of course, it stimulates forms of deficiency related to the behavior that will be produced later, right? Okay, next, okay, let's see some S&I determinations now,

The first is related to the concept of resistance, because this is what we will probably apply a lot when we face retrofitting existing buildings.

I have already mentioned that the support with FRP can be used for retrofit the plastic zone, either because of the lack of support itself or because there was splicing there that should not be, because if the splicing in the plastic area can trigger what is called splitting, so it can damage the performance of our plastic area.

then also give restraint to the longitudinal bones so that it is not stiff if there is a lack of tides so if we look at our SND determination, the tides distance is a function of the smallest bone diameter so if you still remember there is

six times the diameter of the smallest bone, so six times the diameter is actually the maximum space to prevent the occurrence of a dent in the longitudinal bone that is tied by the bar or the tides earlier. But when we look at buildings from the old days, this is often overlooked.

Well, in such a condition, whether you want it or not, there is no choice, because if it is like what is called on the longitudinal bone, it can have an extraordinary impact in maintaining stability, dissipation ability, rather than the elements of our building structure.

Well, if we talk about the concept of holding, we know that if we hold the circular support, it can be said that the effective holding is 100% because of the shape of the FRP holding earlier which is curved, because it is curved, it will automatically introduce the effect of internal pressure from all directions. Well, it's different from when we are facing a rectangular support, which is in the middle or on the right,

Now, the archer to increase the effect of the hold, what we usually do is give the effect of rounding, rounding effect in the corners, so we can't let the corners be sharp or without rounding, but it's better to buy rounding so that the effect of holding increases later, and it becomes a must if we follow the certainties of the existing SNI.

so that with the existence of rounding, the effective resistance will also increase.

factors that we must calculate later if for circular dams, there is what is called K-alpha K-beta, we can take one, but when we talk about square dams, K-alpha K-beta can be smaller than one because it is a function of the effective fixed area, so there if we see there is a ratio between AE

towards AC where AE is A effective so A effective is the area that is targeted so the larger our column is, the longer the aspect ratio is, the larger the area that is ineffective and the smaller the effective area is, so if the effective area is smaller, the value of KA and KB will also decrease

in the application of the calculation for confinement, we must calculate this factor according to the function of the radius when we make rounding the larger the radius, the better, but of course for rounding earlier it was limited by the thickness of the concrete

so we can't let the bone be open later, so the maximum we can do is as thick as the concrete cover itself, so the maximum is approximately 5 cm, the concrete cover is probably about 5 cm, the radius in that corner, so automatically later with only 5 cm we will meet later with the number of effective areas, how big is it, and that automatically also

It depends on the size of our column. The larger the aspect ratio, the longer the aspect ratio, the smaller the area of effect. The longer the aspect ratio, the smaller the area of effect. So the effective area is described in the middle or the right side, it looks like a parabola.

we can imagine that the more straight it is, the longer the angle of our angle is, the wider the parabola, the larger the area of effect is, the less effective it is, we can fix this bad behavior by installing what we call intermediate anchor, so the intermediate anchor that we install is as if we have a cross-tie on our angle of the

So with the presence of cross-stitch, the parabola will be divided into two if we have cross-stitch 1 in the middle, if we have cross-stitch 2, it is divided into three, so that the effective area will increase. Well, we will see later in the next parts how this intermediate anchor can then enlarge the effective area in our column so that

the behavior of the confinement also improves automatically, okay next, maybe later it can also be learned in the SNI, so the calculation is relatively not too difficult,

related to calculating the impact of confinement, so the target is actually how much, if we talk about confinement, one of them is that we talk about two, actually, one of them is the increase in strength, our goal, if the increase in strength means the FCC that we want to target, how many FCCs do we have to make our column, which was previously low in pressure, increase, for example, or it can also be from the epsilon CC,

So the U-axis is related to the deformability later. How much should we increase so that the curvature ductility also increases, the rotational ductility also increases. So it depends later on which one is the focus in retrofit that we will do on our concrete elements. Okay next. Now let's see how we can increase

deformability in the plastic zone, which is known to have many deficiencies, so that it cannot be fully met by the deformability capacity that can be provided. Here we have to calculate what is called curvature design, PD, which is calculated as the demand for plastic rotation,

theta P divided by the length of the plastic line, so later the curvature is plastic, of course, plus the curvature when the passenger experiences a tilt in the bone fracture. Well, from the calculations of tire 1, tire 2, or tier 3, or the approach of non-linear, of course, is more relevant in this case, later we can know how much theta P is needed.

Demand rotation that is needed so that the results are fulfilling the requirements. This is the step that will be the entrance for us to develop the forms of rehabilitation that we must do.

So when we know the theta P, we can calculate the demand for plastic curvature, then we add the curvature when it melts, it becomes the curvature design, we compare it with the ultimate and it must be smaller than the ultimate limit that can be given. Here, of course, the calculation is trial and error, because there are several parameters that we have to trial until we get a solution that is appropriate to what it should be.

there are several definitions related to the decay curvature, that is the curvature when the bone is decayed on the frame that has been strengthened by FRP then below is the ultimate curvature, determined by the pressure capacity or pressure on the concrete this is what we used to need, how much it becomes a limitation of the entire curvature later

Now, the CCU epsilon itself is calculated as the curvature design multiplied by CU FRP. Here, I just said that the calculation will be trial and error until we get all the inequalities there to be full, all the similarities are full. This can be done both for columns

For columns, the length of the plastic here is calculated as the equivalence there, there is a gap there, plus 0.044 times Fy times DBL. DBL is the diameter of the flexion bone on the column.

if in Balok, yes, of course, if there is a bigger rotation demand from the capacity that can be given, we can also use this approach to design a form of confinement in the area of ​​Sendi Plastis Balok

but for the length of the plastic line in the bulwark, we have to calculate it analytically, according to the increase from the melting moment to the plastic moment, we can draw a triangle-shaped shape, from there we can know how long the plastic line is that describes the non-linear behavior at the ends of the bulwark, so the point is that this strength can be done both on the column and on the bulwark, according to the

deformability that turns out to be larger than the capacity that can be provided. Okay next, this is an image, if we, for example, at first there was no strength, we could develop a backbone curve, we call it, analytically by using existing software, one of which is often used, for example, extract.

so by using extract we can make what is called curvature moment from curvature moment we can convert it into a moment of rotation then we can simplify the shape of the curve, the back bound curve then sometimes we do what is called penalty because if we use extract, the calculation is monotonic

monotonically, even though there is a cyclic effect on the behavior of the backbone curve, so it means that later we can give a penalty, we reduce it, we multiply it with a certain ratio to get a deformability that is more illustrative of the behavior of the block when it is burdened by the cyclic, from there later it enters the analysis of our backbone curve, later it will be seen that the demand is actually bigger,

How much bigger? That's what we then accommodate in the form of strengths by using FRP earlier. How far is he still able to accommodate the needs of demand based on non-linear analysis that we do. But if we use FRP, it's actually more straightforward.

so whatever demand was just provided, so the demand turns out to be larger than the capacity, then we provide the demand by planning the design curvature, which is the same as the demand rotation divided by LP and so on, we calculate it until we get the required FRP accordingly, that's about it, so what is it called

Yes, it must be exercised so that we can understand more about this approach. Okay next. Well, this is the ultimate fixed tension that will always be our reference when we talk about increasing deformability in elements such as the ballast or later in the column. So later it will be calculated based on the FL that exists, where the FL is the lateral tension that can be induced.

both in the passenger car and the passenger car, according to the number of layers that we install. So if you look at the bottom, FL is the lateral tension, we call it confinement tension. Confinement tension that can be induced by a number of layers of FRP that we wrap.

either on the block or on the column, where there is EF which is the modulus of the FRP times N is the number of layers of the FRP times TF, the thickness of the layer, the thickness of the layer, this is also what needs to be noted, the thickness of the layer, if we calculate it with these columns, this is the thickness of the fiber layer, not the composite, so the thickness of the fiber, so if we use a 0.165 thick fiber, we enter 0.165 mm

or 0.33, then the EF is modulus fiber whatever it is, so it's not the composite, okay next then retrofit zona lab splice, we often find detailing like this because there were no requirements that longitudinal joint connection on the column, yes, it must not be done in the plastic area, for example, yes, there was no

Yes, in the past, it was the easiest way to connect the joints, yes, on top of what is called a plate, like that, yes, the column joints, yes, now it's not allowed if we're in KDSD, yes, if we're in KDSD, right, in Jakarta, in Bandung, in Jogja, for example, yes, connecting the splice to the column must be done in the middle of the column height, right, but the buildings in the old days were a lot like this, yes, so if you don't want to, we have to

we face and retrofit so that the column behavior will be better later if there is a gap, not until splitting, not until it is removed, for example, let go, etc. Okay next, if we are facing a left splice zone like before, then the form of reinforcement or retrofit that we can do is by calculating the need for FRP thickness

there are two formulas, one formula for the boundary, ntf, n is the number of layers, tf is the thickness, it is equal to 1000 times d, d is the diameter divided by the modulus of the fiber, so 1000 times d divided by the modulus of the fiber, the number or total thickness that is needed will appear later, sometimes, so that it is more effective, that's why there are a lot of fiber modules that are high modulus,

because for such clutches, it is best to use high modulus fiber. In general, in Indonesia, in the market, the modulus we can find is the middle modulus, about 230,000 if we use carbon fiber, 230,000 MPa. Actually, the technology is already available, now it's out there, where fiber has modulus reaching even 600,000 MPa.

so if we use the high one, of course, for confinement it will be better because there is a small deformation, it will immediately work, different from if the modulus is low, it needs a big deformation before it works, so we can see that the modulus is divided, from there it will appear later the needs of thickness that are needed, that's what we install, it's just that it's also necessary to note here when we are facing splicing in the plastic area, sometimes

based on the long term, the length of the route is sometimes shorter than what is currently required. This is something that must be checked too. If it is shorter, we will calculate the demand pressure on the bone marrow there and it is limited, it cannot be larger than the lowest ratio. 2.75 L-PROF means L provided, L provided, the length of the route provided.

of the fc prime root, of course, according to the installed mode, divided by the dbl, the diameter of the bone is divided by the parameters there are C Epoxy, I mean, there are Cs and so on, it is according to the parameters that we always face when we calculate the length of the splice or the length of the bone channel based on the SNI that is currently in place. Okay next, the next is the prevention of

longitudinal is bent, yes, because of one of them, yes, that the spacy of the spacy of the joint is too curved, yes, exceeding 6 times the diameter of the bone that is intended, well, when that happens, our bones are weak, experiencing a bent, whether we want to or not, we have to do what is called strengthening by using frp by holding it too, it's the same

The required ratio is the right formula, so it must be larger than 0.0052 Rho L multiplied by D multiplied by Fy divided by Dbl divided by Ffe, where Ffe is the tension on the FRP.

the tension on the FRP which is appropriate later with the tension as well, the tension is limited not to exceed 0.004 and also not to exceed the KF active, I mean the KFK tension, the KFK tension multiplied by Epsilon Fu, Epsilon Fu is the maximum tension that can be given by the FRP material that we use

there are two similarities related to the volumetric ratio of the FRP, both for the round and the square, it's just a comparison to calculate the volumetric ratio, but later the limit is not allowed

less than what is on the right side, so what determines the right side is that we have to provide if the space from the slope is too steep, yes, so that it doesn't become a bend, then we install the row F according to the one on the right, yes, that's about it, next, this is also important, yes, because what is it called, there are still many of our engineers who do the strengthening of the

element deformation control but the reinforcement is done by the force of the shock, so both our SNI and the ACI firmly stated that the shock capacity of the column and the column in the plastic field area can be increased with FRP only in cases where the area that is reinforced eliminates

the need for inelastic deformation in the intended area. So what does it mean if we do a collision reinforcement there? Then the area will change to a post control element, it must not be deformation control. Then the deformation control, yes, we move it to its neighbor, yes, to the back. Yes, well, automatically when we move it, we have to make sure that the detailing there also meets the requirements, so that if it also experiences damage,

can still give a good damage behavior, good deformability, so that the energy dissipation also happens in a stable and good way. Well, this is what we sometimes do reinforcement in the area of deformation control, flexible reinforcement by using FRP. Well, why is it prohibited? Because this FRP has been mentioned earlier, a brittle material.

So if it has reached its capacity, there is no deformability. Now, we can imagine, this spring, we base the strength on the frequency of the spring, the strength of the structural elements. So we design the strength of the structural elements based on the frequency of the spring, actually, that the hope is that it is still elastic against the frequency of the spring. But the spring that occurs later can be bigger than the frequency of the spring. What does it mean? The maximum strength will be mobilized later.

Well, when he was mobilized, then he just realized, "Wow, it turns out I don't have deformability." He failed directly. Therefore, even if he is forced to use it, it must be proven first. Because it depends on the presence of the bone there, the size of the element, no matter how far, even if he fails, there is no catastrophic nature, causing a sudden loss of nature.

Well, as long as it can be proven, it is okay, yes, we strengthen the areas of deformation control, yes, by using FRP, yes, but without proof, yes, it is not allowed, yes, we have to move it, we slide it, yes, what is the name of the plasticity area, and this happens not only for column walls, including for walls, actually, so when we do a sliding reinforcement on the wall, yes, whether we want it or not, we have to move it

the plastification area upwards, that's about it, this is a note because there are many who are still doing it, okay, next, if we finally strengthen the plastic art area, of course, with the position of energy dissipation, then we still have to do what is called because in that area, the maximum shaking area is

so there is a shock at the same time the geyser is also big so that the shock reinforcement system still works well whether you want it or not, there must be a system of anchors that we provide, the anchors can be various, one of which we can use is called FRP UREP or Full Rep which will wrap the longitudinal fiber that we installed for the shock reinforcement earlier

installed as far as necessary, of course, what is needed is like that, yes, until it is safe, so that it doesn't happen, what's called bonding, especially when there is a earthquake, it's troublesome, we've moved the plastic area when there is an earthquake, it happens in bonding because the movement is really big in the joint area, yes, we've moved the plastic area back again, it can be fatal, yes, what is the name of the scheme that we have made earlier, next, the

Yes, this is a comparison if we have to calculate the UREP as a pin, there is an AF anchor, the scope of the anchor that we have to install, which is the ratio of the longitudinal capacity that will occur from the system that wants to be anchored, AF times FE, divided by rigidity and effectiveness and also the ultimate, the slope from the UREP itself.

where the value of KV is given in our SND, from there we can get the needs of the UREP or full rep, depending on the size of the shift that we have to face. It is installed as far as L0 + LDF, where L0 is the plastic zone according to our SND, if we talk about Balok,

2 times high, if we talk about columns, it's about 1/6 of the height, right? Well, that's what we then calculate, plus LDF, LDF is given in the same way there, and later the tension on FRP for the force of the shock is also limited,

not exceeding 0.9 Epsilon fu and indeed if we have given what is called wrapping anchor and all kinds of anchor systems will make the tension on our FRP become more effective so that it can even reach the break-in tension, but it is still limited, it cannot be broken, so it is limited to a maximum of 0.9 times the ultimate Epsilon of the FRP itself.

then the shift force, yes, this is especially of course done under force control, under the influence of force control, yes, if we talk about the balok earlier, at the end of the balok, sometimes, especially in the old days, we haven't applied what is called capacity design, which was mentioned earlier, before 1987

So the capacity design is only consistent after 1987, it is also not too consistent, maybe in 1992 it will be more consistent. We apply the concept of capacity design to ensure that the shift is stronger than the maximum vibration that can happen there.

so the shift will be calculated as a moment of capacity or a moment of plastic, at the ends of the balok, divided by the length, sorry, multiplied by 2, the moment of plastic, then divided by the length, from there the demand for the shift is really big, sometimes if we check for the design of the old days, it turns out that it is not full

because it is not filled, we have to fix the shift, we have to strengthen it, one form of strengthening earlier using FRP, the shape can be two-sided, like on the left, it can be U shape, U-wrap, or full wrap on the right, if in S&E it is given the reduction factor values,

for each system, either for young UREP or two-sided or full rep. The combination of nominal shifts is expected to still contribute from concrete, plus concrete, plus the reduction factor for FRP multiplied by the capacity that can be given by FRP, namely PF. But it needs to be noted here, it's the same as with concrete.

Of course, we have to check how much VC can still be considered there or even have to be zeroed, according to the definition of SNI 2847. So if the axial is zero, in the area of Plastis Balok, we usually ignore VC. This is what should also be applied in cases like this. VF, later according to the number of layers,

thick layer, then wide strip if it is installed not as a continuous but as a strip element, yes, later it will be calculated consistently. Okay next, now the most, what is it called, very influential in the future in the calculation of the gas strength today is the value of KV. The value of KV is, yes, if we talk about full wrap, yes, if the full wrap is already limited to 0.004, the maximum number that can be allowed.

which is 0.004, we can't use numbers that are more derived than that, because if it's already a big shift, I said earlier, the problem is if we let it happen, what we call interlocking problems will happen, so the failure of the interlock aggregate interlock, and if the interlock aggregate fails, our shift capacity is very dropping, the demand from our concrete mass cannot be maintained,

so that it can't be more than 0.04 so 0.004 is the maximum and minimum limit that we can use if the system is full wrap if it's two sided or U wrap, we calculate it according to the value of the cafe the lowest if we calculate the cafe is if it's two sided, it's the lowest U wrap is a bit better, higher than two sided but lower than full wrap

Well, that's where if we install what is called a anchor, yes, an anchor display or an anchor display, yes, at the ends of the u-wrap, yes, then we can condition it as if the u-wrap earlier became like a pull wrap, yes, it means that we can force the tension on the fiber to reach 0.004, so that it is more effective to use the FRP for the shift strength, yes, okay next

Well, if we look at it, there is an active adhesion length LE which will affect the value when we have two free ends in the two-sided system. So if we use a two-sided system, there are two free ends, so there is LE at the top and below. If we use UREP, there is only one free end, right?

so the reduction becomes smaller, so that's why if it's two sided, the reduction becomes very extraordinary so that the friction effectiveness for the gas strength becomes very low. Okay next, this is the value of K2, if we look at the two-sided curve scheme, the reduction is 2 LE while if the curve is U, the reduction is only 1 LE, so it means that the K2 can be imagined will be even lower, when the K2 is even lower, the effective friction on our FRP also becomes

amazing low, okay next, the same as in Beton, yes, in Beton, yes, we have to limit the capacity provided by external reinforcement, yes,

reinforcement means that both from the slope and from the FRP, yes, it should not exceed 2/3 of the Fc prime BWD roots, the purpose is so that there is no crashing, yes, on our concrete, yes, because if there is a crash, the maintenance of the passenger is also disturbed, okay next

then the strength of the column-backed joint with FRP, yes, this is also now still a lot of research that has been developed, yes, to get good patterns, yes, well, if we talk about the strength of the column-backed joint, especially for the exterior joint or the corner joint, yes, as I said earlier, yes,

whether we want it or not, we have to use the technology of the anchor there to be able to produce a good confinement effect for the joint area later. Here are studies that have just been done a few years ago, using the Anchor Spray, the Anchor Spray ARP.

which is black dots in the area of ​​the exterior joint to ensure that the fiber installed there can maintain integrity from the joint when there is a large deformation in the column block system and that can be seen later in detail in the ACI paper

in the year of 2026, if I'm not mistaken, it was in January or February, yes, it was by Alto, yes, it was my student who did a lot of tests related to systems like this, yes, next, okay, we will now see the seismic strength on the geyser wall, yes, I have already said yes, so if

strength in the form of strength strength, especially flexible, yes, then if we have to do it, we have to move it, yes, the plastic area, yes, if the force of the shift is related to the ratio of the moment of plastic strength against the shift, which sometimes yes, the shift which of course to

accommodating the shape of the plastic, sometimes it's not enough, so the sliding is not enough, so there needs to be strength and that often happens next, next, next, it often happens in the opening area, so if there is an opening area, we have a pier from a short wall, which turns out to be the sliding demand

can't be enough, yes, the demand for the slide is likely to be plasticized, yes, at the bottom and top of the pier wall earlier, yes, the demand for the slide cannot be accommodated by the attached bones, and what's more, in the past, we never asked to check the part of the wall, related to the effort to maintain hierarchy,

if we study our SNI 2847 for what is called squat wall, squat wall is a short wall for short walls for pier-pier wall near the opening where we can also have short walls there is our obligation to ensure

whether the collision capacity divided by the height of the pier was still larger or smaller than the available sliding capacity. If it turns out to be bigger, the moment divided by the height was still bigger, it means that the hierarchy is not achieved, then we are penalized. For sliding descent, our reduction factor is reduced to 0.6.

If it is fulfilled, we can use the normal reduction factor number, which is 0.75. Well, this has only been there since 2019, if I'm not mistaken, or rather 2013, maybe it can be confirmed too. It means that the previous buildings have never touched this aspect.

so there is also a problem in the design of our sliding walls, which means that we need to do strength to the sliding, this is an example of an accident, there are many cracks because it has never been checked, it happens, the failure of sliding on the wall pier, sorry, on the wall pier, near the opening,

then also on the squat wall, so in some countries, the squat wall is often used as a system, what is it called, a wall of confession, yes, in the building, yes, this is also the same, yes, so what is it called, this is our PR when we face the walls of the wall that are still designed with old certifications, yes, okay next

this is an image of the force of the force that has been mentioned earlier, so if it is strengthened it becomes a force control element, if you don't want to, you have to move the potential plastic zone to another place, next, when we do the force of the force, there are limits related to the pressure of the concrete that can happen, where the limit is epsilon cu, there are two epsilon cu

if it is stuck in the limit element area, then we can maximize it to 0.01 if it is not stuck it is at 0.003 so we have to check this, make sure the threshold is full or not, okay next of course after strengthening

Well, for the slide, this is actually more straightforward, so we just use the slide theory that was used earlier, if it is in line with the desire to strengthen the slide on our slide wall, where the increase in fiber strength is CF, CF is the reduction factor earlier, we can use 0.85 times the contribution of the fiber itself to the slide, namely VF, where VF,

next, VF will depend on whether it is installed on two sides or installed on one side, we can calculate it according to the equivalence given in our SNI, one more thing that we have to check later is that the maximum nominal force is shifted, VN means, so VC + VS + VF after the force is not

10/12 root of Fc prime multiplied by Acw, yes, something like that. Okay next, this is just an example of the image of the force of the shift and also the shake on the shear wall, next.

Well, these are some of the latest developments that I have just mentioned, I took it from ACI 440.2, the latest version, TON23, where there are already reports related to the use of FRP anchors or Near Surface Mounted Anchors to improve the behavior of the Pond Critical system.

and there have been many studies conducted, tests that have succeeded in proving that with the use of the anchor, our effective friction of FRP increases, even accommodates the condition until it breaks. This is of course a very good technology, because earlier for the shift force, if we have two free ends, the LE is twice.

and it greatly reduces the effectiveness of the beam that we can use so imagine for FRP beams, the ultimate beam can reach 1.5% effectively 0.015, 1.5% but with the two-sided strength system, the beam if we calculate it is only around 0.001, 0.1%

Well, imagine, right? Only 0.1% that we use of 1.5% that can be given. So it's very small. So we can increase the effectiveness by using the Anchor system. One of them is using the FRP SPLAY Anchor. This is an anchor that has now begun to circulate a lot in Indonesia.

this is called FRP, display anchors, it is made of FRP material, it is bought specifically, later there is a dowel part that we plant in the hole that has been prepared, then later at the end there is a display, where later the display has rules related to the maximum angle of the display,

then also the area from the dowel also has a minimum limit for each anchor that we install on the FRP system that we plan so this is really very effective for the FRP system which is really dependent on the critical bond, the behavior

this is an image of how it is installed, sometimes it is installed inside and then we put the display on, so it forms a 90 degree angle, sometimes we form a 180 degree angle

straight, so the dowel is planted, the splay is down, so the angle is 180 degrees, now all of this will be adjusted later, there is what we call the angle between the dowel and the splay, which we call the angle of beta, later there is also an angle of the development of the splay, we call it the angle of alpha, the depth of the dowel that is planted, there are all the determinations that have been adjusted now in ACI 440

the latest one in 2023, next, here are some examples of installation, yes, for the strength of the slingshot, where the dowel is planted down on the right, yes, then the display is developed on the body from the column, sometimes we also have cases where we want to do what is called the shift strength on the column or we will combine it, but it is in danger because there is already a brick wall that is installed there,

then we hole it in every position where we will install the display, right? enter the double, then we develop the display on the left and right, the pattern is formed as shown on the left side this means that with this approach we can solve many problems with obstacles that we often find on the field

related to the presence of concrete tiles on our walls, related to the presence of walls around the perimeter of our columns, without having to dismantle it excessively, we can still do the reinforcement according to the needs, that's about it.

Now, the requirements are in ACI 440, there is a table below that sets the beta value, sets the limit of capacity, and also there is a long ratio between the display

with the part that is planted in the concrete or HAC we call it so it's actually quite detailed, it can be used for our needs in the field of course, okay next, there are several other notes, if we look at it, there is RA, RA is what I said earlier, it is the ratio of fiber-to-grain width, so from fiber-to-grain to the width of the UREP fiber,

then there is SANC, space from the anchor, there is an alpha, the alpha anchor is the spline, smaller than 60 degrees, then the dowel part, the stem part, must enter the concrete, the minimum depth is 50 mm thick concrete,

and of course it is attached by using epoxy there is one note here that the nature of the material we use is at least the same with the strength or properties of the FRP material that will be anchored by the anchor so including there the modulus is the same then also the melting strength or the breakage quantity is the same

the capacity of the elongation is also minimal, so there are conditions where we have to fulfill it, so usually in practice, this anchor display uses the same material as the FRP that will be anchored, okay next, this is what I said earlier, so if you ship, you wrap, we mean, we anchor it with the amount that is appropriate with the tabulation that was given earlier, so this is as if it is the same as

full wrap, so it's like a full wrap, so it can mobilize the tension to reach 0.004 on the FRP, so it's different from if we don't install a rope, we don't install a rope, we can only get a maximum of 0.002

0.02 yes maximum 0.002 but with us giving anchor can reach 0.004 approximately like that okay next next next this is related to the use of medium anchor yes on the slope that I just mentioned yes especially if we are facing a column whose aspect ratio is

is very large, for example, this aspect of the ratio is about if we look at the comparison of the long and short sides, this is about four times, this will make it if we draw the most effective area, it's like in the picture on the right, the one on the right but on the left, so the parabola is really big, yes, now the most effective area is automatically lower, right? Well, how can we fix it? By installing a middle anchor,

we install two middle poles, the big one is automatically divided into three so that the affected area is the affected area, the affected area becomes bigger so the more poles we install, of course, according to the needs later, the more effective it will be

the effective fixed area. Well, it depends on the vertical direction space later, if the vertical space is close, then automatically along the column height, it will be the same as the effect, but if it is a bit far, yes, the vertical space will start to go down, as in the bottom right image, it describes the effective fixed area pattern between the levels that have the fixed area, there is fiber.

so between the two fibers that we install, it depends, so if we install it continuously, it's automatically the same as the effect if we install it continuously, but if we install it discreetly,

locally we attach it with an ice space distance, for example, vertically, it will automatically form a pattern like the one described on the bottom right side, yes, the left photo shows the pattern when we plant it, then we develop the display, yes, which then ties the fiber that was previously functioned as a support for the column that was intended, okay next, now, yes, I take it from the paper, Trianto

Triantafilo is not yet in the code that actually applies, but the approach is reasonable in my opinion. So with the center pole patterns that are installed that will divide our parabola later, the size will be smaller. We can calculate geometrically what the effective fixed area will increase like. And that has been calculated by Triantafilo, the formulation is made, developed.

which can be seen in the comparison at the bottom, so alpha f is the effective ratio, the closer one is, the better, the farther from one is, the worse, if we see there is a comparison, there is a function of r, r is the radius in the corners of the column, which we deliberately did earlier, which is called rounding,

then n is the number of layers, s a is the space in the vertical direction, yes, the space in the vertical direction, okay, that's about it, next, the next one is just an example, how do we strengthen the sliding wall, yes, with various problems, yes, where sometimes the problem is that the sliding is not strong enough, yes, because the bones are not suitable, it can also be because the longitudinal bones are what

experiencing a stumbling block due to improper support, also because of the connection of crossings in the wall's diplastic area. So, these are the problems that we have discussed earlier, but for the column, but we do it on the wall. So, how to apply reinforcement using APRP can also solve the same problems that we face on the shared wall.

Yes, these are examples of how the reinforcement can be done. Well, here we can see that there are two green fibers, one of which is directly attached to the body from the shear wall, then the red one is the anchor, so the anchor goes inside, then the display on the green surface, the green surface is developed, then the additional coating is given outside.

Yes, there are already those who do testing with this approach and the results are quite good, yes, it's in the paper Albright Goodell in 2026, yes, you can check it later on Google, yes, the paper is also some, even can be downloaded for free, yes, okay next

retrofit is fixed on longitudinal bones in the boundary element area. So the concept is the same, there is a support there, then the support is reinforced by providing what is called

what is the name of the anchor, the anchor spray, which is planted in the boundary area, then the spray is developed outside so that the hope can give an effective support to the boundary area. The element is calculated with the same comparison that we discussed earlier, where

the thickness, the amount of thickness needed is function of diameter or also size of boundary elements and also the size of the bone that we want to hold. Okay next, this is another example, because the splash that exists in the boundary elements area that does not meet the requirements is also done with the provision of confinement, assisted by an anchor system, which is to use an anchor spray.

Next, this is just to show how the anchor is installed, there are actually many options, this is one example, if we look at it, there is a green one, I mean the blue one, that is the support effect that we will give in the boundary element area, then so that the boundary element is well supported, because if it is supported, it must be from 4 sides, it cannot only be from 3 sides, install the pink anchor, pierce it, so the rod goes inside,

then the display part is on the edge, it is developed like the picture below, the color is pink, that is the display that has been developed and this system turns out to be quite effective in holding the boundary element of our wall, so we can still get a full wrap effect, full wrap effect or full coating

in the boundary element area by only using the additional FRP Anchor display earlier, that's about it. Okay next, thank you. This is the right time, okay. Sorry, I'm on the road,

Okay

Hi, thank you very much, Prof. Iswandi, this is sure to be able to receive questions, Prof. Iswandi, please, two questions, yes, I think, Prof. Yes, there are questions, first, Mr.

How to do a flexible reinforcement with FRP at the bottom of the column that meets the column so that the FRP reinforcement has a sufficient adjustment to the column? It seems that it has actually been said, so there are two ways, so first, the FRP was installed on the bottom, when it meets the column, the panel is turned down, after it is turned down, the FRP is wrapped,

in the column, tied with wrapping in the column. Wrap column, okay. Yes, that's the first choice. The second choice is to bend it down, but then we give a diagonal anchor that goes through to the joint area. Okay. Yes, so that's the choice. Thank you, Prof. One more, Prof. Yes, this is the second, Mr. Vicky Samuel, permission, Prof. Regarding retrofit lab splice,

uh, had high profs highlight that FRP can prevent splitting but cannot prevent pull out, in practice, the most common weakness built for a long time in Indonesia is the connection of longitudinal column lines that the location is exactly above the floor, earlier it was in the same way and the length of the extension is far from the standard, if FRP cannot withstand pull out, how can consultants justify the problem of the column line when

we run it in a non-linear analysis, whether using the FHRP jacket can only be held accountable or must be combined with the strength of the other mechanisms to ensure that the return is not interrupted when the earthquake is strong. Can you bring down the note, sir? I didn't hear the bottom one earlier. Yes. Bring it down. I can't read it fully. Yes. Oh, can I slide it? I can slide it, sorry. Oh, you can too, right?

Yes, so this is the first thing that must be made sure of first, yes, whether we use a pure bone or a pure bone, right? If we use a pure bone, yes, whether you want it or not, there must be a force of vibration that we do there, yes, and we move it to a plastic area somewhere above it, right? If what we are facing is a pure bone,

and pull out is to limit the tension that we can use to hold the spleen later. But even though we limit it, if it has to melt later, it won't be able to because it will be pulled out because it's plain. But if we use the spine as a spleen, we still limit the tension based on pull out, but the spleen will not be able to pull out.

except for splitting. That's why confinement is installed to prevent splitting so that our bones can still be in place without being torn apart because it has a skull, right? It's hard for it to be torn apart if it has a skull, if it's stuck, except for splitting, which then has deformation, then it can be released. But without it, it won't work.

Well, when that happens, what we do is we limit the tension that we can use on the column bone, according to the formula that I gave earlier. So we limit the FS. But pull out, if it is pulled out and held well there, it will not actually happen either. But a small deformation may happen, so we limit the FS.

not to reach the level of the FS, something like that. Okay, Prof. Thank you very much for sharing your knowledge. Hopefully it will be useful for all of us and also Prof. Ismandi in good health condition and also continue to work for Indonesia. Maybe we will end it, Prof. Ismandi. Thank you very much for your time and thought.

Ladies and gentlemen, before we close, we have reached the end of the event We want to say that the HGKMDA Diy, God willing, at the end of the year, possibly in November or December, there will be an offline seminar in Yogyakarta

short course and also construction exhibitions. Please wait for the next news. We are waiting for the news in Yogyakarta.

Maybe that's from us as a panitia, I'm sorry if in the course of this webinar, there are things that may not be pleasant for you, ladies and gentlemen. We would like to say thank you to the speakers, speakers,

Hi, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank you, thank

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