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EVALUASI DAN PROGRAM PEMELIHARAAN JEMBATAN DENGAN METODE BRIDGE MANAGEMENT SYSTEM (BMS) (Studi Kasus : Empat Jembatan Propinsi D.I. Yogyakarta) Hariman, Ferry; Christady H., Hary; Triwiyono, Andreas
Civil Engineering Forum Teknik Sipil Vol 17, No 3 (2007): SEPTEMBER 2007
Publisher : Civil Engineering Forum Teknik Sipil

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Bridge is among the important part in transportation system. If the bridge damage or collapse it will definitely affect the transportation and distribution of human and goods. Thus it is very important to maintain bridge appropriately. Accordingly Bridge Management System (BMS) is a standard mechanism to evaluate condition and function of the bridge. The BMS also can be used to decide necessary treatment to maintain the bridge in specific circumstances. Further more Computer-Based BMS combined with integrated information system can shows us the priority scale to manage the bridge maintenance. But the visual assessment of bridge is a necessary step to evaluate general conditions of the bridge. This research conducted in four provincial bridge in Yogyakarta, which are Srandakan Bridge, Tinalah Brigde, Kebon Agung Brigde, and Glagah Brigde. Data from some other provincial brigdes were also included as a comparison. The evaluations is carried out by imposing 5 series of questions into the object (the damage element of the brigde). Then each element is weighted by point 1 and 0 according to its damage level from the lowest (level 5) until the highest (level 1), which mean the bridge is completely collapse. Its element or groups of element were weighted from 0 to 5 which 5 represent total score of 5 categories. The categories are Structure(S), Level of Damage (R), Damage Volume (K), Element Function (F) and Damage Affect (P). Assessment on the conditions, technical screening and economical evaluations, for Srandakan Bridge, Tinalah Brigde, Kebon Agung Brigde, and Glagah Brigde, resulting the following conditions: 4 (critical â€“ replacement â€“ priority scale 1), 3 (heavily damage â€“ rehabilitation on waterway â€“ priority scale 36), 3 (heavily damage â€“ rehabilitation on upper structure â€“ priority scale 23). Maintenance cost in the economic evaluation aspect is the estimation cost, not the real cost.

PENILAIAN KONDISI JEMBATAN DENGAN METODE NYSDOT (STUDI KASUS 3 JEMBATAN DI KOTA KENDARI) Marsuki M., Marsuki M.; Triwiyono, Andreas; Christady, Hary
Civil Engineering Forum Teknik Sipil Vol 19, No 1 (2009): JANUARI 2009
Publisher : Civil Engineering Forum Teknik Sipil

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Bridge plays a vital role in supporting life activity. A lot of bridges are required due to many watercourses running from mountain that also requires a lot of amount in the budget. Neglecting such problem may lead to traffic disturbance and discomfort. The purpose of this research is to assess the bridge condition and its components, to compose the handling priority program and the bridge component priority. The research was located in Kendari of the Province of Sulawesi Tenggara. Located above Kendari Bay, a crowd economic area, Kendari has the important downtown access road. NYSDOT (New York State Department of Transportation) Method and completed with AHP (Analytical Hierarchy Process) method were used to assess the bridge condition. The bridge component scoring was calculated using the AHP method. The calculated components were compiled using the matrix of paired-comparison by referring the importance value. The, bridge component scoring consisted of three categories: (a) first category: the structural component received direct traffic load (component distributing traffic load), which was given the first priority where the importance value was higher, (b). Second category: the structural component received indirect traffic load, (c). Third category: non structural component. Calculation method AHP for every bridge component was obtained through paired-comparison. Components with bad value were found in Pasar Baru Bridge, which was rated 3 for its extension component, paving surfaces, pavement and curb. The subsequent ones were the Tripping bridge, which was rated 4 for its extension joint component and Kadia bridge which was rated 5 on its main beam, abutment, deck and back wall. Both, NYSDOT and AHP methods resulted in same assessment figures. The proposed priority handlings in subsequent order for the three bridges were Pasar Baru Bridge, Kadia Bridge and Tripping Bridge. The condition indexes were 4,514 (Average), 5,722 (Good) and 6,083 (Very Good), respectively. The proposed handlings for Pasar Baru and Kadia bridge were rehabilitation and maintenance.

EVALUASI KINERJA DAN PERKUATAN STRUKTUR GEDUNG GUNA ALIH FUNGSI BANGUNAN (Studi Kasus : Perubahan Fungsi Ruang Kelas Menjadi Ruang Perpustakaan Pada Lantai II Gedung G Universitas Semarang) Christiawan, Ignatius; Triwiyono, Andreas; Christady, Hary
Civil Engineering Forum Teknik Sipil Vol 18, No 1 (2008): JANUARI 2008
Publisher : Civil Engineering Forum Teknik Sipil

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To meet the need for good infrastructure of building construction, building new one is not theonly appropriate choice. Efficiency resulted from the functional substitution of existing building to be used with a new function can be a more precise alternative. The existing functional substitutio will result in the change of the building load. Based on the fact, it is necessary to evaluate the performance and the strength of structure at the existing condition to take new load and to calculate the strengthening required. The study is conducted on Building G of Campus III, Semarang University at Jl.Soekarno- Hatta, Semarang. A lecturing space in floor II was proposed to be functionally substituted into library room. It focuses on evaluating performance of structure, the strength of plate, beam, and column, and the bearing of foundation, existing condition based on SNI-2847-2002, earthquake load application based on SNI-1726-2002, and promoting a proposal for strengthening the structure required. The SAP 2000 is used to analyze the structure to gain the required strength value of U (ultimate). BETON 2000 is used to analyze the structure of existing condition to gain the existing strength value of R (resistance). The strengthening of the plate and beam is conducted by adding the Fiber Reinforced Polymer (FRP), while that of column is by adding an external reinforcement The result of the study indicates that the existing fcâ€™ is 17 MPa and the fy is 390 MPa. From evaluation on the performance of structure, it can be known that the performance of servicing limit and that of ultimate limit of the building have really met the requirement of SNI-1726-2002. Based on the result of analysis on the structure of plates in floor 2, plates of A, C, E, and H need the strengthening of flexure ability. Beam in floor 2 : 1 A-E ; 1 E-I ; 2 A-E ; 2 E-I ; 3 C-E and ring beam : 0 A-C ; 0 C-E ; 0 E-G ; 0 G-I ; 3 C-E ; 3 E-I require the strengthening of flexure ability and shear ability. The strengthening of flexure and shear abilities by adding the FRP is found to be able to add the flexure and shearing abilities of plates and beam. The result of analysis on the strengthening of flexure ability by adding reinforcement shows that it can add the flexure ability of column. And form analysis on foundation, it can be known that foundation is able to bear new load so it does not require the strengthening.

ANALISIS GEOMETRIK FASILITAS SISI UDARA BANDAR UDARA INTERNASIONAL LOMBOK (BIL) NUSA TENGGARA BARAT Muttaqin, Aulia; Sartono, Wardhani; Christady, Hary
Civil Engineering Forum Teknik Sipil Vol 19, No 1 (2009): JANUARI 2009
Publisher : Civil Engineering Forum Teknik Sipil

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The economic growth and local advancement require increasing development of local infrastructure, including the air transportation. Selaparang airport in the Province of West Nusa Tenggara apparently has technical limitations for airside and landside development. Therefore, the local government and PT. Angkasa Pura I have formulated a policy to relocate a new airport with international standard, which is to be known as Lombok International Airport (BIL), to replace the Selaparang airport. Data used for the airport reconstruction analysis consisted of technical facilities required for the airside such as runway, taxiway and apron. The International Coorperation Aviation Organization (ICAO) and Federal Aviation Association (FAA) method were used reffering to Boeing Characteristic Airplane and the apron formulation capacity at peak time based on Japan International Coorperation Agency (JICA). Results of the analysis showed that the the reconstruction Phase I and Phase II of planned Lombok International Airport were classified as 4C and 4E, with 11 and 31 runways, respectively based on the ICAO standard by 2028. These figures were in accordance to the results of windrose analysis on system of up to 95% direction site usability factor. The planned airplanes using the airside facilty on Phase I were B 737-400 and MD 82 and B 747-400 on Phase II. The required length for runway of phase I is 3000 m, 4000 m for phase II, and 45 m runway width using the MTOW value. The taxiway dimension analysis was based on ICAO, FAA and Boeing Characteristic Airplane and resulted in 15 m taxiway for phase I and 23 m phase II. The analysis was divided into three analyses. The required apron dimensions for phase I stage 1 (2006, Phase I stage 2 (2016) and Phase II (2028) are 30.000 m2, 44.000 m2, and 123.520 m2, respectively.

IDENTIFIKASI SEBAB-SEBAB KERUSAKAN OPRIT JEMBATAN DAN ALTERNATIF PENANGANANNYA (Studi Kasus: Jembatan Nambo-Bungkutoko Kota Kendari) Subhan A.K., Muh.; Christady H., Hary; Triwiyono, Andreas
Civil Engineering Forum Teknik Sipil Vol 17, No 3 (2007): SEPTEMBER 2007
Publisher : Civil Engineering Forum Teknik Sipil

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Namboâ€“Bungkutoko bridges have had damages at the retaining walls and the piles of soil in bridge ramp clearly marked by the cracks of retaining walls and the deforming piles of soil in the bridge ramp. The structure of retaining walls of soil comprises the stone formations of 44,15 m in distance from Nambo and 40 m from Bungkutoko with various heights of retaining walls ranging from 4,22 m to 8,50 m from Nambo bridge ramp and 4,50 m to 8,20 m from Bungkutoko bridge ramp. To identify the causes of damage, analysis is conducted using Plaxis Program version 7.2. The amount of models analyzed is 9 consisted of 4 for Nambo ramp and 5 for Bungkutoko ramp. From the result sondir test, the type, depth, and properties of soil can be known, i.e. the depth of 0-2 m is soft clay, of 2-4 m clay, of 4-6 m loosen sand, and of 6-10 m solid sand. Whereas to know the solidness of soil in field, the proctor test is modified at damaged locations, each of 2 points and the results the solidness of Nambo ramp of point 01 is 8.01%, and of point 02 84.19%, while that of Bungkutoko ramp of point 03 is 82.68% and of point 04 87.05%. In providing the alternative handling of the ramp on 3 alternative is node to node anchor, bronjong and counterweight The result of the plaxis program is that at the Nambo ramp, the safety factor of STA 0+24,15 is 1.120 and that of STA 0+44,15 is 1.000, while at the Bungkutoko ramp, that of STA 0+25 is 1.169 and that of STA 0+40 is 1.000. A counterweight is chosen caused total, vertical and horizontal displacement is small and safety factor to high then as a result, at the Nambo ramp, the safety factor of STA 0+24,15 is 1.664 and that of STA 0+44,15 is 1.196, while at the Bungkutoko ramp, that of STA 0+25 is 1.694 and that of STA 0+40 is 1.208. Costs needed for all the rehabilitations of the bridge ramp with the counterweight is Rp 467.210.211

Pengaruh Lapisan Penutup Pada Lendutan Pelat yang didukung Tiang dalam Uji Dua Dimensi Yogha Caniggia; Hary Christady Hardiyatmo; Teuku Faisal Fathani
Jurnal Tekno Global Vol 8, No 1
Publisher : UNIVERSITAS INDO GLOBAL MANDIRI

ABSTRACTSubgrade in some areas of Indonesia has a very low soil bearing capacity. To overcome the problem, ground can be covered by subbase with using Nailed-slab System which is supported by mini concrete pillars. Soil material can be modeled in a pile of aluminum cylinders as a covering layer and a bamboo stick as a subgrade. Plates and pillars which are used in Nailed-slab System are made of fiberglass material with the thickness is 0.5 cm. The length of the plate (B) consists of 4 kinds, while the length of the pillar (L) consists of 3 variations. The numbers of pillar variations in this experiment consists of 1 to 4 pillars with the spacing of inter pillar is (s) = 10 cm. The load placement of the Nailed-slab System is done centrically and edge. The results showed that the installation of the pillar had a major effect in reducing the plate deflection and increasing the value of the soil reaction modulus (k). The number of pillars which are set to 4 are capable of reducing the deflection greater than the fewer set number of pillars (2 pillars). The minimum deflection occurring on flat ground due to centric loading can be reduced by 11.73%, while in the embankment land is 9.3%. As a result of edge loading, the number of 4 pillars on flat ground is capable of reducing the minimum deflection up to 9.09% more than 2 pillars. In soil embankment due to reduced deflection edge loading up to 7.91% more than 2 pillars. The comparison of the observed deflection was greater than Beam on Elastic Foundation (BoEF) program calculation results.Keywords : Nailed-slab System, subgrade reaction modulus (k), deflection, BoEFABSTRAKTanah dasar di beberapa daerah Indonesia mempunyai kuat dukung tanah yang rendah.Untuk mengatasi hal tersebut maka tanah dasar dapat dihamparkan lapis penutup dan digunakan Sistem Pelat Terpaku yang didukung oleh tiang-tiang beton mini. Material tanah dimodelkan dalam bentuk tumpukan silinder aluminium sebagai lapisan penutup dan lidi bambu sebagai tanah dasar (subgrade).Pelat dan tiang yang digunakan dalam Sistem Pelat Terpaku terbuat dari bahan fiberglass dengan ketebalan bahan yaitu 0,5 cm.Ukuran panjang pelat (B) terdiri dari 4 macam, sedangkan panjang tiang (L) terdiri dari 3 variasi. Variasi jumlah tiang dalam pengujian ini terdiri dari 1 tiang sampai 4 tiang dengan jarak antar tiang (s) = 10 cm. Hasil penelitian menunjukkan bahwa pemasangan tiang memberikan pengaruh yang besar dalam mereduksi defleksi pelat dan meningkatkan nilai modulus reaksi tanah dasar (k). Jumlah tiang 4 mampu mereduksi defleksi lebih besar dari jumlah tiang yang lebih sedikit (2 tiang). Defleksi minimum yang terjadi pada tanah datar akibat pembebanan sentris mampu tereduksi sebesar11,73%,sedangkan pada tanah timbunan sebesar 9,3%. Akibat pembebanan tepi, jumlah 4 tiang di tanah datar mampu mereduksi defleksi minimum sebesar 9,09% dibandingkan dengan 2 tiang. Pada tanah timbunan akibat pembebanan tepi defleksi tereduksi sebesar 7,91% dibandingkan dengan 2 tiang. Perbandingan defleksi hasil pengamatan yang dilakukan lebih besar dibandingkan dengan defleksi hasil analisis perhitungan program BoEF(Beam on Elastic Foundation).Kata kunci :Sistem Pelat Terpaku, modulus reaksi tanahdasar(k), defleksi, BoEF

Analisis Dinamik Fondasi Mesin Generator Sets pada Power House Building Project Lube Oil Blending Plant Isti Radhista Hertiany; Hary Christady Hardiyatmo; Fikri Faris
Jurnal Tekno Global Vol 8, No 1
Publisher : UNIVERSITAS INDO GLOBAL MANDIRI

ABSTRACTGenerator set machine foundations in the Power House Building Project Lube Oil Blending Plant is located on Cilegon Industrial Estate Area (KIEC), Banten. Machine foundation is analyzed in three conditions to check the safety condition against the dynamic load. The first condition is the existing condition where the block foundation is not embedded in the ground. From the results of the analysis of this condition, the natural frequency value is 20,077 Hz. It is very close to frequency of machine foundation, although it is safe from resonance. The vertical and horizontal amplitude is safe because smaller than permission amplitude. In the second condition, the effect of the embedded block foundation is checked, the smaller natural frequency value 13,305 Hz is safe against resonance. The amplitude value obtained is also smaller. In the last condition analyzed the embedded block foundation without using piles to determine the effect of piles during the machine foundation system. Although the results of the analysis obtained a smaller natural frequency value of about 10,628 Hz but seen from its value of vertical and horizontal amplitude, the foundation without pile is not safe. In general, it can be concluded that the existing foundation is safe from dynamic load, but it would be better if the foundation of the block is embedded on the ground. The use of piles can reduce the amplitude value of machine foundation.Keywords : machine foundation, dynamic analysis, generator setsABSTRAKFondasi mesin generator sets pada Power House Building Project Lube Oil Blending Plant berlokasi di Kawasan Industrial Estate Cilegon (KIEC), Banten. Analisis fondasi mesin dilakukan dengan tiga kondisi untuk mengecek keamanan fondasi terhadap beban dinamik. Kondisi pertama adalah kondisi eksisting dimana fondasi blok tidak tertanam dalam tanah. Dari hasil analisis kondisi ini didapatkan nilai frekuensi natural 20,077 Hz. Frekuensi natural tanah ini mendekati nilai frekuensi mesin, walaupun masih saman dari resonansi. Nilai amplitudo vertikal dan amplitudo horizontal aman karena lebih kecil dari nilai amplitudo izin. Pada kondisi kedua dicek pengaruh fondasi blok tertanam dan dihasilkan nilai frekuensi natural yang lebih kecil yakni 13,305 Hz dan aman terhadap resonansi. Nilai amplitudo yang didapat juga lebih kecil. Pada kondisi terakhir dianalisis fondasi blok tertanam tanpa menggunakan pile untuk mengetahui pengaruh pile pada sistem fondasi mesin. Walaupun dari hasil analisis didapat nilai frekuensi natural yang lebih kecil yakni sekitar 10,628 Hz, namun dilihat dari nilai amplitudo vertikal dan amplitudo horizontalnya, fondasi tanpa pile ini tidak aman. Secara umum dapat disimpulkan bahwa fondasi eksistingaman terhadap gaya dinamik, namun akan lebih baik jika fondasi blok tertanam dalam tanah. Penggunaan pile mampu memperkecil nilai amplitudo pada fondasi mesin.Kata kunci : Fondasi mesin, analisis dinamik, generator sets

Analisis Deformasi Rencana Fondasi Tangki BBM Ekasisca Contesa; Agus Darmawan Adi; Hary Christady Hardiyatmo
Jurnal Tekno Global Vol 8, No 1
Publisher : UNIVERSITAS INDO GLOBAL MANDIRI

ABSTRACTDetermining the type of foundation that will be used in a building must be adjusted to the amount of load, environmental conditions and subsoil. Construction of a fuel oil tank (TBBM) which will be build is a tank with 40.000 kL capacity and 50 m diameter. Deformation analysis of soil structure can be manually calculate and numerical calculations are performed using GEO5 Pile Group software. Analysis of the Pile Group program consists of two parts, namely Spring Method which makes the calculation of the entire pile foundation and determination of internal forces along the length of individual pile possible. The important result is rotation, settlement value, and further the dimensioning of the reinforcement cage for individual piles. For Analytcal Solution analysis is intended for analysing vertical bearing capacity of a pile group loaded solely by a vertical normal force. The analysis result comparises the vertical bearing capacity of the pile foundation and the average settlement of the pile. The results of the consolidation reduction analysis resulted in a value of 58.7 mm. For the results of numerical analysis with Geo5, the settlement in analytical solution is 23.4 mm and for a spring method analysis is 18.0 mm. The difference between the resut of manually calculation and Geo5 can occur due to possible differences by the formulation. However, the value is satified to the allowable settlement criteria so that it can be concluded that the soil can support the foundation of the tank quite stable.Keywords : tank foundation, settlement, numerical analysis, consolidation, Geo5ABSTRAKMenentukan tipe fondasi yang akan dipakai pada bangunan harus disesuaikan dengan besar beban yang akan diterima bangunan, kondisi lingkungan dan lapisan tanah. Pembangunan tangki bahan bakar minyak (TBBM) yang akan dibangun merupakan tangki dengan kapasitas 40.000 kL dan diameter 50 m, dengan kondisi tanah di lapangan berupa tanah berlapis yang terdiri dari pasir halus sampai lempung. Analisis mengenai perubahan struktur tanah dapat dilakukan secara manual dan perhitungan numeris dilakukan dengan menggunakan software GEO5 Pile Group. Analisis pada program Pile Group terdiri dari dua bagian, yaitu Spring Method yang memperhitungkan deformasi yang terjadi pada seluruh fondasi tiang dan menentukan internal forces di sepanjang tubuh tiang. Hasil analisis terdiri dari rotasi pile cap serta penurunan yang terjadi. Serta analisis Analytcal Solution yang dapat digunakan untuk menganalisis daya dukung vertikal tiang akibat beban normal vertikal yang diaplikasikan pada fondasi. Hasil analisis berupa daya dukung vertikal pada fondasi tiang dan penurunan rata-rata yang terjadi. Hasil analisis penurunan konsolidasi menghasilkan nilai sebesar 58,7 mm. Sedangkan untuk hasil analisis numeris dengan Geo5, penurunan pada analisis analytical solution menghasilkan penurunan sebesar 23,4 mm dan analisis dengan spring method menghasilkan penurunan sebesar 18,0 mm. Perbedaan hasil perhitungan antara hasil hitung secara manual dan Geo5 dapat terjadi akibat adanya kemungkinan perbedaan formulasi dari kedua cara perhitungan penurunan tersebut. Meskipun begitu, nilai tersebut masih memenuhi kriteria penurunan yang diijinkan sehingga dapat disimpulkan bahwa tanah dapat menopang fondasi tangki dengan cukup stabil.Kata kunci : fondasi tangki, penurunan, analisis numeris, konsolidasi,Geo5

Pengaruh Penambahan Abu Vulkanik pada Tanah Lunak terhadap Modulus Geser Maksimum Berdasarkan Pengujian Triaksial U-U Hadi Wira Nasarani; Ahmad Rifa’I; Hary Christady Hardyatmo
Jurnal Tekno Global Vol 8, No 1
Publisher : UNIVERSITAS INDO GLOBAL MANDIRI

ABSTRACTAs one country that has 83 volcanoes that are still active, Indonesia has natural resources in the form of volcanic ash which is pozzolan. In addition Indonesia is also a vast country so to support the equitable distribution of supporting facilities such as roads to support the development process. In the implementation of road construction is often found soil conditions that have low bearing capacity. Therefore, it is necessary to handle the subgrade of road that has low carrying capacity through stabilization with agent material.One material that meets the pozzolan material is volcanic ash. Volcanic ash of Mount Merapi has pozzolanik nature that is the nature of materials that will wake solid mass that increases harder as time increases and is difficult to dissolve in water when reacted with CaO contained in clay and lime.The study was conducted with a mixture of volcanic soil with 14 days of curing. Through triaxial testing of the efective confining pressure (σ0) of 547 kN / m2 with void ratio (e) of 1,059. The calculation of shear modulus (Gmax) was done by empirical formula proposed by Zen et al (1978) and obtained Gmax value of 134,044 Mpa as the biggest shear modulus with 25% volcanic ash and 5% lime.Keywords : pozzolan, stabilization, effective confining pressure, void ratioABSTRAKSebagai salah satu negara yang memiliki banyak gunung api yang masih aktif, Indonesia memiliki sumber daya alam berupa abu vulkanik yang melimpah dan bersifat pozzolan. Selain itu indonesia juga merupakan negara yang luas sehingga untuk menunjang pemerataan pembangunan diperlukan sarana penunjang berupa jalan untuk mendukung proses pembangunan. Dalam pelaksanaan pembangunan jalan sering dijumpai kondisi tanah yang memiliki daya dukung rendah. Oleh karena itu perlu penanganan terhadap tanah lunak yang memiliki daya dukung rendah melalui stabilisasi dengan bahan tambah. Salah satu material yang memenuhi material pozzolan adalah abu vulkanik. Abu vulkanik Gunung Merapi mempunyai sifat pozzolanik yaitu sifat bahan yang akan membentuk massa padat yang bertambah keras seiring bertambahnya waktu dan sukar larut dalam air apabila bereaksi dengan CaO yang terdapat pada lempung dan kapur. Penelitian dilakukan dengan campuran tanah-abu vulkanik dengan pemeraman 14 hari. Variasi kadar campuran yang diberikan adalah 0%, 20%, 25%, dan 30%. Selain itu dilakukan penambahan kapur 5% yang bertujuan memberikan ikatan yang baik apabila dicampur dengan tanah lempung.Melalui pengujian triaksial UU diperoleh tahanan kekang efektif (σ0)sebesar360kN/m2 dengan angka pori (e) sebesar 1,059. Perhitungan modulus geser (Gmax) dilakukan dengan rumus empiris yang diusulkan Zen dkk (1978) dan diperoleh nilai Gmax sebesar 134,044 Mpa sebagai modulus geser terbesar dengan kadar abu vulkanik 25% dan kapur 5%.Kata kunci : pozzolan, stabilisasi , tahanan kekang efektif, angka pori

PERANCANGAN FONDASI GEDUNG TEMPORARY EVACUATION SHELTER (TES) TSUNAMI DAN GEMPA Mitsaq Addina Nisa; Iman Satyarno; Hary Christady Hardiyatmo
Inersia : Jurnal Teknik Sipil dan Arsitektur Vol 16, No 2 (2020): Desember
Publisher : Universitas Negeri Yogyakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.21831/inersia.v16i2.36898

ABSTRAKTemporary Evacuation Shelter (TES) didefinisikan sebagai bangunan yang berfungsi untuk tempat tujuan evakuasi. TES disebut juga bangunan penyelamatan dan perlindungan vertikal. Selain fungsi utama TES sebagai tempat evakuasi saat terjadi bencana gempa maupun tsunami, TES diharapkan mempunyai fungsi sekunder, yaitu sebagai fasilitas umum seperti tempat rekreasi, sekolah, tempat ibadah, dan lain-lain. TES dengan konstruksi yang kuat diharapkan dapat menjadi alternatif mitigasi untuk menekan korban jiwa akibat bencana gempa dan tsunami. Untuk memastikan ketahanan dan kekuatan struktur TES, perlu dilakukan evaluasi struktur fondasi dengan memperhatikan kondisi tanah dan potensi-potensi kerusakan di sekitar lokasi, yaitu likuifaksi dan scouring. Kemudian dilakukan permodelan untuk mengetahui apakah fondasi yang direncanakan mampu menahan beban-beban yang terjadi pada bangunan dan fondasi. Kata kunci: Temporary Evacuation Shelter, vertical evacuation, fondasi, Plaxis 2D, SAP2000, Response 2000 ABSTRACTTemporary Evacuation Shelter (TES) is defined as a building used for evacuation facilities. It is also referred to as a vertical evacuation building. In addition to the main function of TES as an evacuation site during an earthquake or tsunami, TES also has a secondary function, namely as public facilities such as recreation areas, schools, places of worship, and others. A well-constructed TES is expected to be an alternative mitigation to reduce damage and casualties due to earthquakes and tsunamis. To ensure the durability and strength of the TES structure, it is necessary to evaluate the foundation structure by checking soil conditions and potential structural failures around the site, namely liquefaction and scouring. The TES substructure is modeled to see whether the design foundation can withstand the loads that occurred to the building and foundations. Keywords: Temporary Evacuation Shelter, vertical evacuation, foundation, Plaxis 2D, SAP2000, Response 2000.

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