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STRUCTURAL BEHAVIOR OF PILE CAP 3 PILE WITH EKSENTRIC LOAD DESIGNED USING STRUT AND TIE MODEL WITH NUMERICAL METHOD Panji Ginaya Taufik; Djoko Sulistyo; Akhmad Aminullah
Media Teknik Sipil Vol. 17 No. 1 (2019): Februari
Publisher : Department of Civil Engineering, Faculty of Engineering, University of Muhammadiyah Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.22219/jmts.v17i1.7483

Pile cap is a structure to distribute load from the upper structure to the sub structure. Often the planning of the pile cap is approached as a two way slab or beam with pile as restrain, by consider the bending and shear separately. As is the case with conventional methods that consider 1-way shear, 2-way shear, and bending separately. The strut and tie model can be used as an alternative method in designing a pile cap, by approaching the stress trajectory with the truss model. In this study, a pile cap will be designed using the conventional method and the strut and tie model, the pile cap with 3 pile cap and an eccentric load. Then the results are tested numerically using Abaqus to determine the difference in behavior. The main reinforcement results from the strut and tie model method are more evenly stressed than the conventional method, also the vertical load needed to achieve the main reinforcement yield stress strut and tie model (1100 kN) is greater than the conventional method (900 kN).

EVALUASI HUBUNGAN BIAYA INVESTASI TERHADAP KUALITAS KENYAMAN PADA PERUMAHAN Pratiwi Dian Ilfiani; Suprapto Siswosukarto; Djoko Sulistyo
Inersia : Jurnal Teknik Sipil dan Arsitektur Vol 15, No 2 (2019): Desember
Publisher : Universitas Negeri Yogyakarta

ABSTRACTThe demand for housing has never stopped because the population growth always increased. Technical Guidelines for the Construction of Healthy Houses issued by the Minister of Regional Regional Development states that a house as a place of residence must meet indoor health and comfort requirements which is influenced by lighting, airing, air temperature and humidity. This study uses natural lighting, natural ventilation, room humidity and acoustic comfort as variables. The object of this study is limited to the building area of a maximum of 70 m2 with four sample that maintain the original house shape from the design of the developer. Three out of four houses showed the relation between investment and indoor comfort, the higher investment improve indoor comfort. But, one of them showed different pattern, this is because the investment value is influenced by the accessibility of site and buildings.This study found that indoor comfort is influenced by design factors and micro climates. While home investment is influenced by the design and accessibility of site and buildings.Keywords: indoor comfort, lighting, natural ventilation, humidity, acoustic comfort ABSTRAK Tuntutan adanya sebuah rumah tidak pernah berhenti karena pertumbuhan penduduk yang selalu meningkat. Pedoman Teknis Pembangunan Rumah Sederhana Sehat yang dikeluarkan oleh Menteri Permukiman dan Prasarana Wilayah (2002) menyatakan bahwa rumah sebagai tempat tinggal yang memenuhi syarat kesehatan dan kenyamanan dipengaruhi aspek pencahayaan, penghawaan, serta suhu udara dan kelembaban dalam ruangan. Adapun variabel yang diangkat terdiri dari pencahayaan alami, penghawaan alami, kelembaban ruang dan kebisingan. Objek dari penelitian ini dibatasi pada dengan luas bangunan maksimal 70 m2 dengan empat sampel rumah yang mempertahankan bentuk rumah asli dari desain pengembang. Dari empat rumah, tiga diantara menunjukkan hubungan bahwa semakin tinggi investasi semakin baik kualitas kenyamanan di dalamnya. Akan tetapi satu diantaranya memperlihatkan pola yang berbeda, hal tersebut dikarenakan nilai investasi yang dipengaruhi oleh nilai aksesibilitas lahan dan bangunan. Penelitian ini pada akhirnya mendapatkan hasil bahwa kenyamanan dalam ruang dipengaruhi oleh faktor desain rumah dan iklim mikro. Sedangkan investasi rumah dipengaruhi oleh desain dan nilai aksesibilitas lahan dan bangunan. Kata kunci: kenyamanan dalam ruang, pencahayaan, penghawaan, kelembaban, kebisingan

EKSPERIMEN PADA STRUKTUR PILE CAP TIGA TIANG DENGAN METODE STRUT AND TIE MODEL Maulana Agung Sedayu; Djoko Sulistyo; Akhmad Aminullah
Inersia : Jurnal Teknik Sipil dan Arsitektur Vol 15, No 2 (2019): Desember
Publisher : Universitas Negeri Yogyakarta

ABSTRACTIn general, the design of the pile cap structure still uses conventional method assuming all regions experience linear strain. However, in reality the strain distribution in the cross section of the structure is not always linear so that a rational analysis method is needed with the assumption that is close to the actual condition using the strut and tie model method. This study aims to determine the behavior of crack pattern in the pile cap designed using the strut and tie model method (SNI 2847:2013 Appendix A) compared to conventional methods (SNI 2847:2013 Article 15). The specimen is the pile cap with three-piles and concentrated load, each of which has three methods. Loading is a static load that is channeled through a column located centric towards the structure of the pile cap. The results show that: the entire test object based on the two methods have flexural crack pattern. The average load capacity of the first crack (Pcr) on the specimen was designed using the strut and tie model and the conventional method were 239.0 kN and 193.7 kN. The average of crack width on the specimen using the strut and tie model and the conventional method were 0.68 mm and 3.88 mm.Keywords: crack pattern, pile cap, three-piles, strut and tie model ABSTRAK Pada umumnya perancangan struktur pile cap masih menggunakan metode konvensional dengan asumsi semua daerah mengalami regangan linier. Akan tetapi pada kenyataannya distribusi regangan pada penampang struktur tidak selalu linier sehingga diperlukan suatu metode analisis yang rasional dengan asumsi yang mendekati kondisi sebenarnya yaitu menggunakan metode strut and tie model. Penelitian ini bertujuan untuk mengetahui perilaku pola retak pada pile cap yang dirancang dengan metode strut and tie model (SNI 2847:2013 Lampiran A) dibandingkan dengan metode konvensional (SNI 2847:2013 Pasal 15). Pada setiap metode terdiri dari tiga buah benda uji berupa pile cap tiga tiang dengan beban sentris. Pembebanan berupa beban statis yang disalurkan melalui kolom yang terletak sentris terhadap struktur pile cap. Hasil pengujian menunjukkan bahwa keseluruhan benda uji berdasarkan kedua metode mempunyai pola retak lentur (flexural crack). Untuk rata-rata kapasitas beban saat retak pertama (Pcr) pada benda uji yang dirancang menggunakan metode strut and tie model dan metode konvensional adalah sebesar 239,0 kN dan 193,7 kN. Kemudian rata-rata lebar retak pada benda uji menggunakan metode strut and tie model dan metode konvensional adalah sebesar 0,68 mm dan 3,88 mm. Kata kunci: pola retak, pile cap, tiga tiang, strut and tie model

ANALISIS REGANGAN BAJA TULANGAN PADA STRUKTUR PILE CAP EMPAT TIANG METODE STRUT AND TIE MODEL Sukarman Sukarman; Djoko Sulistyo; Inggar Septhia Irawati
Inersia : Jurnal Teknik Sipil dan Arsitektur Vol 15, No 2 (2019): Desember
Publisher : Universitas Negeri Yogyakarta

ABSTRACTPile cap is one of the many types of structures that are entirely Disturbed-region. The structure undergoes a non-linear strain because it was meeting point of the pile and column with centralized forces. In addition, geometry changes occur at the meeting between the column, pile cap, and pile, so the Bernoulli concept is no longer suitable for this condition. Pile cap testing consists of two groups of specimens and each group consists of three specimens. The first group was designed using the STM method (SNI 2847: 2013 Appendix A) and the second group was designed using conventional methods (SNI 2847: 2013 Article 15). Loading is the application of a centralized static load that is channeled through a centric column until the pile cap structure has collapsed. The results show that: (1) The flexural reinforcement which experiences the first yield condition both on the pile cap testing of the STM method and in the conventional method was the X direction flexural reinforcement (outsidest flexural reinforcement). (2) The average strain of the yield conditions and load on the pile cap STM method were 2242 με and 528.97 kN, whereas the conventional method were 2436 με and 437.03 kN. (3) Increasing the load capacity of the yield conditions (Py) of the pile cap STM method and conventional method on the plan load (Pn) were 32.2% and 9.3%.Keywords: pile cap, four piles, Strut and Tie Model (STM) ABSTRAK Pile cap merupakan salah satu dari jenis struktur yang sepenuhnya merupakan daerah terganggu (Disturbed-region). Struktur tersebut mengalami regangan non-linear karena merupakan titik pertemuan pile dan kolom dengan gaya-gaya terpusat. Selain itu, terjadi perubahan geometri pada pertemuan antara kolom, pile cap, dan pile, sehingga konsep Bernoulli tidak cocok lagi pada kondisi tersebut. Pengujian pile cap terdiri dari dua kelompok benda uji dan masing-masing kelompok terdiri dari tiga buah benda uji. Kelompok pertama dirancang menggunakan metode STM (SNI 2847:2013 Lampiran A) dan kelompok kedua dirancang menggunakan metode konvensional (SNI 2847:2013 Pasal 15). Pembebanan berupa penerapan beban statik terpusat yang disalurkan melalui kolom sentris sampai struktur pile cap mengalami keruntuhan. Hasil menunjukkan bahwa: (1) Tulangan lentur yang mengalami kondisi leleh terlebih dahulu baik pada pengujian benda uji pile cap metode STM maupun pada metode konvensional adalah tulangan lentur arah X (tulangan lentur terluar). (2) Rata-rata regangan kondisi leleh dan beban pada benda uji pile cap metode STM adalah 2242 με dan 528,97 kN, sedangkan pada metode konvensional adalah 2436 με dan 437,03 kN . (3) Peningkatan kapasitas beban kondisi leleh (Py) pada benda uji pile cap metode STM dan metode konvensional terhadap beban rencana (Pn) adalah 32,2 % dan 9,3 %. Kata kunci: pile cap, empat tiang, Strut-and-Tie Model (STM)

Analisis Lentur Balok Penampang T Berlubang Memanjang Menggunakan Metode Elemen Hingga Non-linier Praganif Sukarno; Muslikh "."; Djoko Sulistyo
Semesta Teknika Vol 14, No 1 (2011): MEI 2011
Publisher : Universitas Muhammadiyah Yogyakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.18196/st.v14i1.563

Numerical analysis is a time-, cost- and equipment-effective method to study the behavior of structures. ATENA is one of the available software-based on finite element method. Hollow cross section is one way to reduce the weight of concrete beam. The effect of holes on beam may reduce the bending resistance. The hollow beam was numerically modeled which and subsequently analyzed using the ATENA v.2.10 software. Material parameters being used as input data was obtained from laboratory tests, assuming that steel-concrete bond was prefect, and and the steel reinforcement was modeled as discrete. The results of numerical analysis of the ATENA were then compared with experimental test results on the flexural behavior and serviceability limit state of reinforced concrete hollow beams lengthwise (Amir, 2010), then study the variation of quality parameters of concrete and the hole size variations. The results shows that the collapse load of hollow beam reached only 96.71% and deflection reached 135.96%. Stiffness of hollow concrete beam was also showed a higher stiffness of the experiment. The crack pattern is flexural fracture and very much agree with that of the experiments. Test parameters of concrete quality variations as well as the hole size variation showed higher concrete quality/size of the hole will reduce the ductility of beam.

Perilaku Geser pada Keadaan Layan dan Batas Balok Beton Bertulang Berlubang Memanjang Wiku A Krasna; Djoko Sulistyo; Bambang Supriyadi
Semesta Teknika Vol 13, No 2 (2010): NOVEMBER 2010
Publisher : Universitas Muhammadiyah Yogyakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.18196/jst.v13i2.715

I cross-section of reinforced concrete reduces weight and concrete needs, but the reduction in strength is not considerably large. In addition, I section reinforced concrete beam is relatively complicated and takes much longer time for manufacturing. Another geometric cross-section which results in equivalent weight reduction with that of I cross-section concrete beam may be hollow square crosssections of reinforced concrete beams. This research was conducted to identify and compare the behavior of the shear and dynamic effects of hollow core reinforced concrete beam with an I cross-section beam that equivalent with its. The specimens being tested were four reinforced concrete beams, of 2000 mm length, consisted of a T beam with bottom flange as control beam (BK) possessing dimensions of bfa = 600 mm, bw = 125 mm, bfb = 200 mm, h = 300 mm, tf = 100 mm, and three hollow core T beams as tested beam (BB1, BB2 and BB3) possessing dimensions of bf = 600 mm, bw = 200 mm, blubang = 75 mm h = 300 mm, tf = 100 mm. Static loading was applied by means of a hydraulic jack in a four-point loading system, were. Dynamic loading test was carried out by vibrating the beams to obtain the natural frequency, where the vibrating load were produced by a mechanical vibrator. Whilst the data on the static load carrying capacity was recorded at the first crack and at each initial additional crack until the ultimate fracture, those on dynamic loading was recorded on the solid block, at the first crack and at yield. The parameters being used was the magnitude of deflection, strain of the reinforcing steel and concrete, crack pattern and natural frequency. It can be concluded that the hollow core reinforced concrete beam can be used as an alternative to I section reinforced concrete beam. It was noticed that the difference in shear load carrying capacity between control beam (BK) and hollow beam (BB) was not considerably significant, where the difference between BK (299.3 kN) and BB1 (337.6 kN) is 12.79%, that with BB2 (350, 6 kN) or 17.14%, and that with BB3 (289.4 kN) or −3.31%. The natural frequency of BK is 58.594 Hz, 15.769% larger than the natural frequency of BB3 with 49.354 Hz. The natural frequencies of tested beam decreased with the increased of damage to the beam.

KORELASI KUAT TEKAN TERHADAP KAPASITAS GESER BALOK BETON DENGAN VARIASI PERAWATAN Elviana Elviana; Ashar Saputra; Djoko Sulistyo
Inersia : Jurnal Teknik Sipil dan Arsitektur Vol 15, No 2 (2019): Desember
Publisher : Universitas Negeri Yogyakarta

ABSTRACTThe beam material in the construction world is designed to withstand collapse due to bending, diagonal drag, and sliding. Shear behavior in design becomes a very complex problem and is not easy to predict. However, failure due to the influence of shear forces is avoided in the design world due to damage that occurs without prior precautions, so that building users do not have the opportunity to save themselves. The study of variables that determine shear forces is a contradictory debate. One of the influential variables is the compressive strength of concrete (fc’). This work examines the correlation of compressive strength to the shear capacity of concrete beams with variations in care because there is still very little literature in Indonesia that studies the relationship of the two variables. Tests carried out on beams with reinforcement and without reinforcement which have pxlxt size is 1000x200x400 mm by getting the behavior of the point load at the center of the span (three-point load). Maintenance variations are carried out by testing in wet conditions as material representation in water construction and dry conditions for ordinary buildings. After 150 days of study, it was found that the compressive strength of concrete had a higher correlation with the strength of the concrete at the time of cracking (Vcr) than the strength of ultimate concrete (Vu). Wet conditions will produce lower strength than linear conditions with linear correlation levels of both.Keywords: concrete, compressive strength, shear strength, concrete treatment ABSTRAK Material balok dalam dunia konstruksi dirancang untuk tahan terhadap keruntuhan akibat lentur, tarik diagonal, dan geser. Parilaku geser dalam perancangan menjadi permasalahan yang sangat kompleks dan tidak mudah untuk diprediksi. Namun demikian kegagalan karena pengaruh gaya geser sangat dihindari dalam dunia perancangan dikarenakan kerusakan yang terjadi tanpa didahului dengan peringatan terlebih dahulu, sehingga pengguna bangunan tidak memiliki kesempatan untuk menyelematkan diri. Pengkajian mengenai variabel yang menentukan kekuatan geser menjadi sebuah perdebatan yang kontradiktif. Salah satu variabel yang berpengaruh adalah kekuatan tekan beton (fc’). Penelitian ini mengkaji mengenai korelasi kuat tekan terhadap kapasitas geser balok beton dengan variasi perawatan dikarenakan masih sangat sedikit literatur di Indonesia yang melakukan pengkajian hubungan kedua variabel tersebut. Pengujian dilakukan pada balok dengan tulangan dan tanpa tulangan yang memiliki ukuran pxlxt adalah 1000x200x400 mm dengan mendapatkan perilaku beban titik di pusat bentang (three-point load). Variasi perawatan dilakukan dengan melakukan pengujian pada kondisi basah sebagai representasi material pada konstruksi bangunan air dan kondisi kering untuk bangunan biasa. Setelah dilakukan pengkajian selama 150 hari diperoleh hasil bahwa kuat tekan beton memiliki korelasi lebih tinggi terhadap kekuatan beton pada saat retak (Vcr) daripada kekuatan beton ultimit (Vu). Kondisi basah akan menghasilkan kekuatan yang lebih rendah dari kondisi kering yang linier dengan tingkat korelasi keduanya. Kata kunci: beton, kuat tekan, kuat geser, perawatan beton

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