Tinjauan Kuat Geser Balok Beton Sederhana dengan Sengkang Kombinasi Antara Sengkang “Alternatif” dan Sengkang Model “U” Atau “n” yang Dipasang Secara Miring Sudut Tiga Puluh Derajat

Beton bertulang memerlukan penulangan berupa penulangan lentur dan geser. Penulangan lentur dipakai untuk menahan momen lentur, sedangkan penulangan geser (sengkang) digunakan untuk menahan beban geser. Umumnya bagian tulangan sengkang yang berfungsi menahan beban geser adalah arah vertikal, sedangkan arah horisontal tidak diperhitungkan menahan beban gaya yang terjadi pada balok. Bagian tulangan sengkang arah vertikal mencegah terbelahnya balok akibat adanya geser. Penelitian ini dilakukan untuk mengkaji tentang kekuatan sengkang kombinasi antara sengkang “alternatif” dan sengkang model “u” atau “n” dan membandingkan dengan kekuatan sengkang konvensional yang dipasang secara miring sudut 30°. Penelitian ini bertujuan mengetahui: beban geser maksimal, kuat geser, dan besar perbedaannya antara sengkang konvensional dan sengkang kombinasi antara sengkang “alternatif” dan sengkang model “u” atau “n” yang dipasang secara miring sudut 30° pada konstruksi balok beton sederhana. Penelitian dilaksanakan dalam 5 tahap yaitu: tahap persiapan bahan-bahan dan alat-alat penelitian, pemeriksaan kualitas bahan-bahan penelitian, penyediaan benda uji, tahap pengujian kuat tekan beton dan kuat geser sengkang balok beton bertulang; serta tahap analisis dan pembahasan. Lokasi penelitian adalah di Laboratorium Bahan Bangunan di Prodi Teknik Sipil FT UMS. Total sampel benda uji yang dibuat sejumlah 20 buah, tiap variasi dibuat 2 sampel. Variasi tersebut menggunakan spasi sengkang 75 mm dan 100 mm, ukuran balok lebar 15 cm dan tinggi 20 cm, dengan bentang balok 100 cm. Berdasarkan hasil analisis diketahui bahwa ada perbedaan kuat geser antara tulangan sengkang konvensional dan tulangan sengkang kombinasi antara sengkang “alternatif” dan sengkang model “u” atau “n” yang dipasang secara miring sudut 30°, yaitu selisih kuat geser maksimal berkisar berkisar antara 19,21% - 40,85% untuk spasi sengkang 75 mm dan 14,10% - 19,72% untuk spasi sengkang 100 mm. Secara umum dapat dinyatakan bahwa sengkang konvensional lebih kuat bila dibandingkan dengan sengkang kombinasi antara sengkang “alternatif” dan sengkang model “u” atau “n”

Evaluasi Biaya Pekerjaan Proyek Pembangunan Gedung Kuliah 5 Lantai dengan Sistem Daktail Penuh di Wilayah Gempa 3

Project management is always disclosed that a project in its implementation must meet 3 criteria, namely project cost, quality of work and time of completion of work. The RAB plan of a building project must be optimally planned. Many things can be done before making RAB, including the selection of designs and materials to be used. The selection of design and materials is very important, because it will show the quality and quality of the building. After the RAB is complete, there are still some work items with large budget costs that still need attention. Librarian technique is to obtain information and data about theories related to the subject matter obtained from the literature, lecture materials, construction magazines, internet media and other print media. Building Planning Lecture Data 5 Floor with Full Dectail Principle in Earthquake Area 3. RIKSA DW. Recapitulation of cost budget Working structure of a 5-floor college building with a full ductile system of Rp. 3,669,072,000.00

Tinjauan Kuat Tekan dan Kuat Lentur Dinding Pasangan Batu Bata Dengan Perkuatan Diagonal Tulangan Baja

Most of the Indonesian buildings using a conventional wall or brick as a building wall because in addition to readily available and have a low prices, bricks have a nature that is resistant to high temperatures. Brick walls require modification or retrofitting to increase the strength of a brick wall. Brick wall that has been reinforced by concrete beams with diagonal steel reinforcement is considered possible to add positive value masonry walls and can minimize the damage caused by natural disasters or accidents that occur on the wall. Especially on the brick wall of 1 floor simple house buildings. This research is aims for determine how much the compressive strength and flexible strength of a brick wall without diagonal reinforcement steel and a brick wall with diagonal reinforcement steel . Reinforcement steel is a material that has a high tensile strength and have a good flexible strength. In this research, steel reinforcement were applied with 0.45 of cement water factor (fas).The variation of samples are 5 pieces of cylinders concrete with 30 cm of height and 15 cm of diameter, 5 pieces of cubes mortar with 5 cm of length, 5 cm of width and 5 cm of height, and 24 pieces brick walls with 100 cm of length, 50 cm of width and 12 cm of height . From the research conducted at the Laboratory of Building Materials, Department of Civil Engineering, Faculty of Engineering, University of Muhammadiyah Surakarta. From the test results of compressive strength of mortar compressive strength values obtained an average of 8.55 MPa, while in this research when the compressive strength testing of a brick wall without diagonal steel reinforcement has an average of 0.919 MPa and a brick wall with diagonal steel reinforcement has an average compressive strength 1,167 MPa, the results of this research is using a diagonal steel reinforcement has a high compressive strength. the strength flexible testing of a brick wall with no diagonal reinforcement steel has an average value of 2.605 MPa and the average value of the flexible strength of a brick wall with diagonal reinforcement steel amounted to 4.452 MPa, the results of these research use a steel diagonal reinforcement has more high value of strength flexibility. From the test result we can conclude that the brick wall with diagonal steel reinforcement is suitable use for simple building in the Indonesian country that frequent of the earthquake disasters, because the compressive strength and flexible strength were quite good. Keywords : Brick Wall, Compressive Strength, Flexible Strength, Diagonal Steel Reinforcement

Evaluasi Rencana Anggaran Biaya Perencanaan Gedung Kuliah 5 Lantai Dengan Sistem Rangka Pemikul Momen Menengah Di Wilayah Surakarta

Cost budgeting plan (RAB) has a very important function in the world of construction, not only for professionals but for everyone who wants to be involved in the construction world itself like owner or investor.namun way budget cost calculation is not easy and takes time not short. This evaluation aims to find to calculate cost budget plan In the design of the building structure calculated by the method of unit price analysis in the building with Medium Moment Resisting Frame System (SRPMM) Surakarta region, the result of the calculation of the difference between the cost of floors obtained the result known budget the smallest cost rooftop of Rp 1,225,093,603,01, - and the largest budget is the 4th and 5th floors of Rp 2,119,636,090,56, - ​​and the total budget for the construction of a 5-floor college building with a medium-skidding system for the Surakarta region of Rp 13,772 .581.000,00,

Analisis Kekedapan Beton Dengan Memanfaatkan Tanah Pozolan Di Kecamatan Tulakan - Pacitan Sebagai Pengganti Sebagian Semen Portland

Pada saat ini, teknologi di bidang kontruksi berkembang sangat pesat. Salah satu perkembangan teknologi pada bidang kontruksi yaitu perkembangan tentang teknologi beton. Penggunaan beton pada kontruksi bangunan semakin bertambah luas, baik pada kontruksi gedung, bendungan, jalan raya, jembatan dan lain-lain. Selama ini bahan bangunan yang paling banyak digunakan adalah beton. Hal tersebut tidak dapat dipungkiri karena hampir semua jenis bangunan menggunakan beton. Permeabilitas tanah adalah kumpulan partikel padat dengan rongga yang slaing berhubungan. Rongga ini memeungkinkan air dapat mengalir di dalam partikel melalui rongga dari satu titik yang lebih tinggi ke titik yang lebih rendah. Sifat tanah yang memungkinkan air melewatinya pada berbagai laju air tertentu disebut permeabilitas tanah. Dari data yang diperoleh dari Tabel, Nilai permeabilitas beton rata-rata normal sebesar 0,0041 MPa. Pada penggantian tanah Tulakan sebesar 5% dan kapur 10% nilai permeabilitas rata-ratanya sebesar 0,00374 MPa, pada penggantian tanah Tulakan sebesar 10% dan kapur 10% nilai permeabilitas rata-ratanya sebesar 0,00288 MPa, pada penggantian tanah Tulakan sebesar 15% dan kapur 10% nilai permeabilitas rata-ratanya sebesar 0,00322 MPa, pada penggantian tanah Tulakan sebesar 10% dan kapur 10% nilai permeabilitas rata-ratanya sebesar 0,00294 MPa. Permeabilitas turun menandakan tingkat porositas lebih kecil sehingga kekedapannya tinggi ( lebih kedap air ). Permeabilitas naik menandakan tingkat porositasnya lebih besar sehingga kekedapanya kecil ( lebih mudah menyerap air). Dari hasil permeabilitas beton diatas dapat dilihat bahwa penggantian semen dengan tanah Tulakan ( dan kapur 10% ) mengalami perubahan naik turun. Menurun pada Beton Normal,5%, 10%, mengalami kenaikan di beton 15% dan mengalmi penurunan di beton 20%

Perilaku Kuat Tekan dan Kuat Lentur Dinding Pasangan Batu Bata Dengan Perkuatan Diagonal Tulangan Bambu

When there is an earthquake, wall is part of most frequent damage. In high-rise buildings it has to be strengthen with crosswise steel reinforcement wall. For a one floor building walls which is not planned mostly, so the damage is severe enough, therefore diagonal reinforcement are needed to minimize the damage. Installation of the same reinforcement in the walls of high-rise building does not allow for a one floor building because it requires expensive cost and experts engineering, to solve the problem of steel reinforcement concrete it can be replaced with diagonal filled bamboo reinforcement because concrete and bamboo materials is better known with mostly people. This research is aimed to analyze the compressive strength and flexural strength of the walls without reinforcement and concrete walls reinforced with diagonal bamboo reinforcement. There is 4 pieces wall samples of each test with the size (100 x 50 x 12) cm with mortar ratio 1: 5, lightweight concrete mix design by trial and error. Braces diameter use size 4 mm with a distance of 15 cm and while the main reinforcement use 6 mm and concrete diagonal filled with bamboo type reinforcement lear maximum size is 8 mm. Analysis of the data by comparing the average results with each test performed wall. From the test results obtained concrete cylinders 1,709 gr / cm3 density and 5.83 MPa of compressive strength. Mortar compressive strength of the test gained 8.55 MPa. Testing of brick masonry walls without reinforcement diagonal values obtained an average 0.915 MPa of compressive strength whereas brick wall with diagonal reinforcement bamboo reinforcement values obtained an average 1,109 MPa of compressive strength. Testing of brick masonry walls without reinforcement diagonal values obtained average 2,670 MPa of flexural strength whereas brick wall with diagonal reinforcement bamboo reinforcement flexural strength values obtained an average of 3,260 MPa. From the data above it can be concluded the compressive strength and flexural strength of brick masonry walls with diagonal reinforcement bamboo reinforcement is greater than brick masonry walls without reinforcement

Study Performance On Medical Faculty Building of Universitas Muhammadiyah Surakarta With Pushover Analysis

The Medical Faculty Building of Universitas Muhammadiyah Surakarta is a building with six floors of lectures planned able to withstand the maximum earthquake load forces to the earthquake area 3. With the new facility in the world of construction especially in analyzing a structure-based force of quake happens, namely one with pushover analysis. This analysis uses the improved lateral load (increment) gradually until the onset of the plastic hinge and collapsed. This analysis objectives at knowing the capacity curves, peformance point, and formation stages of plastis hinge until the building collapsed structures. Research methods using pushover analysis procedure for A method of spectrum capacity ATC-40. This performance analysis by providing lateral static force with multiplier gradually until a point of reference the structure undergoes a displacement. Planning with partially ductile designing a scheme collapse joint plastis occur in beams first and then followed by the last column. By pro viding a static earthquake force on Y direction by gradually until the building collapsed. The results of the analysis showed that the largest base shear force was 1030,184 tons in the 4th step pushover analysis. Based on the capacity curves obtained peformance point shows base share force V t = 706,779 tons displacement at the 3rd step is 1,2695 m > 0,093 m (D t ). The performance of the structure does not cross the line IO (Immediate Occupancy). Maximum total drift is 0,0041 and a maximum total drift inelastic is 0.003. Thus shows that the building be reviewed is included in levels of Immediate Occupancy (OI). On the third itration, condition of plastis hinges when earthquake force exceeded still to stage a performance of Immediate Occupancy. But the pushover analysis will be impose the structure for suffered a collapse with the indicated first on the 16th step and itration stop at 6th step. The results of the last itration has a very far itration distance when peformance point shows partially ductile concept namely weak beam strong column is not achieved. With shown by the first plastis hinge decreased performance on the column. However the building peformance in the earthquake force plan shows very good and safe results, building in the Immediate Occupancy performance. So if an earthquake with maximum force then the structure will only be having a bit of damage to structures and non-structure and the building can be directly reused

Tinjauan Kuat Lentur Balok Beton Bertulang Dengan Tambahan Tulangan Baja Menyilang Pasca Bakar Dengan Berbagai Variasi Waktu

Heating in concrete due to fire would result in a fundamental change of its nature. The concrete will be cracked, spalled, and loss of its strenght. Loss of strenght occurs because the chemical composition changes gradually in the cement paste. A fire would caused a fears of the collapse of a building, because the construction of the building is not safe anymore. Therefore the reinforcement of concrete beams need to be reinforced with additional steel bars are fitted crosswise to add the strenght flexure of its and reduce the risk of crack increment. This research is aims to determine the flexure strenght of reinforced beams with the addition of steels are fitted crosswise before and after burned and to compare the flexure srtenght of reinforced concrete beams are testing in laboratory experiments and analytically. Materials used in this study are sand, cement, gravel, water, and steel reinforcement. The conctrete plans based on a comparison of the cement, sand, and gravel is 1:2:3 that produce f’c = 16,26 Mpa. The factor of cement water (f.a.s) used is 0,5. In this research, variations of burning time is 0, 30, 60, 90, and 120 minute. The result showed that moment capacity of concrete beams without burning is 15,532 kN.m, moment capacity of concrete beams after burned for 30 minute is 14,531 kN.m, moment capacity of concrete beams after burned for 60 minute is 12,495 kN.m, moment capacity of concrete beams after burned for 90 minute is 8,859 kN.m, moment capacity of concrete beams after burned for 120 minute is 7,207 kN.m. Analitically, the result of moment capacity of concrete beams without burning is 14,876 kN.m, moment capacity of concrete beams after burned for 30 minute is 14,534 kN.m, moment capacity of concrete beams after burned for 60 minute is 13,975 kN.m, moment capacity of concrete beams after burned for 90 minute is 13,794 kN.m, and moment capacity of concrete beams after burned for 120 minute is 13,424 kN.m. the result also showed that there is always a decline in the flexure strenght of reinforced beams with increasing time of fuel. Key word : Reinforced concrete beams, Post-combustion, moment capacityof bea

Flexural And Compressive Strength Of Brick Wall Panels With Wiremesh Reinforcement

Wall is one of the important elements of the building and serves to separate and form a space in residential buildings or storied. In the development of the world very rapidly and building construction technology advances, many new innovations are found on the walls of one of them is a precast wall panels with reinforcement.Wall panels have a high quality and provide convenience in workability and structural systems efficiently determine the construction budget, the concrete in the wall panels were replaced by bricks coated mortar to become the cheaper alternative, and required a different method, namely red brick mounted horizontally for creating a thinner wall and efficiently. The test object is created with a size of 50 cm width, 100 cm length and 10 cm height for testing compressive strength and flexural strength, the lifes of the specimen are planned up to 28 days. On specimen maintained by way of watered.Tests performed at this research is testing the compressive strength and flexural strength at 28 days. At the lifes of 28 day compressive strength values obtained without wiremesh reinforcement of 1,878 MPa and compressive strength with wiremesh reinforcement at 2.10 MPa, for flexural strength without reinforcement wiremesh obtained a value of 1.493 MPa and with wiremesh reinforcement of 3,800 MPa. In this case the visible increase in the compressive strength and flexural due wiremesh reinforcement

Pemanfaatan Pecahan Tempurung Kelapa Sebagai Fiber Dalam Campuran Adukan Beton

Beton adalah campuran antara semen, agregat halus, agregat kasar dan air sehingga membentuk massa padat. Beton memiliki sifat yang mudah dibentuk sesuai keinginan. Bahan dasar penyusunanya juga mudah didapat, selain semen, agregat dan air. Adapun bahan tambah yang digunakan dalam campuran adukan beton, di antaranya bahan kimia, bahan serat serta bahan non kimia. Dalam penelitian ini menggunakan metode SNI T-15-1990-03 dengan faktor air semen 0,4 dengan bahan tambah pecahan tempurung kelapa dengan ukuran maksimum 3 cm x 4 cm. Pengujiannya menggunakan benda uji berbentuk silinder dengan ukuran tinggi 30 cm, diameter 15 cm. Bahan-bahan yang digunakan adalah pasir klaten, batu pecah Wonogiri, semen merk Holcim, air di ambil dari Laboratorium Bahan Bangunan Program Studi Teknik Sipil Fakultas Teknik Universitas Muhammadiyah Surakarta, bahan tambah pecahan tempurung kelapa, dengan variasi penambahan 0%, 5%, 10%, 15%, dan 20% dari berat agregat kasar yang digunakan. Jumlah sampel 5 silinder untuk setiap variasi penambahan, sehingga total benda uji adalah 50 silinder. Perencanaan campuran mengacu pada metode SNI-1990 dengan faktor air semen (fas) 0,4. Pengujian dilaksanakan pada umur 28 hari di Laboratorium Bahan Bangunan Program Studi Teknik Sipil Fakultas Teknik Universitas Muhammadiyah Surakarta. Tujuan dari penelitian ini untuk mengetahui kuat tekan dan tarik belah beton dari tiap-tiap persentase penambahan pecahan tempurung kelapa dalam campuran adukan beton dan mengetahui persentase optimum penambahan pecahan tempurung kelapa dalam campuran adukan beton, sehingga diperoleh kuat tekan dan tarik belah yang maksimum. Hasil penelitian ini dapat disimpulkan bahwa campuran adukan beton dengan penambahan pecahan tempurung kelapa sebesar 5% pada fas 0,4 dari berat agregat kasar yang digunakan dapat menghasilkan nilai kuat tekan maksimum 32,482 MPa, sedang kuat tekan beton normal 30,094 MPa sehingga terjadi penambahan kuat tekan beton sebesar 7,94% dan diperoleh persentase kuat tekan optimum sebesar 3,2% dengan kuat tekan maksimum 33,120 MPa. Kuat tarik belah beton dengan penambahan pecahan tempurung kelapa sebesar 5% pada fas 0,4 dari berat agregat kasar yang digunakan dapat menghasilkan nilai kuat tarik belah beton maksimum 1,662 MPa, sedang kuat tarik belah beton normal 1,627 MPa sehingga terjadi penambahan kuat tarik belah beton sebesar 2,18% dan diperoleh persentase kuat tarik optimum sebesar 2,2% dengan kuat tekan maksimum 1,725 MPa. Jadi dengan penambahan pecahan tempurung kelapa ke dalam campuran beton dapat meningkatkan nilai kuat tekan dan tarik belah beton dari kondisi normal sampai kondisi maksimum pada persentase 5%. Penambahan pecahan tempurung kelapa secara berlebihan (lebih dari 5%) menyebabkan nilai kuat tekan beton akan mengalami penurunan