Pub Date : 2019-05-31DOI: 10.30811/PORTAL.V10I1.969
Ibrahim Ibrahim, Abdullah Irwansyah, Syarifah Keumala Intan
Drainase berfungsi untuk memutus kelebihan air permukaan sehingga tidak mengganggu aktivitas manusia dan merusak infrastuktur lainnya. Kawasan Kampus Politeknik Negeri Lhokseumawe dan sekitarnya terdapat permasalahan drainase ini terutama banjir. Banjir ini terjadi hampir setiap tahunnya sehingga menggangu aktivitas perkantoran dan menyebabkan kerusakan dan ketidaknyaman. Untuk menjawab permasalahan ini perlu dilakukan analisa untuk mendapatkan sumber permasalahan dan solusi yang dapat dilakukan dalam rangka menyelesaikan permasalahan banjir pada Kawasan Politeknik Negeri Lhokseumawe. Penelitian ini bertujuan untuk meninventarisasi sistem/saluran drainase yang sudah ada/existing; mendapatkan peta topografi kawasan Penelitian; menganalisa kapasitas saluran dengan menggunakan software SWMM (Storm Water Management Model); dan merekomendasi sistem dan dimensi saluran. Berdasarkan hasil running model yang telah dilakukan, dihasilkan bahwa pada pias dari j29 (depan Jurusan Teknik Sipil) sampai dengan o5 (saluran di pintu masuk utama) terjadi permasalahan yaitu adalah luapan pada dua lokasi yaitu pada lokasi depan Mesjid dan lokasi depan kantin). Untuk mengatasi masalah ini salah satu cara yang dapat dilakukan adalah dengan memperbesar dimensi saluran pada lokasi tersebut. Berdasarkan hasil model SWMM dimensi yang sesuai untuk lokasi pertama adalah dengan ukuran 50 x 50 cm dan lokasi kedua adalah dengan ukuran 60 x 80 cm.
{"title":"APLIKASI SOFTWARE SWMM UNTUK STUDI PERMASALAHAN BANJIR PADA KAWASAN POLITEKNIK NEGERI LHOKSEUMAWE","authors":"Ibrahim Ibrahim, Abdullah Irwansyah, Syarifah Keumala Intan","doi":"10.30811/PORTAL.V10I1.969","DOIUrl":"https://doi.org/10.30811/PORTAL.V10I1.969","url":null,"abstract":"Drainase berfungsi untuk memutus kelebihan air permukaan sehingga tidak mengganggu aktivitas manusia dan merusak infrastuktur lainnya. Kawasan Kampus Politeknik Negeri Lhokseumawe dan sekitarnya terdapat permasalahan drainase ini terutama banjir. Banjir ini terjadi hampir setiap tahunnya sehingga menggangu aktivitas perkantoran dan menyebabkan kerusakan dan ketidaknyaman. Untuk menjawab permasalahan ini perlu dilakukan analisa untuk mendapatkan sumber permasalahan dan solusi yang dapat dilakukan dalam rangka menyelesaikan permasalahan banjir pada Kawasan Politeknik Negeri Lhokseumawe. Penelitian ini bertujuan untuk meninventarisasi sistem/saluran drainase yang sudah ada/existing; mendapatkan peta topografi kawasan Penelitian; menganalisa kapasitas saluran dengan menggunakan software SWMM (Storm Water Management Model); dan merekomendasi sistem dan dimensi saluran. Berdasarkan hasil running model yang telah dilakukan, dihasilkan bahwa pada pias dari j29 (depan Jurusan Teknik Sipil) sampai dengan o5 (saluran di pintu masuk utama) terjadi permasalahan yaitu adalah luapan pada dua lokasi yaitu pada lokasi depan Mesjid dan lokasi depan kantin). Untuk mengatasi masalah ini salah satu cara yang dapat dilakukan adalah dengan memperbesar dimensi saluran pada lokasi tersebut. Berdasarkan hasil model SWMM dimensi yang sesuai untuk lokasi pertama adalah dengan ukuran 50 x 50 cm dan lokasi kedua adalah dengan ukuran 60 x 80 cm.","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"1 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2019-05-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"130659174","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2019-05-31DOI: 10.30811/PORTAL.V10I1.971
Tondi Amirsyah Putera, Rizki Efrida, Hadianti Muhdinar Pasaribu
Di Sumatera Utara (Sumut) banyak kota yang terletak dekat dengan Sesar Mendatar dan Sesar Subduksi Sumatera. Kota-kota ini memiliki banyak fasilitas bangunan komersil termasuk rumah toko. Kedua sesar aktif ini adalah sumber utama gempa tektonik di Sumut yang telah banyak membuat bencana. Struktur rumah toko yang rusak minor akibat sebuah gempa dapat menjadi rusak berat atau rubuh setelah mengalami gempa berikutnya. Bedasarkan hal tersebut diatas, merupakan dasar dari tujuan penulisan ilmiah ini yaitu untuk mengetahui struktur bangunan rumah toko terhadap kesesuaian dengan standarisasi konstruksi tahan gempa yang berlaku yaitu SNI 1726:2012 dan mengevaluasi kekuatan struktur bangunan rumah toko terhadap kejadian gempa berulang. Dalam penulisan ilmiah ini ada 3 model Rumah Toko (RUKO) yang akan dianalisis yaitu RUKO A yang berada dijalan Tuasan Kecamatan Medan Tembung, RUKO B yang berada di jalan Alfalah 4 yang berada di Medan Timur dan RUKO C yang berada di jalan Budi Kemasyarakatan Kecamatan Medan Barat. Untuk semua model ini dilakukan pengamatan dilapangan yaitu berupa uji pantul dengan menggunakan alat Uji Pantul dan uji tarik tulangan baja pada laboratorium teknik mesin UMSU. Analisis model ini menggunakan software analisis struktur dengan pengamatan dalam 2 kondisi yaitu kondisi repon spektrum linier elastis dan dinamis riwayat waktu gempa berulang nonlinier inelastik terhadap. Bila dilihat dari periode waktu alami struktur, kondisi RUKO C ternyata melebihi standar periode dan simpangan melebihi batas maksimum yang diijinkan begitu juga pada saat analisis nonlinier inelastik akibat gempa berulang ternyata simpangan atap yang terbesar juga pada RUKO C. Untuk kebutuhan daktalitas untuk semua model RUKO peningkatan kebutuhan daktalitas saat gempa berulang 2 kali adalah 23,4 % dan 42% pada saat gempa berulang 3 kali.
{"title":"DEFORMASI STRUKTUR BANGUNAN RUMAH TOKO DI MEDAN AKIBAT GEMPA BERULANG","authors":"Tondi Amirsyah Putera, Rizki Efrida, Hadianti Muhdinar Pasaribu","doi":"10.30811/PORTAL.V10I1.971","DOIUrl":"https://doi.org/10.30811/PORTAL.V10I1.971","url":null,"abstract":"Di Sumatera Utara (Sumut) banyak kota yang terletak dekat dengan Sesar Mendatar dan Sesar Subduksi Sumatera. Kota-kota ini memiliki banyak fasilitas bangunan komersil termasuk rumah toko. Kedua sesar aktif ini adalah sumber utama gempa tektonik di Sumut yang telah banyak membuat bencana. Struktur rumah toko yang rusak minor akibat sebuah gempa dapat menjadi rusak berat atau rubuh setelah mengalami gempa berikutnya. Bedasarkan hal tersebut diatas, merupakan dasar dari tujuan penulisan ilmiah ini yaitu untuk mengetahui struktur bangunan rumah toko terhadap kesesuaian dengan standarisasi konstruksi tahan gempa yang berlaku yaitu SNI 1726:2012 dan mengevaluasi kekuatan struktur bangunan rumah toko terhadap kejadian gempa berulang. Dalam penulisan ilmiah ini ada 3 model Rumah Toko (RUKO) yang akan dianalisis yaitu RUKO A yang berada dijalan Tuasan Kecamatan Medan Tembung, RUKO B yang berada di jalan Alfalah 4 yang berada di Medan Timur dan RUKO C yang berada di jalan Budi Kemasyarakatan Kecamatan Medan Barat. Untuk semua model ini dilakukan pengamatan dilapangan yaitu berupa uji pantul dengan menggunakan alat Uji Pantul dan uji tarik tulangan baja pada laboratorium teknik mesin UMSU. Analisis model ini menggunakan software analisis struktur dengan pengamatan dalam 2 kondisi yaitu kondisi repon spektrum linier elastis dan dinamis riwayat waktu gempa berulang nonlinier inelastik terhadap. Bila dilihat dari periode waktu alami struktur, kondisi RUKO C ternyata melebihi standar periode dan simpangan melebihi batas maksimum yang diijinkan begitu juga pada saat analisis nonlinier inelastik akibat gempa berulang ternyata simpangan atap yang terbesar juga pada RUKO C. Untuk kebutuhan daktalitas untuk semua model RUKO peningkatan kebutuhan daktalitas saat gempa berulang 2 kali adalah 23,4 % dan 42% pada saat gempa berulang 3 kali. ","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"30 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2019-05-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"128685443","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2018-10-23DOI: 10.30811/PORTAL.V10I2.986
Khairul Miswar, Ira Devinta
Jembatan Pucok Alue adalah jembatan yang terletak di Kecamatan Baktiya, Kabupaten Aceh Utara. Jembatan ini direncanakan dengan panjang bentang 20 meter dan lebar 6 meter. Gelagar arah memanjang direncanakan untuk jembatan tersebut adalah gelagar tipe beton prategang pascatarik (post-tension). Ruang lingkup perencanaan gelagar meliputi pendimensian gelagar, pembebanan dengan aturan Standar Pembebanan untuk Jembatan SNI 1725-2016, gaya prategang, eksentrisitas, jumlah tendon, tegangan yang timbul, kehilangan prategang, kapasitas penampang, kontrol lendutan, dan penggambaran. Mutu beton yang digunakan adalah fc = 40 MPa, tendon yang digunakan adalah seven wire strand diameter ½ inch dengan selongsong tendon diameter 60 mm. Tegangan tendon ƒpu 1860 MPa, mutu tulangan baja ulir adalah fy 320 Mpa, dan mutu tulangan baja polos adalah fy 240 MPa. Jumlah tendon yang didapat dari perhitungan adalah 4 buah dengan 10 buah strand dan total sebanyak 40 strand.
{"title":"PERENCANAAN GELAGAR BETON PRATEGANG PADA JEMBATAN PUCOK ALUE, KEC. BAKTIYA KAB. ACEH UTARA","authors":"Khairul Miswar, Ira Devinta","doi":"10.30811/PORTAL.V10I2.986","DOIUrl":"https://doi.org/10.30811/PORTAL.V10I2.986","url":null,"abstract":"Jembatan Pucok Alue adalah jembatan yang terletak di Kecamatan Baktiya, Kabupaten Aceh Utara. Jembatan ini direncanakan dengan panjang bentang 20 meter dan lebar 6 meter. Gelagar arah memanjang direncanakan untuk jembatan tersebut adalah gelagar tipe beton prategang pascatarik (post-tension). Ruang lingkup perencanaan gelagar meliputi pendimensian gelagar, pembebanan dengan aturan Standar Pembebanan untuk Jembatan SNI 1725-2016, gaya prategang, eksentrisitas, jumlah tendon, tegangan yang timbul, kehilangan prategang, kapasitas penampang, kontrol lendutan, dan penggambaran. Mutu beton yang digunakan adalah fc = 40 MPa, tendon yang digunakan adalah seven wire strand diameter ½ inch dengan selongsong tendon diameter 60 mm. Tegangan tendon ƒpu 1860 MPa, mutu tulangan baja ulir adalah fy 320 Mpa, dan mutu tulangan baja polos adalah fy 240 MPa. Jumlah tendon yang didapat dari perhitungan adalah 4 buah dengan 10 buah strand dan total sebanyak 40 strand. ","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"52 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-10-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129076769","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Penggunaan Asphal Concrete Wearing Coarse (AC-WC) lambat dalam proses pengaliran air ke saluran ke saluran samping pada musim hujan, sehingga bisa membuat jalan dalam keadaan berair dan dapat menyebabkan kecelakaan dan terpeciknya air ke kendaraan. Untuk itu itu perlu mencari alternatif lain yaitu menggunakan aspal porous dengan menggunakan material lokal yang berasal dari Krueng Mane Kabupaten Aceh Utara. Penelitian ini bertujuan untuk melihat nilai parameter Marshall dan durabilitas dari campuran aspal poros dengan variasi gradasi dengan menggunakan standar gradasi Jepang untuk lapisan permukaan. Metode pengujian mengikuti standar Marshall dengan perlakukan 3 variasi gradasi, yaitu gradasi batas bawah, gradasi tengah dan gradasi batas atas dari spesifikasi gradasi Jepang. Hasil penelitian menunjukkan nilai parameter Marshall campuran aspal poros pada KAO = 5,0% untuk gradasi batas bawah adalah stabilitas = 76,19 Kg, Flow = 6,6 mm, VIM = 24,02 %, VFB = 26,99 %, VMA = 32,89 %, MQ = 12,22 Kg/mm dan durabilitas = 46,2%. Untuk gradasi tengah dengan KAO = 5,5% diperoleh parameter Marsahall adalah stabilitas = 218,14 Kg, Flow = 6,3 mm, VIM = 17,64 %, VFB = 37,37 %, VMA = 28,14 % , MQ = 35,70 Kg/mm dan Durabilitas = 59,7%. Untuk gradasi batas atas dengan KAO = 4,6 % diperoleh parameter Marsahall adalah stabilitas = 614,88 Kg, Flow = 5,95 mm, VIM = 16,54 %, VFB = 35,47 %, VMA = 25,55 %, MQ = 105,51 Kg/mm dan Durabilitas = 65%. Dari hasil penelitian ini memperlihatkan bahwa hanya campuran aspal poros dengan gradasi batas atas sebagian besar memenuhi parameter Marshall terutama nilai stabilitaS > 500 kg kecuali nilai VFB dan Marshall Quantient (MQ).
{"title":"ANALISA PARAMETER MARSHALL DAN DURABILITAS ASPAL POROS DENGAN VARIASI GRADASI MENGGUNAKAN SPESIFIKASI JEPANG","authors":"Syarwan Syarwan, Mulizar Mulizar, Budidarmawan Budidarmawan","doi":"10.30811/PORTAL.V10I2.985","DOIUrl":"https://doi.org/10.30811/PORTAL.V10I2.985","url":null,"abstract":"Penggunaan Asphal Concrete Wearing Coarse (AC-WC) lambat dalam proses pengaliran air ke saluran ke saluran samping pada musim hujan, sehingga bisa membuat jalan dalam keadaan berair dan dapat menyebabkan kecelakaan dan terpeciknya air ke kendaraan. Untuk itu itu perlu mencari alternatif lain yaitu menggunakan aspal porous dengan menggunakan material lokal yang berasal dari Krueng Mane Kabupaten Aceh Utara. Penelitian ini bertujuan untuk melihat nilai parameter Marshall dan durabilitas dari campuran aspal poros dengan variasi gradasi dengan menggunakan standar gradasi Jepang untuk lapisan permukaan. Metode pengujian mengikuti standar Marshall dengan perlakukan 3 variasi gradasi, yaitu gradasi batas bawah, gradasi tengah dan gradasi batas atas dari spesifikasi gradasi Jepang. Hasil penelitian menunjukkan nilai parameter Marshall campuran aspal poros pada KAO = 5,0% untuk gradasi batas bawah adalah stabilitas = 76,19 Kg, Flow = 6,6 mm, VIM = 24,02 %, VFB = 26,99 %, VMA = 32,89 %, MQ = 12,22 Kg/mm dan durabilitas = 46,2%. Untuk gradasi tengah dengan KAO = 5,5% diperoleh parameter Marsahall adalah stabilitas = 218,14 Kg, Flow = 6,3 mm, VIM = 17,64 %, VFB = 37,37 %, VMA = 28,14 % , MQ = 35,70 Kg/mm dan Durabilitas = 59,7%. Untuk gradasi batas atas dengan KAO = 4,6 % diperoleh parameter Marsahall adalah stabilitas = 614,88 Kg, Flow = 5,95 mm, VIM = 16,54 %, VFB = 35,47 %, VMA = 25,55 %, MQ = 105,51 Kg/mm dan Durabilitas = 65%. Dari hasil penelitian ini memperlihatkan bahwa hanya campuran aspal poros dengan gradasi batas atas sebagian besar memenuhi parameter Marshall terutama nilai stabilitaS > 500 kg kecuali nilai VFB dan Marshall Quantient (MQ). ","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"3 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-10-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"132634375","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2018-10-16DOI: 10.30811/PORTAL.V10I2.984
Syarifah Keumala Intan, Abdul Muhyi, Nana Maulana Tengku
Pelaksanaan memiliki batas waktu (deadline) yang terikat dalam kontrak, artinya proyek harus diselesaikan sebelum atau tepat pada waktu yang telah ditentukan. Keterlambatan pekerjaan proyek dapat diantisipasi dengan melakukan percepatan dalam pelaksanaannya. Tujuan penelitian ini adalah untuk menganalisis perubahan biaya dan mendapatkan waktu optimal yang dibutuhkan. Metode yang dipakai adalah Time Cost Trade Off (TCTO). Data yang digunakan yaitu data sekunder berupa data RAB dan kurva “S” dari pekerjaan yang ditinjau yaitu “Pembangunan Jembatan Rangka Baja Namploh Kec. Samalanga Kab Bireuen”. Perencanaan waktu pelaksanaan untuk mengetahui waktu total proyek dan mendapatkan lintasan kritis digunakan program Microsoft Project 2016. Dari hasil pembahasan mekanisme pengendalian waktu dengan metode Time Cost Trade Off (TCTO) diperoleh kesimpulan bahwa biaya dan waktu yang optimal yakni sebesar Rp.7.136.781.877,73 dari biaya normal sebesar Rp.6.890.880.412,85 dengan waktu 202 hari dari waktu normal 210 hari kerja. Dengan melakukan penambahan waktu lembur 2 jam. Presentase kenaikan biaya total proyek sebesar 4% dan mempercepat durasi total sebesar 4 %.
{"title":"ALTERNATIF PERCEPATAN WAKTU DENGAN PENERAPAN METODE TIME COST TRADE OFF PADA PROYEK PEMBANGUNAN JEMBATAN (Studi Kasus: Proyek Pekerjaan Jembatan Rangka Baja Namploh Kec. Samalanga Kab. Bireuen, Aceh)","authors":"Syarifah Keumala Intan, Abdul Muhyi, Nana Maulana Tengku","doi":"10.30811/PORTAL.V10I2.984","DOIUrl":"https://doi.org/10.30811/PORTAL.V10I2.984","url":null,"abstract":"Pelaksanaan memiliki batas waktu (deadline) yang terikat dalam kontrak, artinya proyek harus diselesaikan sebelum atau tepat pada waktu yang telah ditentukan. Keterlambatan pekerjaan proyek dapat diantisipasi dengan melakukan percepatan dalam pelaksanaannya. Tujuan penelitian ini adalah untuk menganalisis perubahan biaya dan mendapatkan waktu optimal yang dibutuhkan. Metode yang dipakai adalah Time Cost Trade Off (TCTO). Data yang digunakan yaitu data sekunder berupa data RAB dan kurva “S” dari pekerjaan yang ditinjau yaitu “Pembangunan Jembatan Rangka Baja Namploh Kec. Samalanga Kab Bireuen”. Perencanaan waktu pelaksanaan untuk mengetahui waktu total proyek dan mendapatkan lintasan kritis digunakan program Microsoft Project 2016. Dari hasil pembahasan mekanisme pengendalian waktu dengan metode Time Cost Trade Off (TCTO) diperoleh kesimpulan bahwa biaya dan waktu yang optimal yakni sebesar Rp.7.136.781.877,73 dari biaya normal sebesar Rp.6.890.880.412,85 dengan waktu 202 hari dari waktu normal 210 hari kerja. Dengan melakukan penambahan waktu lembur 2 jam. Presentase kenaikan biaya total proyek sebesar 4% dan mempercepat durasi total sebesar 4 %.","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"54 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-10-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"123501946","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2018-09-28DOI: 10.30811/PORTAL.V9I2.618
Ibrahim Ibrahim, Abdullah Irwansyah, M. Reza
Excess water capacity in river areas will cause flood hazards that mostly occur in downstream areas that are flood areas at high risk as a result of natural processes and the effects of human actions. In the case of floods, water runoff undermines the embankments and drowns agricultural / settlement areas upstream, and is aggravated by considerable sedimentation. Based on the existing problems, the analysis of the discharge and the water level (water profile) becomes very important to get a precise picture of locations prone to the overflow of the river Kr. This pase. Discharge and water profile analysis using HEC RAS software for various return periods. From the results of the research is expected to get a clear picture of the location that is vulnerable to overflow so that in handling the river will be on target. Based on the calculation using HEC RAS software, at point P 581 the water level condition at 2.3 years discharge the difference of the height of the embankment and the water level is 50 cm to 60 cm, while in the discharge condition 25 years the elevation of the face almost passes through the dike's height with a selisish of about 10 -15 cm. This condition is an unsafe category because for rivers whose debit is greater than 15 m3/s the minimum wavelength is 1.00 m. So that with good conditions at 2.3 years discharge and 25 years of discharge is very potential to occur overflow.Keywords: discharge, waterlevel, flood
{"title":"ANALISA PROFIL MUKA AIR BANJIR SUNGAI KRUENG PASE KABUPATEN ACEH UTARA","authors":"Ibrahim Ibrahim, Abdullah Irwansyah, M. Reza","doi":"10.30811/PORTAL.V9I2.618","DOIUrl":"https://doi.org/10.30811/PORTAL.V9I2.618","url":null,"abstract":"Excess water capacity in river areas will cause flood hazards that mostly occur in downstream areas that are flood areas at high risk as a result of natural processes and the effects of human actions. In the case of floods, water runoff undermines the embankments and drowns agricultural / settlement areas upstream, and is aggravated by considerable sedimentation. Based on the existing problems, the analysis of the discharge and the water level (water profile) becomes very important to get a precise picture of locations prone to the overflow of the river Kr. This pase. Discharge and water profile analysis using HEC RAS software for various return periods. From the results of the research is expected to get a clear picture of the location that is vulnerable to overflow so that in handling the river will be on target. Based on the calculation using HEC RAS software, at point P 581 the water level condition at 2.3 years discharge the difference of the height of the embankment and the water level is 50 cm to 60 cm, while in the discharge condition 25 years the elevation of the face almost passes through the dike's height with a selisish of about 10 -15 cm. This condition is an unsafe category because for rivers whose debit is greater than 15 m3/s the minimum wavelength is 1.00 m. So that with good conditions at 2.3 years discharge and 25 years of discharge is very potential to occur overflow.Keywords: discharge, waterlevel, flood","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"23 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-09-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"127941268","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2018-09-28DOI: 10.30811/PORTAL.V9I1.614
Ade Faisal, A. Arief
Earthquakes are a natural phenomenon that can’t be circumvented by humans where the incident resulted in material losses and casualties. The impact was mostly occur by the damage and the collapse of a building. The technology developed in recent foundation is very influential to minimize the collapse of a structure due to the earthquake. Base Isolator is a breakthrough cutting edge technology that is placed on the foundation that serves to reduce the effects of earthquakes. Stiffness in the structure also affected the durability of building damage and collapse. The brick wall serves to increase the stiffness of a building structure. This final project aims to determine and compare the response of structures using technology base isolator and fixed base. The parameters are reviewed, namely natural period (T), the shear force (V), and deviation (δ). Analysis used is equivalent static analysis and response spectrum analysis. There are four models that became a point of comparison, the fixed base structure without a brick wall, fixed base with brick walls, base isolator without a brick wall, and base isolator with brick walls.Keywords: Earthquakes, Base Isolator, Stiffness, Technology Foundation, Brick Walls
{"title":"ANALISIS RESPON BANGUNAN GEDUNG LIMA LANTAI MENGGUNAKAN BASE ISOLATOR DI KOTA PADANG","authors":"Ade Faisal, A. Arief","doi":"10.30811/PORTAL.V9I1.614","DOIUrl":"https://doi.org/10.30811/PORTAL.V9I1.614","url":null,"abstract":"Earthquakes are a natural phenomenon that can’t be circumvented by humans where the incident resulted in material losses and casualties. The impact was mostly occur by the damage and the collapse of a building. The technology developed in recent foundation is very influential to minimize the collapse of a structure due to the earthquake. Base Isolator is a breakthrough cutting edge technology that is placed on the foundation that serves to reduce the effects of earthquakes. Stiffness in the structure also affected the durability of building damage and collapse. The brick wall serves to increase the stiffness of a building structure. This final project aims to determine and compare the response of structures using technology base isolator and fixed base. The parameters are reviewed, namely natural period (T), the shear force (V), and deviation (δ). Analysis used is equivalent static analysis and response spectrum analysis. There are four models that became a point of comparison, the fixed base structure without a brick wall, fixed base with brick walls, base isolator without a brick wall, and base isolator with brick walls.Keywords: Earthquakes, Base Isolator, Stiffness, Technology Foundation, Brick Walls","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"257 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-09-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"122464682","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2018-09-28DOI: 10.30811/PORTAL.V9I1.612
Muhammad Reza, S. Harun, M. Askari
This paper presents the application of linear and non-linear time series modeling approaches for simulating and forecasting streamflow at three stations located in three different rivers namely Kurau River, Ara River and Krian River of Bukit Merah watershed of Malaysia. The performance of linear autoregressive integrated moving average (ARIMA) model and non-linear artificial neural networks (ANN) model in forecasting the monthly streamflow of Malaysian river basins has been evaluated based on mean absolute percentage error (MAPE), root mean squared error (RMSE) and coefficient of determination (R2). The results show that both ARIMA and ANN methods are suitable for streamflow forecasting. However, ANN is better than ARIMA in dealing with short-memory streamflow data. In addition, ANN method is more flexible to use against the inconsistent data.Keywords: time series, streamflow forecasting, ARIMA, ANN, Bukit Merah
{"title":"STREAMFLOW FORECASTING IN BUKIT MERAH WATERSHED BY USING ARIMA AND ANN","authors":"Muhammad Reza, S. Harun, M. Askari","doi":"10.30811/PORTAL.V9I1.612","DOIUrl":"https://doi.org/10.30811/PORTAL.V9I1.612","url":null,"abstract":"This paper presents the application of linear and non-linear time series modeling approaches for simulating and forecasting streamflow at three stations located in three different rivers namely Kurau River, Ara River and Krian River of Bukit Merah watershed of Malaysia. The performance of linear autoregressive integrated moving average (ARIMA) model and non-linear artificial neural networks (ANN) model in forecasting the monthly streamflow of Malaysian river basins has been evaluated based on mean absolute percentage error (MAPE), root mean squared error (RMSE) and coefficient of determination (R2). The results show that both ARIMA and ANN methods are suitable for streamflow forecasting. However, ANN is better than ARIMA in dealing with short-memory streamflow data. In addition, ANN method is more flexible to use against the inconsistent data.Keywords: time series, streamflow forecasting, ARIMA, ANN, Bukit Merah","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"53 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-09-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"132599914","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2018-09-28DOI: 10.30811/portal.v9i2.615
Miswar Miswar, S. Syaifuddin, N. Amani
Land is a very influential material in a road construction work. Soil has properties that can interfere with a road construction such as relatively large shrinkage and low CBR values. One of the land improvement efforts under study is stabilization using cement and lime. The objectives of this study were to compare the clay CBR values before and after stabilization with the addition of cement and lime respectively 0%, 6%, 12% and 18% based on dry soil weight with a period of 4 days. Tests cover physical and mechanical properties of soil compaction and CBR Laboratory by referring to SNI for each test. The result of the unsoaked CBR testing was 18.2% after 4 days of curing there was an increase of 184.4% in 18% cement addition and 21.0% in the addition of 18% lime and the soaked CBR testing was 6.1% after being soaked for 4 days There was a 157.8% increase in cement 18% and 17.3% increase in the addition of 18% chalk. Cement and lime form a binding material resulting in an increase in the value of CBR. The use of cement and lime can increase the carrying capacity of clay soils as the percentage of cement and lime increases.Keywords: clay soil, cement and lime, CBR.
{"title":"STABILISASI TANAH LEMPUNG MENGGUNAKAN SEMEN DAN KAPUR UNTUK MENINGKATKAN DAYA DUKUNG CBR TANAH","authors":"Miswar Miswar, S. Syaifuddin, N. Amani","doi":"10.30811/portal.v9i2.615","DOIUrl":"https://doi.org/10.30811/portal.v9i2.615","url":null,"abstract":"Land is a very influential material in a road construction work. Soil has properties that can interfere with a road construction such as relatively large shrinkage and low CBR values. One of the land improvement efforts under study is stabilization using cement and lime. The objectives of this study were to compare the clay CBR values before and after stabilization with the addition of cement and lime respectively 0%, 6%, 12% and 18% based on dry soil weight with a period of 4 days. Tests cover physical and mechanical properties of soil compaction and CBR Laboratory by referring to SNI for each test. The result of the unsoaked CBR testing was 18.2% after 4 days of curing there was an increase of 184.4% in 18% cement addition and 21.0% in the addition of 18% lime and the soaked CBR testing was 6.1% after being soaked for 4 days There was a 157.8% increase in cement 18% and 17.3% increase in the addition of 18% chalk. Cement and lime form a binding material resulting in an increase in the value of CBR. The use of cement and lime can increase the carrying capacity of clay soils as the percentage of cement and lime increases.Keywords: clay soil, cement and lime, CBR.","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"115 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-09-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"123405797","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2018-09-28DOI: 10.30811/portal.v9i1.613
W. Wahyuni, Herri Mahyar
Keude Ranto Peureulak Bridge a bridge connecting Keude Ranto Panjang with Keude Geurobak village and other villages in Ranto Peureulak Sub-district, East Aceh District. Keude Ranto Peureulak Bridge is planned with a span length of 20.8 meters and width of 7 meters. The longitudinal axis planned for the bridge is the posttractive pretreat type concrete girder. The girder plan includes gelagar dimensioning, stress calculation, prestress loss, cross-sectional capacity, deflection control, and drawing. The quality of concrete used is fc = 40 Mpa, the tendon used is seven wire strand diameter ½ inch with 51 mm diameter tendon sheath. Tendon fpu voltage = 1860 Mpa, fy threaded steel reinforcement = 320 Mpa, plain steel reinforcement fy = 240 Mpa, and efficient cross-sectional height is 0.9 meters. From the calculation results obtained the moment that occurred on the girder of 2563,439 kNm on the calculation of the third combination. The number of tendons obtained from the calculation is 3 pieces with 7 pieces of strand on each tendon. Losing the total prestress force is 380,694 Mpa. The principal reference is used D13 mm, the shear reinforcement is used Ø10-100 mm at the support area and Ø10-600 mm in the field area. The ultimate moment capacity of the prestress beam is 5575.60 kNm from the calculation of the third combination. The largest deflection of 0.0247 meters due to a combination of two loads. All the results of the calculations obtained are safe to use.Keywords: girder, prestress, tendon, reinforcement, deflection
{"title":"PERENCANAAN GELAGAR BETON PRATEGANG PADA JEMBATAN KEUDE RANTO PEUREULAK KABUPATEN ACEH TIMUR","authors":"W. Wahyuni, Herri Mahyar","doi":"10.30811/portal.v9i1.613","DOIUrl":"https://doi.org/10.30811/portal.v9i1.613","url":null,"abstract":"Keude Ranto Peureulak Bridge a bridge connecting Keude Ranto Panjang with Keude Geurobak village and other villages in Ranto Peureulak Sub-district, East Aceh District. Keude Ranto Peureulak Bridge is planned with a span length of 20.8 meters and width of 7 meters. The longitudinal axis planned for the bridge is the posttractive pretreat type concrete girder. The girder plan includes gelagar dimensioning, stress calculation, prestress loss, cross-sectional capacity, deflection control, and drawing. The quality of concrete used is fc = 40 Mpa, the tendon used is seven wire strand diameter ½ inch with 51 mm diameter tendon sheath. Tendon fpu voltage = 1860 Mpa, fy threaded steel reinforcement = 320 Mpa, plain steel reinforcement fy = 240 Mpa, and efficient cross-sectional height is 0.9 meters. From the calculation results obtained the moment that occurred on the girder of 2563,439 kNm on the calculation of the third combination. The number of tendons obtained from the calculation is 3 pieces with 7 pieces of strand on each tendon. Losing the total prestress force is 380,694 Mpa. The principal reference is used D13 mm, the shear reinforcement is used Ø10-100 mm at the support area and Ø10-600 mm in the field area. The ultimate moment capacity of the prestress beam is 5575.60 kNm from the calculation of the third combination. The largest deflection of 0.0247 meters due to a combination of two loads. All the results of the calculations obtained are safe to use.Keywords: girder, prestress, tendon, reinforcement, deflection","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"47 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-09-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129522828","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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