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PENDAMPINGAN PERENCANAAN PEMBANGUNAN PELEBARAN JEMBATAN BIBIS LUHUR RW 022 NUSUKAN BANJARSARI SURAKARTA Reki Arbianto; Teguh Yuono; Tri Hartanto; Rasyiid Lathiif Amhudo; Gunarso Gunarso
GANESHA: Jurnal Pengabdian Masyarakat Vol. 1 No. 02 (2021): Juli 2021
Publisher : Lembaga Penelitian dan Pengabdian kepada Masyarakat Universitas Tunas Pembangunan Surakarta (UTP)

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.36728/ganesha.v1i02.1448

Bibis Luhur merupakan salah satu kampung di kelurahan Nusukan, kecamatan Banjarsari, kota Surakarta. Kampung Bibis Luhur terdapat sebuah jembatan tepatnya di RW 022 yang menghubungkan antar RW. Kondisi jembatan sekarang ini dirasakan sudah sempit karena pertumbuhan jumlah kendaraan dan lalu lintas harian yang melaluinya. Oleh sebab itu dengan dorongan dari masyarakat warga RW 022 maka jembatan ini akan diperlebar, untuk menunjang aktifitas warga sekitar. Tahapan yang dilakukan pada pendampingan kali ini dibagi menjadi 2 tahap yaitu tahap persiapan dan tahap pelaksanaan. Pada kegiatan persiapan dilakukan diskusi dan koordinasi dengan perangkat kampung Bibis Luhur RW 022 dan warga sekitar guna memberikan masukan yang bersifat membangun untuk kegiatan ini sedangkan pada tahap pelaksanaan dilakukan pengukuran sampai dengan penggambaran detail desain guna memperkirakan besarnya anggaran biaya untuk pekerjaan pembangunan pelebaran jembatan Bibis Luhur RW 022, Kel. Nusukan, Kec. Banjarsari Surakarta. Berdasarkan hasil pendampingan dihasilkan gambar struktur dan Rencana Anggaran Biaya untuk pembangunan pelebaran jembatan Bibis Luhur RW 022, Kel. Nusukan, Kecamatan Surakarta adalah sebesar Rp 20.300.000,00. Hasil detail desain dan analisa biaya tersebut untuk selanjutnya dapat digunakan sebagai dasar dalam pelaksanaan pekerjaan konstruksi.

Comparison of Compressive and Tensile Strengths of Dry-Cast Concrete with Ordinary Portland and Portland Pozzolana Cements Rasyiid Lathiif Amhudo; Tavio Tavio; I Gusti Putu Raka
Civil Engineering Journal Vol 4, No 8 (2018): August
Publisher : Salehan Institute of Higher Education

Concrete is the most widely used construction material in the world. Along with the increasing economic needs in the development of construction, precast technology has become a primary solution that leads to the industrialization. The use of precast concrete system offers several advantages, such as rapid erection, higher product quality, lower project cost, better sustainability, and improved occupational health and safety. In general, there are two casting methods used in concrete placement, namely wet- and dry-castings. The dry-cast concrete has also been used for its advantages particularly in precast concrete industries, e.g. its rapid hardening time for fast mold removal (it significantly increases the plant productivity). The use of Portland Pozzolana Cement (PPC) as a replacement to Ordinary Portland Cement (OPC) has become increasingly popular for the past decade. Hence, its application in dry-cast method needs to be further investigated for its mechanical properties such as its compressive and splitting tensile strengths. An experimental work was carried out to examine the properties of dry-cast concrete using both types of cements (PPC and OPC). The development of its compressive strength was also monitored at 1, 7, 14, 21, 28, and 56 days of age. The splitting test was conducted to describe the tensile strength of dry-cast concrete. The observation of crack and failure behaviour of all concrete specimens were also carried out.

PERENCANAAN JEMBATAN BETON BERTULANG TIPE BALOK T PENGHUBUNG JALAN KAUMAN-DAYU Rasyiid Lathiif Amhudo; Teguh Yuono; Gatot Nursetyo
Jurnal Teknik Sipil dan Arsitektur Vol. 28 No. 1 (2023): JURNAL TEKNIK SIPIL DAN ARSITEKTUR
Publisher : Fakultas Teknik Universitas Tunas Pembangunan Surakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.36728/jtsa.v28i1.2444

Perencanaan struktur jembatan yang efisien dan tepat sesuai dengan kebutuhan menjadi target utama bagi perencana, ada beberapa aspek persyaratan yang harus diperiksa agar dimensi penampang elemen jembatan menjadi efisien. Jembatan penghubung Kauman-Dayu yang berlokasi di kabupaten Sukoharjo dengan bentang 16 meter dan lebar 3,5 meter menjadi efisien jika menggukan tipe balok T, dimana dari seluruh aspek memenuhi syarat. Dimensi yang tepat dari balok T adalah dengan tinggi 1200 mm dan lebar 500 mm, jumlah gelagar efisien didapat yaitu digunakan 2 buah balok T. Balok diafragma juga didapat yaitu dengan ukuran tinggi 600 mm dan lebar 300 m serta spasi antar balok adalah 4 meter. Ketebalan pelat lantai juga didapat yaitu 25 mm dengan tulangan pokok adalah D16-100 mm serta tulangan bagi adalah D13-100 mm yang menggunakan 2 lapis tulangan. Panduan Praktis Perencanaan Teknis Jembatan No.02/M/BM/2021 dan Software Geo5 menjadi acuan teknis utama dalam kajian ini. Kebutuhan ukuran elastomer yang didapat adalah 400x300 mm dengan ketebalan 57 mm. Ketebalan dinding abutmen didapat 130 cm dengan tinggi badan 350 cm.

PERENCANAAN JEMBATAN BETON BERTULANG TIPE BALOK T PENGHUBUNG JALAN KAUMAN-DAYU Rasyiid Lathiif Amhudo; Teguh Yuono; Gatot Nursetyo
Jurnal Teknik Sipil dan Arsitektur Vol. 28 No. 1 (2023): JURNAL TEKNIK SIPIL DAN ARSITEKTUR
Publisher : Fakultas Teknik Universitas Tunas Pembangunan Surakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.36728/jtsa.v28i1.2444

Perencanaan struktur jembatan yang efisien dan tepat sesuai dengan kebutuhan menjadi target utama bagi perencana, ada beberapa aspek persyaratan yang harus diperiksa agar dimensi penampang elemen jembatan menjadi efisien. Jembatan penghubung Kauman-Dayu yang berlokasi di kabupaten Sukoharjo dengan bentang 16 meter dan lebar 3,5 meter menjadi efisien jika menggukan tipe balok T, dimana dari seluruh aspek memenuhi syarat. Dimensi yang tepat dari balok T adalah dengan tinggi 1200 mm dan lebar 500 mm, jumlah gelagar efisien didapat yaitu digunakan 2 buah balok T. Balok diafragma juga didapat yaitu dengan ukuran tinggi 600 mm dan lebar 300 m serta spasi antar balok adalah 4 meter. Ketebalan pelat lantai juga didapat yaitu 25 mm dengan tulangan pokok adalah D16-100 mm serta tulangan bagi adalah D13-100 mm yang menggunakan 2 lapis tulangan. Panduan Praktis Perencanaan Teknis Jembatan No.02/M/BM/2021 dan Software Geo5 menjadi acuan teknis utama dalam kajian ini. Kebutuhan ukuran elastomer yang didapat adalah 400x300 mm dengan ketebalan 57 mm. Ketebalan dinding abutmen didapat 130 cm dengan tinggi badan 350 cm.

Evaluation of the Top Structure at PT. Sam Kyung Jaya Busana Factory Building Based on P-M-M Ratio Capacity Value Rasyiid Lathiif Amhudo
International Journal of Sustainable Building, Infrastructure and Environment (IJOSBIE) Vol 3, No 1 (2022)
Publisher : Science and Technology Research Centre, Universitas PGRI Semarang

Show Abstract | Download Original | Original Source | Check in Google Scholar

Factory buildings that have been erected or built and have been used in their daily lives by many people need a thorough structural evaluation. Evaluation of the structure is important because it involves the safety of the occupants in it. Factory Building PT. Samkyung Jaya Clothing is one of the areas where the existing structure has not been analyzed, the building is composed of gording elements, rafter beams, rafter columns, sloof beams and other supporting elements. Factory Building PT. Samkyung Jaya Clothing made of steel with BJ-37 quality, the main building plan measuring 150x90 meters, with a total height of 14.45 meters, rafters using castellated beam WF. 150x175x7x11, rafter columns use 4 types of shapes, and pedestal columns and foundations also have 4 types of shapes, as well as sloof beams there are 2 types, namely 400x200 and 300x150 millimeters. The analysis uses 2 types, namely conventional calculations and computations that use the ETABS V.20.0 program. The results of the evaluation using ETABS V.20.0 there are several points in the pedestal column that experienced warnings such as columns P1 and P2, column K1 also experienced the same thing, namely Column factored axial load exceeds Euler Force and Capacity ratio exceeds limit where the ratio range is 0.5 -1.518. The purlin cross section also experiences Capacity ratio exceeds where the ratio is more than one, namely 1.169 and 1.666. Added reinforcement is the main thing, which can use the jacketing or retrofitting method.

PERENCANAAN TEBAL PERKERASAN KAKU PADA JALAN TOL SOLO-YOGYAKARTA-NYIA KULON PROGO DENGAN METODE BINA MARGA 2017 DAN AASHTO 1993 (STA 02+00 – STA 07+500) Eko Prasetyo; Sumina; Kusdiman Joko Prayitno; Rasyiid Lathiif Amhudo
Journal of Civil Engineering and Infrastructure Technology Vol. 2 No. 1 (2023): JCEIT
Publisher : Civil Engineering, Faculty of Engineering, Universitas Tunas Pembangunan Surakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.36728/jceit.v2i1.2664

Jalan Tol Solo – Yogyakarta-NYIA Kulon Progo merupakaan salah satu bagian jalan tol Trans Jawa. Tujuan utama dibangunnya jalan Tol Solo-Yogyakarta-NYIA Kulon Progo yaitu untuk meningkatkan aksesibilitas dan konektivitas antar daerah serta meningkatkan kapasitas jaringan jalan antara Provinsi Jawa Tengah dan Daerah Istimewa Yogyakarta (DIY). Selain itu, jalan tol tersebut berfungsi sebagai penunjang pertumbuhan ekonomi masyarakat dan penunjang akses ke bandara New Yogyakarta International Airport (NYIA) yang berada di Kabupaten Kulon Progo, Daerah Istimewa Yogyakarta. Untuk itu diperlukan perencanaan jalan tol yang tepat dan efektif antara lain dengan mempertimbangkan kapasitas jalan, beban kendaraan yang besar dan kecepatan tinggi, umur rencana dan fungsi jalan.Perencanaan perkerasan kaku (rigid pavement) dilakukan dengan dua metode perhitungan yaitu metode Bina Marga 2017 dan AASHTO 1993. Data yang diperlukan untuk perencanaan adalah data sekunder yaitu LHR (Lintas Harian Rata-Rata), CBR tanah dasar (California Bearing Ratio), dan curah hujan. Berdasarkan data analisa perencanaan yang didapatkan , diambil kesimpulan bahwa perencanaan tebal perkerasan kaku jalan Tol Solo-Yogyakarta-NYIA Kulon Progo, dengan metode Bina Marga 2017 didapatkan hasil tebal pelat 305 mm dengan lapis pondasi LMC (Lean Mix Concrete) 100 mm, dan lapis pondasi drainase 150 mm. Sedangkan metode AASHTO 1993 didapatkan tebal pelat 285 mm dengan pondasi LMC 100 mm

PERENCANAAN STRUKTUR KANTOR PHICOS DENGAN SISTIM RANGKA BAJA PEMIKUL MOMEN KHUSUS Rasyiid Lathiif Amhudo
Jurnal Teknik Sipil dan Arsitektur Vol. 29 No. 1 (2024): JURNAL TEKNIK SIPIL DAN ARSITEKTUR
Publisher : Fakultas Teknik Universitas Tunas Pembangunan Surakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.36728/jtsa.v29i1.3038

Colomadu is the name of a district in Karanganyar Regency, Central Java. Colomadu's economic growth can grow through the goods and services business, tourism, and industry so that an office building is planned in the Colomadu area. Because the location of Colomadu District is not far from the province of Yogyakarta, where earthquakes often occur, an earthquake-resistant building is needed to anticipate a minimum number of casualties and material losses during an earthquake. Therefore, in planning this office, a special moment resisting frame system (SRPMK) is used. The building with the Special Moment Bearing Frame System (SRPMK) is planned with the concept of Strong Column and Weak Beam (strong column and weak beam). This planning aims to plan a building structure that is resistant to earthquake loads that will be received by the structure using a special moment-bearing frame structure system and refers to the applicable requirements in accordance with SNI 2847: 2019. Earthquake loads are reviewed using the spectrum response method and structural analysis is carried out with the help of the ETABS V9.7.4 program. From the planning results, the dimensions of the bondek floor plate thickness of 140 mm, beams B1A 150x400 mm, B2A 200x400 mm, B2B 200x400 mm, B2C 200x400 mm, B2D 200x400 mm, B2E 200x400 mm, B3A 200x500 mm, B3B 200x500 mm, B4A 300x150 mm, B5A 300x150 mm, BS 150x300 mm, and columns KP 150x150 mm, K1A 200x300 mm, K2A 400x550 mm, K3A 450x650 mm, and K4A 350x500 mm.

PERENCANAAN STRUKTUR KANTOR PHICOS DENGAN SISTIM RANGKA BAJA PEMIKUL MOMEN KHUSUS Rasyiid Lathiif Amhudo
Jurnal Teknik Sipil dan Arsitektur Vol. 29 No. 1 (2024): JURNAL TEKNIK SIPIL DAN ARSITEKTUR
Publisher : Fakultas Teknik Universitas Tunas Pembangunan Surakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.36728/jtsa.v29i1.3038

Colomadu is the name of a district in Karanganyar Regency, Central Java. Colomadu's economic growth can grow through the goods and services business, tourism, and industry so that an office building is planned in the Colomadu area. Because the location of Colomadu District is not far from the province of Yogyakarta, where earthquakes often occur, an earthquake-resistant building is needed to anticipate a minimum number of casualties and material losses during an earthquake. Therefore, in planning this office, a special moment resisting frame system (SRPMK) is used. The building with the Special Moment Bearing Frame System (SRPMK) is planned with the concept of Strong Column and Weak Beam (strong column and weak beam). This planning aims to plan a building structure that is resistant to earthquake loads that will be received by the structure using a special moment-bearing frame structure system and refers to the applicable requirements in accordance with SNI 2847: 2019. Earthquake loads are reviewed using the spectrum response method and structural analysis is carried out with the help of the ETABS V9.7.4 program. From the planning results, the dimensions of the bondek floor plate thickness of 140 mm, beams B1A 150x400 mm, B2A 200x400 mm, B2B 200x400 mm, B2C 200x400 mm, B2D 200x400 mm, B2E 200x400 mm, B3A 200x500 mm, B3B 200x500 mm, B4A 300x150 mm, B5A 300x150 mm, BS 150x300 mm, and columns KP 150x150 mm, K1A 200x300 mm, K2A 400x550 mm, K3A 450x650 mm, and K4A 350x500 mm.

DESIGN OF DORMITORY STRUCTURE WITH STEEL SPECIAL MOMENT FRAMES Amhudo, Rasyiid Lathiif; Utomo, Dwi Prasetyo
Journal of Civil Engineering and Infrastructure Technology Vol 3 No 1 (2024): JCEIT
Publisher : Civil Engineering, Faculty of Engineering, Universitas Tunas Pembangunan Surakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.36728/jceit.v3i1.3753

Colomadu District is one of the districts located in Karanganyar Regency, Central Java Province. It is projected that the economy in this area will grow through business sectors such as goods and services, tourism, and industry, thus the construction of a Dormitory Building is planned in the area. Considering its proximity to Yogyakarta Province, which frequently experiences earthquakes, earthquake-resistant buildings are necessary to reduce the risk of casualties and material losses. Therefore, the design of this building utilizes a Special Moment Resisting Frame (SRPMK) system. The building with SRPMK is designed with the concept of SCWC (Strong Column and Weak Beam), where the column elements are stronger than the beam elements. This design aims to create a structural system that can withstand seismic forces, in accordance with SNI 2847:2019 requirements. Seismic force loading is analyzed using the response spectrum method, and the structural calculations are performed using ETABS V9.7.4 software. From the planning results, the dimensions obtained include a Bondek floor slab thickness of 130 mm, beam dimensions B1A 150x400 mm, B2A 200x400 mm, B2B 200x400 mm, B2C 200x400 mm, B2D 200x400 mm, B2E 200x400 mm, B3A 200x500 mm, B3B 200x500 mm, B4A 300x150 mm, B5A 300x150 mm, BS 150x300 mm, and column dimensions KP 150x150 mm, K1A 200x300 mm, K2A 400x550 mm, K3A 450x650 mm, and K4 350x500 mm.

ANALISIS PERBANDINGAN RENCANA ANGGARAN BIAYA PADA PROYEK DENGAN ANGGARAN BIAYA BERDASARKAN SNI 2023: (Studi Kasus : Pekerjaan Pembangunan Gedung PMI Boyolali) Nursetyo, Gatot; Yuono, Teguh; Amhudo, Rasyiid Lathiif; Mufidati, Rossa Aruma
Journal of Civil Engineering and Infrastructure Technology Vol 4 No 1 (2025): JCEIT
Publisher : Civil Engineering, Faculty of Engineering, Universitas Tunas Pembangunan Surakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.36728/jceit.v4i1.5128

The Cost Budget Plan (RAB) is an important step in a project because it is a reference for making an agreement on the payment method and calculation framework that will be announced as well as the estimated costs required. This study aims to compare and obtain more efficient estimation results according to Contractor based on the SNI method. Data collection method used in this final study is by using Secondary data, namely by collecting information on labor and material prices from the Contractor, as well as from the SNI Guidelines. Based on the results of this study, the amount of the RAB for the PMI Boyolali Building Construction Project if based on the price of the implementing contractor for the construction is Rp. 4,431,436,659. Furthermore, RAB amount for the PMI Boyolali Building Project Construction if calculated using the Boyolali Regency unit price analysis in 2023 is Rp. 4,613,231,520. And the work that has a large difference between RAB for Implementation Costs in the PMI Boyolali Building Construction Work and the RAB based on the Boyolali Regency AHSP 2023 is the highest deviation compared to other work descriptions, namely having a total difference of -Rp. 94,935,992.04, namely in the job description: concrete work (structural), concrete work (non-structural), wall work, plastering work, ceramic and floor work, and sanitation work

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