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EVALUASI DAN PERENCANAAN PILE CAP PADA FLY OVER JAMIN GINTING KOTA MEDAN Tondi Amirsyah Putera; Husin M. Gultom; Ferry Perdana Susanto
Portal: Jurnal Teknik Sipil Vol 11, No 2 (2019)
Publisher : Politeknik Negeri Lhokseumawe

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.30811/portal.v11i2.1524

Abstrak — Pile cap merupakan salah satu elemen penting dari suatu struktur. Hal ini dikarenakan pile cap memiliki peranan penting dalam pendistribusian beban struktur ke tiang bor untuk kemudian diteruskan ke dalam tanah. Dalam perencanaan pile cap, terdapat berbagai metode desain, salah satunya adalah metode strut and tie. Tujuan dari studi ini adalah untuk menganalisa dan mengevaluasi perencanaan pile cap di titik P10 pada proyek Fly Over Jamin Ginting dengan menggunakan metode strut and tie. Perhitungan metode strut and tie dilakukan berdasarkan peraturan ACI Building Code 318-2002, yang meliputi desain model strut and tie, besar gaya yang terjadi, serta penulangan pile cap. Untuk memperoleh hasil yang signifikan, maka perhitungan metode strut and tie dilakukan dua cara yaitu secara manual dan dengan menggunakan program komputer yaitu CAST. Dari hasil analisa dan perhitungan yang dilakukan, terdapat perbedaan hasil dimana perencanaan metode strut and tie yang dilakukan menggunakan program CAST memberikan luas tulangan dan gaya-gaya yang terjadi pada struktur sedikit lebih besar dibandingkan dengan metode secara manual. Untuk metode yang dilakukan secara manual, besar gaya yang terjadi pada masing-masing strut F1 = 7384,9 kN ; F2 = 6445,7 kN ; F3 = 4926,9 kN dan tulangan yang digunakan pada tie F1 = 66 D 32 ; F2 = 50 D 32 ; F3 = 26 D 32, dengan luas total tulangan sebesar 114145,28 mm2. Sedangkan metode dengan menggunakan CAST, besar gaya F1 = 8930 kN ; F2 = 6742,8 kN ; F3 = 5082,5 kN dan tulangan yang digunakan pada tie F1 = 70 D 32 ; F2 = 54 D 32 ; F3 = 34 D 32, dengan luas total tulangan sebesar 129402 mm2.Kata kunci : pile cap, program, ACI 318-02, strut and tie.Abstract — Pile cap is one of important element of the structure. Therefore the pile cap has important figure in distribute structure load to bore pile which is forwarded into ground then. In pile cap planning, there are various of design methode, which the one of is strut and tie methode. The purpose of this study is to analyxe and evaluate the planning of pile cap in P10 at Fly Over Jamin Ginting project by using strut and tie methode. The calculation of strut and tie methode based on ACI Building Code 318-2002 rule, which involve strut and tie design, value of force occur, and pile cap reinforcement. To obtain the significant result, then the calculation of strut and tie methode is done by two ways, by manually and using computer program CAST. From the result of analysis and calculation that have been done, obtained difference value which is the strut and tie methode by using CAST gave extensive reinforcement and forces occur bit bigger than by manually. For methode by manually, value of forces occur in each struts F1 = 7384,9 kN ; F2 = 6445,7 kN ; F3 = 4926,9 kN and reinforcement ties F1 = 66 D 32 ; F2 = 50 D 32 ; F3 = 26 D 32,within extension reinforcement is 114145,28 mm2. Meanwhile the methode by using CAST, value of forces occur in each struts F1 = 8930 kN ; F2 = 6742,8 kN ; F3 = 5082,5 kN and reinforcement ties F1 = 70 D 32 ; F2 = 54 D 32 ; F3 = 34 D 32, within extension reinforcement is 129402 mm2..Keywords: pile cap, program, ACI 318-02, strut and tie

Analisis Campuran Serat Serabut Kelapa Dengan Serat Daun Nanas Sebagai Bahan Penambah Serat Sellulosa Pada Split Mastic Asphalt (SMA) R Efrida; M H Gultom; I Dewi; D R W Oktaviani
Jurnal MESIL (Mesin Elektro Sipil) / Journal MESIL (Machine Electro Civil) Vol. 1 No. 1 (2020): Jurnal Mesil (Mesin Elektro Sipil)
Publisher : Cered Indonesia Institute

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.53695/jm.v1i1.708

Split Mastic Asphalt (SMA) is a thin surface layer, has good resistance to grooves (rutting) and has a high durability so that the SMA is suitable for heavy surface road surfaces. The main constituent material is aggregate and asphalt, this study tried to use coconut fiber fibers with pineapple leaf fiber as added material. This study aims to determine how much the value of Marshall characteristics in asphalt mixes using coconut fiber fibers with pineapple leaf fibers as added ingredients. The results showed that the use of coconut fiber fibers with pineapple leaf fibers will affect the characteristics of the asphalt mixture. The Marshall Test data obtained obtained the highest value of stability of 874 kg, bulk density of 2.231 gr / cc, flow of 2.51 mm, void in mineral aggregate of 45.42%, Air Voids 4.89% So it can be concluded that the content pineapple leaf fiber meets Marshall Test Requirements

Penguatan Peran Anggota Masyarakat Dalam Perencanaan, Penganggaran dan Penilaian Hasil Pembangunan Desa Randi Gunawan; Muhammad Husin Gultom; Ajinar; Akhyari; Suhaeri; Syahrizal; Iskandar; Sabri
Kawanad : Jurnal Pengabdian kepada Masyarakat Vol. 1 No. 1 (2022): March
Publisher : Yayasan Kawanad

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.56347/kjpkm.v1i1.8

Law Number 6 June 2014 Village development plans must be carried out in a participatory manner, including the entire community, including sensitive groups (minorities, diverse, women, and the poor). The development carried out by the village is intended to be truly beneficial for all residents. So far, most villages in Indonesia have not been able to carry out legal missions. This is evidenced by the existence of a complete village without entangling the community with a transparent development plan. In addition, there are villages that try to involve the community through the “musrenbangdes” mechanism, but not all community components are invited to the “musrenbangdes”. As a result of non-participatory development planning, the benefits of village development are not felt by all levels of society, so the development program is not successful. The USK staff conducts training on village development planning, budgeting, and evaluation of village development results in Payakameng Village as an effort to realize a participatory village development plan. Representatives from all levels of the village community (village residents, administrators of social organizations, village government) participated in these activities. In this training, it is necessary to implement a participatory village development plan so that all residents can feel the results of development.

Evaluasi Tebal Lapis Tambah (Overlay) dengan Metode AASHTO 1993 dengan Data FWD M H Gultom; R Gunawan; V Gustiawan
Jurnal MESIL (Mesin Elektro Sipil) Vol. 5 No. 1 (2024): Jurnal MESIL (Mesin Elektro Sipil)
Publisher : Cered Indonesia Institute

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.53695/jm.v5i1.1049

Analysis of the condition of the pavement structure with deflection data from the FWD (Falling Weight Deflectometer) measurement tool is to evaluate the strength of the installed pavement structure which is non-destructive (non-destructive test). The purpose of this study was to evaluate the thickness of the extra layer of flexible pavement using the Method AASHTO 1993 in the case study of the Binjai Outer Ring Road section. Using the planned ESAL from 2021 to 2031 of 22.985.580 on the Binjai Outer Ring Road section, the Method AASHTO 1993 which produces an overlay on the Binjai Ring Road section of 9,92 cm. in the alalysis of structural condition, FWD (Falling Weight Deflectometer) deflection data is used to calculate several variables in the Method AASHTO 1993, namely: the value of the Resilience Modulus of subgrade (MR), the value of the Effective Modulus above the subgrade (EP). Then the calculation is continued by using the pavement table data and PSI values to get the Structural Number Original (SNO), actual cumulative ESAL. Stuctural Number Effective (SNeff), pavement remaining life and Structural Number in Future (SNf). Assuming the thickness of the pavement layer affects the value of Elasticity Modulus during the back calculation process. This result also determines the value of the Elasticity Modulus taken at a distance thet meets the requirements of r ? 0,7 a_e which will affect the values of (SNeff) and (SNf) which are then used to determine the thickness of the overlay.

Perhitungan Struktur Laboratorium Teknik Sipil Type II Fakultas Teknik Universitas Muhammadiyah (UMSU) Medan Gunawan, Randi; Dewi, Irma; Gultom , Muhammad Husin; Ajinar
Journal of Engineering and Science Vol. 1 No. 1 (2022): January-June 2022
Publisher : Yayasan Kawanad

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.56347/jes.v1i1.5

The lack of supporting infrastructure facilities such as the Laboratory at Samudra University, especially in the Civil Engineering Study Program, Faculty of Engineering, has resulted in Iskandar Thani Institute having to work hard in building infrastructure to keep pace with advances in technology and science. This study aims to plan the dimensions and reinforcement of beams, columns, plates and stairs in the Civil Engineering Laboratory building. The laboratory building to be analyzed has a total of 3 floors with floor dimensions of 43 m x 27.49 m. Modeling and analysis of the structure of this building is assisted by the SAP2000 program using the Special Moment Bearing Frame System (SPRMK) and is designed according to SNI 03-1726-2012, SNI 03-2847-2013, and PPPURG 1987. The structure is planned to use concrete quality fc' 30 MPa and steel grade fy 400 MPa. The results of the analysis obtained that the floor slab thickness was 13 cm using D10-200 mm reinforcement for main reinforcement and D10-300 mm for split reinforcement. The thickness of the roof slab is 12 cm using D10-200 mm reinforcement for main reinforcement and D10-300 mm for split reinforcement. The dimensions of the B1 beam are 50 cm x 70 cm using 12D25 for the support area with D10-80 mm braces and 8D25 reinforcement for the field area with D10-120 mm braces. Begel B2 30 cm x 50 cm using 4D25 reinforcement for the support area and field with braces for D10-200 mm field and braces for D10-100 mm support. The dimensions of the K1 column are 60 cm x 80 cm using 10D25 reinforcement with D10-300 mm begel. The dimensions of the K2 column are 60 cm x 60 cm using 8D25 reinforcement with D10 -200 mm begel. The thickness of the ladder plate and landing was obtained 13 cm using D10-200 mm reinforcement.

Perhitungan Struktur Laboratorium Teknik Sipil Type II Fakultas Teknik Universitas Muhammadiyah (UMSU) Medan Gunawan, Randi; Dewi, Irma; Gultom , Muhammad Husin; Ajinar
Journal of Engineering and Science Vol. 1 No. 1 (2022): January-June 2022
Publisher : Yayasan Kawanad

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.56347/jes.v1i1.5

The lack of supporting infrastructure facilities such as the Laboratory at Samudra University, especially in the Civil Engineering Study Program, Faculty of Engineering, has resulted in Iskandar Thani Institute having to work hard in building infrastructure to keep pace with advances in technology and science. This study aims to plan the dimensions and reinforcement of beams, columns, plates and stairs in the Civil Engineering Laboratory building. The laboratory building to be analyzed has a total of 3 floors with floor dimensions of 43 m x 27.49 m. Modeling and analysis of the structure of this building is assisted by the SAP2000 program using the Special Moment Bearing Frame System (SPRMK) and is designed according to SNI 03-1726-2012, SNI 03-2847-2013, and PPPURG 1987. The structure is planned to use concrete quality fc' 30 MPa and steel grade fy 400 MPa. The results of the analysis obtained that the floor slab thickness was 13 cm using D10-200 mm reinforcement for main reinforcement and D10-300 mm for split reinforcement. The thickness of the roof slab is 12 cm using D10-200 mm reinforcement for main reinforcement and D10-300 mm for split reinforcement. The dimensions of the B1 beam are 50 cm x 70 cm using 12D25 for the support area with D10-80 mm braces and 8D25 reinforcement for the field area with D10-120 mm braces. Begel B2 30 cm x 50 cm using 4D25 reinforcement for the support area and field with braces for D10-200 mm field and braces for D10-100 mm support. The dimensions of the K1 column are 60 cm x 80 cm using 10D25 reinforcement with D10-300 mm begel. The dimensions of the K2 column are 60 cm x 60 cm using 8D25 reinforcement with D10 -200 mm begel. The thickness of the ladder plate and landing was obtained 13 cm using D10-200 mm reinforcement.

Perhitungan Struktur Laboratorium Teknik Sipil Type II Fakultas Teknik Universitas Muhammadiyah (UMSU) Medan Gunawan, Randi; Dewi, Irma; Gultom , Muhammad Husin; Ajinar
Journal of Engineering and Science Vol. 1 No. 1 (2022): January-June 2022
Publisher : Yayasan Kawanad

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.56347/jes.v1i1.5

The lack of supporting infrastructure facilities such as the Laboratory at Samudra University, especially in the Civil Engineering Study Program, Faculty of Engineering, has resulted in Iskandar Thani Institute having to work hard in building infrastructure to keep pace with advances in technology and science. This study aims to plan the dimensions and reinforcement of beams, columns, plates and stairs in the Civil Engineering Laboratory building. The laboratory building to be analyzed has a total of 3 floors with floor dimensions of 43 m x 27.49 m. Modeling and analysis of the structure of this building is assisted by the SAP2000 program using the Special Moment Bearing Frame System (SPRMK) and is designed according to SNI 03-1726-2012, SNI 03-2847-2013, and PPPURG 1987. The structure is planned to use concrete quality fc' 30 MPa and steel grade fy 400 MPa. The results of the analysis obtained that the floor slab thickness was 13 cm using D10-200 mm reinforcement for main reinforcement and D10-300 mm for split reinforcement. The thickness of the roof slab is 12 cm using D10-200 mm reinforcement for main reinforcement and D10-300 mm for split reinforcement. The dimensions of the B1 beam are 50 cm x 70 cm using 12D25 for the support area with D10-80 mm braces and 8D25 reinforcement for the field area with D10-120 mm braces. Begel B2 30 cm x 50 cm using 4D25 reinforcement for the support area and field with braces for D10-200 mm field and braces for D10-100 mm support. The dimensions of the K1 column are 60 cm x 80 cm using 10D25 reinforcement with D10-300 mm begel. The dimensions of the K2 column are 60 cm x 60 cm using 8D25 reinforcement with D10 -200 mm begel. The thickness of the ladder plate and landing was obtained 13 cm using D10-200 mm reinforcement.

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