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PHYSICAL AND MECHANICAL PROPERTIES OF BLACK WOOD (EBONY) AS A CONSTRUCTION MATERIAL
No full textThis research is aimed to determine physical and mechanical properties of Ebony wood as a construction material. The physical and mechanical properties test is conducted based on ASTM D 143-94 code. The mean value of moisture content and specific gravity of Ebony wood is obtained 12,90% and 0,92 gr.cm-3 respectively. Meanwhile MOE, bending strength, compressive strength parallel to grain, shear strength, and tensile strength parallel to grain are 180.425,87 kg.cm-2; 1656,22 kg.cm-2; 861,55 kg.cm-2; 119,61 kg.cm-2; dan 2.319,03 kg.cm-2 respectively. Based on the test results, it can be concluded that Ebony wood is classified to Strength Class I due to PKKI 1961, so it can be recommended for use in heavy construction such as bridge and building structures Penelitian ini bertujuan menentukan sifat fisis dan mekanis kayu Ebony sebagai material konstruksi. Pengujian sifat fisis dan mekanis dilakukan berdasarkan standar ASTM D 143-94. -3Nilai kadar air rata-rata kayu Ebony diperoleh sebesar 12,90% dan berat jenis 0,92 gr.cm . Sementara nilai rata-rata MOE, kuat lentur, kuat tekan sejajar serat, kuat geser, dan kuat tarik -2 -2 -2sejajar serat berturut-turut adalah 180.425,87 kg.cm ; 1656,22 kg.cm ; 861,55 kg.cm ; -2 -2119,61 kg.cm ; dan 2.319,03 kg.cm . Berdasarkan hasil penelitian dapat disimpulkan bahwa kayu Ebony tergolong kelas kuat I menurut PKKI 1961, sehingga dapat direkomendasikan untuk digunakan pada konstruksi-konstruksi berat seperti jembatan dan struktur bangunan.</jats:p
FLEXURAL TESTING OF WOOD-CONCRETE COMPOSITE BEAM MADE FROM KAMPER AND BANGKIRAI WOOD
No full textCertain wood has a tensile strength that almost equal with steel rebar in reinforced concrete beams. This research aims to understand the capacity and flexural behavior of concrete beams reinforced by wood (wood-concrete composite beam). Two different types of beams based on placement positions of wood layers are proposed in this study. Two kinds of wood used are consisted of Bangkirai (Shorea laevifolia) and Kamper (Cinnamomum camphora), meanwhile the concrete mix ratio for all beams is 1 cement : 2 fine aggregates : 3 coarse aggregates. Bending test is conducted by using one-point loading method. The results show that composite beam using Bangkirai wood is stronger than beams using Kamper wood. More thicker wood layer in tensile area will increase the flexural strength of beams. Crack patterns identified could be classified into flexural cracks, shear cracks, and split on wood layer Beberapa jenis kayu tertentu memiliki kekuatan tarik yang hampir sama dengan tulangan baja pada balok beton bertulang. Penelitian ini bertujuan memahami kapasitas dan perilaku lentur balok beton bertulang yang diperkuat menggunakan kayu (balok komposit beton-kayu). Dua tipe balok yang berbeda berdasarkan posisi penempatan kayu digunakan dalam penelitian ini. Dua jenis kayu yang digunakan adalah kayu Bangkirai (Shorea laevifolia) and Kamper (Cinnamomum camphora), sementara itu rasio campuran beton untuk semua balok menggunakan perbandingan 1 semen : 2 agregat halus : 3 agregat kasar. Pengujian lentur dilakukan menggunakan metode one-point loading. Hasil penelitian menunjukkan bahwa balok komposit dengan kayu Bangkirai lebih kuat dibandingkan balok dengan kayu Kamper. Semakin tebal lapisan kayu yang berada di daerah tarik akan meningkatkan kekuatan lentur balok. Pola kerusakan yang teridentifikasi dapat diklasifikasikan menjadi retak lentur, retak geser, dan pecah pada kayu</jats:p
PHYSICAL AND MECHANICAL PROPERTIES OF BLACK WOOD (EBONY) AS A CONSTRUCTION MATERIAL
Get PDFThis research is aimed to determine physical and mechanical properties of Ebony wood as a construction material. The physical and mechanical properties test is conducted based on ASTM D 143-94 code. The mean value of moisture content and specific gravity of Ebony wood is obtained 12,90% and 0,92 gr.cm-3 respectively. Meanwhile MOE, bending strength, compressive strength parallel to grain, shear strength, and tensile strength parallel to grain are 180.425,87 kg.cm-2; 1656,22 kg.cm-2; 861,55 kg.cm-2; 119,61 kg.cm-2; dan 2.319,03 kg.cm-2 respectively. Based on the test results, it can be concluded that Ebony wood is classified to Strength Class I due to PKKI 1961, so it can be recommended for use in heavy construction such as bridge and building structures
Penelitian ini bertujuan menentukan sifat fisis dan mekanis kayu Ebony sebagai material konstruksi. Pengujian sifat fisis dan mekanis dilakukan berdasarkan standar ASTM D 143-94. -3Nilai kadar air rata-rata kayu Ebony diperoleh sebesar 12,90% dan berat jenis 0,92 gr.cm . Sementara nilai rata-rata MOE, kuat lentur, kuat tekan sejajar serat, kuat geser, dan kuat tarik -2 -2 -2sejajar serat berturut-turut adalah 180.425,87 kg.cm ; 1656,22 kg.cm ; 861,55 kg.cm ; -2 -2119,61 kg.cm ; dan 2.319,03 kg.cm . Berdasarkan hasil penelitian dapat disimpulkan bahwa kayu Ebony tergolong kelas kuat I menurut PKKI 1961, sehingga dapat direkomendasikan untuk digunakan pada konstruksi-konstruksi berat seperti jembatan dan struktur bangunan.
REFERENCES
Aghayere A & Jason V. 2007. Structural Wood Design: A Practice-Oriented Approach Using the ASD Method. John Wiley & Sons, Inc., New Jersey
Boen T. 2009. Constructing Seismic Resistant Masonry Houses in Indonesia. United Nation.
Chauf KA. 2005. Karakteristik Mekanik Kayu Kamper sebagai Bahan Konstruksi. Majalah Ilmiah MEKTEK . Vol 7 : 41-47.
Dolan JD. 2004. Timber Structures. Pp 628-669 in Wai FC & Eric ML (Eds) Handbook of Structural Engineering – 2nd ed. USA.
Duggal SK. 2008. Building Materials – 3rd ed. New Age International (P) Ltd, New Delhi.
Kim NT, Matsumura J & Oda K. 2011. Effect of growing site on the fundamental wood properties of natural hybrid clones of Acacia in Vietnam. Wood Science 57: 87–93.
Lempang M & Muhammad A. 2008. Anatomical Structure, Physical and Mechanical Properties of Kumea Batu Wood. Jurnal Penelitian Hasil Hutan. Vol.26(2): 138-147 (In Indonesian)
Martawijaya A., Kartasujana I, Mandang YI, Prawira SA, & Kadir K. 2005. Atlas Kayu Indonesia, Jilid II. Departemen Kehutanan, Badan Penelitian dan Pengembangan Kehutanan, Bogor.
PKKI (Peraturan Konstruksi Kayu Indonesia). 1961. PKKI NI – 5 1961. Direktorat Jenderal Cipta Karya Departemen Pekerjaan Umum, Bandung.
Wanneng PX, Ozarska B, & Daian MS. 2014. Physical Properties Of Tectona Grandis Grown In Laos. Journal of Tropical Forest Science 26(3): 389–396
Winandy JE. 1994. Wood Properties. Hal 549-561 dalam Arntzen, Charles J., (Editor) Encyclopedia of Agricultural Science. Vol. 4. October 1994. Academic Press, Orlando.
Wood Handbook. 2010. Wood as Engineering Material. Forest Product Laboratory. United States Department of Agriculture Forest Service, Madison.
Yancey CW. et al. 1998. A Summary of the Structural Performance of Single Family Wood Framed Housing, Building and Fire Research Laboratory, National Institute of Standards and Technology, Gaithersburg, MD
Improving Buckling Behavior of Steel Members using Unbonded Carbon Fiber Reinforced Polymer (CFRP) Laminates
Get PDF豊橋技術科学大学博士(工学)doctoral thesi
FLEXURAL TESTING OF WOOD-CONCRETE COMPOSITE BEAM MADE FROM KAMPER AND BANGKIRAI WOOD
Get PDFCertain wood has a tensile strength that almost equal with steel rebar in reinforced concrete beams. This research aims to understand the capacity and flexural behavior of concrete beams reinforced by wood (wood-concrete composite beam). Two different types of beams based on placement positions of wood layers are proposed in this study. Two kinds of wood used are consisted of Bangkirai (Shorea laevifolia) and Kamper (Cinnamomum camphora), meanwhile the concrete mix ratio for all beams is 1 cement : 2 fine aggregates : 3 coarse aggregates. Bending test is conducted by using one-point loading method. The results show that composite beam using Bangkirai wood is stronger than beams using Kamper wood. More thicker wood layer in tensile area will increase the flexural strength of beams. Crack patterns identified could be classified into flexural cracks, shear cracks, and split on wood layer
Beberapa jenis kayu tertentu memiliki kekuatan tarik yang hampir sama dengan tulangan baja pada balok beton bertulang. Penelitian ini bertujuan memahami kapasitas dan perilaku lentur balok beton bertulang yang diperkuat menggunakan kayu (balok komposit beton-kayu). Dua tipe balok yang berbeda berdasarkan posisi penempatan kayu digunakan dalam penelitian ini. Dua jenis kayu yang digunakan adalah kayu Bangkirai (Shorea laevifolia) and Kamper (Cinnamomum camphora), sementara itu rasio campuran beton untuk semua balok menggunakan perbandingan 1 semen : 2 agregat halus : 3 agregat kasar. Pengujian lentur dilakukan menggunakan metode one-point loading. Hasil penelitian menunjukkan bahwa balok komposit dengan kayu Bangkirai lebih kuat dibandingkan balok dengan kayu Kamper. Semakin tebal lapisan kayu yang berada di daerah tarik akan meningkatkan kekuatan lentur balok. Pola kerusakan yang teridentifikasi dapat diklasifikasikan menjadi retak lentur, retak geser, dan pecah pada kayu
REFERENCES
Boen T. (2010). Retrofitting Simple Buildings Damaged by Earthquakes. World Seismic Safety Initiative. Indonesia.
Chauf KA. (2005). Karakteristik Mekanik Kayu Kamper sebagai Bahan Konstruksi. Majalah Ilmiah MEKTEK 7: 41-47.
Gangarao HVS, Narendra T & Vijay PV. (2007). Reinforced Concrete Design with FRP Composites. CRC Press, Boca Raton.
PKKI (Indonesian Timber Construction Code). (1961). PKKI NI – 5 1961. Direktorat Jenderal Cipta Karya Departemen Pekerjaan Umum, Bandung.
Pranata YA, Bambang S & Johannes AT. (2012). Rasio Modulus Penampang Elastik Balok Kayu Laminasi-Baut. Jurnal Teknik Sipil 19: 223-236.
Thelandersson S. (2003). Introduction: Wood as a construction material. Pp 15-22 in Sven T & Hans JL (Eds) Timber Engineering. John Wiley & Sons Ltd, West Sussex
Analisis Ketahanan Gempa Rumah Tembokan Beton Bertulang di Perumahan Graha Arradea
Get PDFThe concept of earthquake resistant houses is basically that all building components must be well tied each other. In addition, quality of materials and workmanship must also be good so as to produce a strong building when receiving shocks. This study aims to determine whether houses in Perumahan Graha Arradea (Tahap 3 in Ciherang Village, Dramaga Subdistrict, Bogor District - West Java are built following the design principles of earthquake resistant houses. The research is conducted by observing the construction process at the location. Every stage of the construction process is recorded using a digital camera (Sony Cyber-shot DSC-W730). Interviews are also conducted on related parties to obtain accurate informations. The results conclude that the houses that are built have not met minimum requirements for design of earthquake resistant masonry houses with reinforced concrete frame. In addition to quality of some materials that have not met minimum requirements, the quality of workmanship of building component is also still low. The ties of all building components have not been properly connected
KARAKTERISTIK MEKANIS DAN PERILAKU LENTUR BALOK KAYU LAMINASI MEKANIK
Get PDFPenggunaan paku atau baut maupun kombinasinya dengan perekat sebagai penghubungantar lamina pada balok kayu laminasi akan mempengaruhi karakteristik mekanis danperilaku keruntuhan balok tersebut. Penelitian ini bertujuan menentukan karakteristikmekanis dan menganalisa perilaku lentur balok kayu laminasi mekanik. Tiga tipe baloklaminasi digunakan dalam penelitian ini, ditambah balok glulam sebagai kontrol. Balok tipe 1menggunakan baut/paku di sepanjang bentang sebagai penghubung antar lamina. Balok tipe 2hanya menggunakan paku/baut pada sepertiga bentang di kedua ujung balok, sedangkan padasepertiga bentang lainnya menggunakan perekat. Paku atau baut pada balok tipe 3ditempatkan pada sepertiga bentang di tengah balok dan sisanya menggunakan perekat.Pengujian lentur dilakukan dengan metode one point centre loading dengan jarak antartumpuan 90cm. Hasil penelitian menyimpulkan balok tipe 3 memiliki nilai ModulusElastisitas (MOE) tertinggi dibandingkan balok tipe 1 dan tipe 2. MOE balok laminasitertinggi terdapat pada balok laminasi-paku diameter 0.3 cm tipe 3 (52162.95 kg/cm2)sedangkan terendah pada balok laminasi-paku diameter 0.3 cm tipe 1 (11077.41 kg/cm2).Modulus of Rupture (MOR) tertinggi terdapat pada balok laminasi-paku diameter 0.3 tipe 3(368.16 kg/cm2) dan terendah pada balok laminasi-baut diameter 0.5 cm tipe 3 (207.36kg/cm2). Balok kontrol memiliki nilai MOE dan MOR tertinggi dibandingkan semua baloklaminasi mekanik. Posisi penempatan baut, paku, dan perekat pada balok laminasi hanyaberpengaruh terhadap nilai MOE. Semua kerusakan yang ditemukan pada balok laminasimekanik adalah berupa kerusakan lentur dan geser antar lamina
The use of nails or bolts or its combination with adhesive as connector between lamina on laminated wood beams will affect the mechanical characteristics and collapse behavior of the beam. This study aims to determine the mechanical characteristics and analyze the flexural behavior of mechanical-laminated wood beams. Three types of the mechanical-laminated beams used in this study beside glulam beams as control. The type 1 using bolts/nails along the span as a connector between laminas. Beam type 2 only using nails/bolts on the one-third span at both ends of the beam, while adhesive on the other space of span. Nails or bolts on beam type 3 is placed on the one-third span at the middle of the beam, and the other space using adhesive. Bending test was conducted by using one-point centre loading method with 90 cm of span. The study concluded that beam type 3 has the highest value of Modulus of Elasticity (MOE) compared to beam type 1 and type 2. The highest MOE for laminated beams is found on nail-laminated beam with diameter of 0.3 cm type 3 (52162.95 kg/cm2) while the lowest one is on nail-laminated beam with diameter of 0.3 cm type 1 (11077.41 kg/cm2). The highest Modulus of Rupture (MOR) is found on nail-laminated beam with diameter of 0.3 cm type 3 (368.16 kg/cm2), and the lowest one is on bolt-laminated beam with diameter of 0.5 cm type 3 (207.36 kg/cm2). The control beam has the highest value of MOE and MOR compared to all mechanical-laminated wood beams. Position of bolts, nails, and adhesive on the laminated beams is only affects to MOE. All damage found on the mechanical-laminated beams is in form of flexural collapse and shear failure among laminas.
REFERENCES
Anshari, B (2006). Pengaruh variasi tekanan kempa terhadap kuat lentur kayu laminasi dari kayu meranti dan keruing. Civil Engineering Dimension. 1(8):25-33.
Gere, JM dan Timoshenko, SP (2000). Mekanika Bahan. Suryoatmono B, penerjemah; Hardani W, editor. Jakarta (ID): Penerbit Erlangga. Terjemahan dari: Mechanics of Material Fourth Edition.
[JAS] Japanese Agricultural Standard (2003). Glued Laminated Timber. JAS 234:2003.
Mardikanto, TR., Karlinasari, L., Bahtiar, ET (2011). Sifat Mekanis Kayu. Bogor (ID): IPB Press.
Moody RC., Hernandez, R., Liu, JY (1999). Glued structural members. Di dalam: Wood and Handbook, Wood as Engineering Material. Madison, WI: USDA Forest Service, Forest Product Laboratory.
P3HH (2008). Petunjuk Praktis Sifat-Sifat Dasar Jenis Kayu Indonesia. Indonesia (ID): Indonesian Sawmill and Woodworking Association (ISWA) ITTO Project Pd 286/04.
Sadiyo, S., Wahyudi, I., Yeyet (2011). Pengaruh diameter dan jumlah paku terhadap kekuatan sambungan geser ganda tiga jenis kayu. Jurnal Ilmu dan Teknologi Hasil Hutan. 4(1): 26-32.
Widiati, KY (2001). Pengaruh Tekanan dan Waktu Tekan terhadap Keteguhan Rekat dan Penetrasi Perekat pada Kayu Lamina Prosiding Seminar Nasional IV MAPEKI; 6-9 Agustus 2001; Samarinda (ID).
Yap KHF (1999). Konstruksi Kayu. Bandung (ID): Trimitra Mandir
KARAKTERISTIK MEKANIS DAN PERILAKU LENTUR BALOK KAYU LAMINASI MEKANIK
No full textPenggunaan paku atau baut maupun kombinasinya dengan perekat sebagai penghubungantar lamina pada balok kayu laminasi akan mempengaruhi karakteristik mekanis danperilaku keruntuhan balok tersebut. Penelitian ini bertujuan menentukan karakteristikmekanis dan menganalisa perilaku lentur balok kayu laminasi mekanik. Tiga tipe baloklaminasi digunakan dalam penelitian ini, ditambah balok glulam sebagai kontrol. Balok tipe 1menggunakan baut/paku di sepanjang bentang sebagai penghubung antar lamina. Balok tipe 2hanya menggunakan paku/baut pada sepertiga bentang di kedua ujung balok, sedangkan padasepertiga bentang lainnya menggunakan perekat. Paku atau baut pada balok tipe 3ditempatkan pada sepertiga bentang di tengah balok dan sisanya menggunakan perekat.Pengujian lentur dilakukan dengan metode one point centre loading dengan jarak antartumpuan 90cm. Hasil penelitian menyimpulkan balok tipe 3 memiliki nilai ModulusElastisitas (MOE) tertinggi dibandingkan balok tipe 1 dan tipe 2. MOE balok laminasitertinggi terdapat pada balok laminasi-paku diameter 0.3 cm tipe 3 (52162.95 kg/cm2)sedangkan terendah pada balok laminasi-paku diameter 0.3 cm tipe 1 (11077.41 kg/cm2).Modulus of Rupture (MOR) tertinggi terdapat pada balok laminasi-paku diameter 0.3 tipe 3(368.16 kg/cm2) dan terendah pada balok laminasi-baut diameter 0.5 cm tipe 3 (207.36kg/cm2). Balok kontrol memiliki nilai MOE dan MOR tertinggi dibandingkan semua baloklaminasi mekanik. Posisi penempatan baut, paku, dan perekat pada balok laminasi hanyaberpengaruh terhadap nilai MOE. Semua kerusakan yang ditemukan pada balok laminasimekanik adalah berupa kerusakan lentur dan geser antar lamina The use of nails or bolts or its combination with adhesive as connector between lamina on laminated wood beams will affect the mechanical characteristics and collapse behavior of the beam. This study aims to determine the mechanical characteristics and analyze the flexural behavior of mechanical-laminated wood beams. Three types of the mechanical-laminated beams used in this study beside glulam beams as control. The type 1 using bolts/nails along the span as a connector between laminas. Beam type 2 only using nails/bolts on the one-third span at both ends of the beam, while adhesive on the other space of span. Nails or bolts on beam type 3 is placed on the one-third span at the middle of the beam, and the other space using adhesive. Bending test was conducted by using one-point centre loading method with 90 cm of span. The study concluded that beam type 3 has the highest value of Modulus of Elasticity (MOE) compared to beam type 1 and type 2. The highest MOE for laminated beams is found on nail-laminated beam with diameter of 0.3 cm type 3 (52162.95 kg/cm2) while the lowest one is on nail-laminated beam with diameter of 0.3 cm type 1 (11077.41 kg/cm2). The highest Modulus of Rupture (MOR) is found on nail-laminated beam with diameter of 0.3 cm type 3 (368.16 kg/cm2), and the lowest one is on bolt-laminated beam with diameter of 0.5 cm type 3 (207.36 kg/cm2). The control beam has the highest value of MOE and MOR compared to all mechanical-laminated wood beams. Position of bolts, nails, and adhesive on the laminated beams is only affects to MOE. All damage found on the mechanical-laminated beams is in form of flexural collapse and shear failure among laminas.</jats:p
Finite Element Analysis of Axial Compression Steel Members Strengthened with Unbonded CFRP Laminates
No full textThis paper presented a non-linear finite element (FE) analysis to investigate the potential of unbonded carbon fiber-reinforced polymers (CFRP) strengthening in improving the axial compression performance of steel members. The FE model was firstly developed and validated against experimental works. Four parameters considered in the parametric study were the number of CFRP layers, CFRP length, slenderness ratio, and elastic modulus of CFRP. It was confirmed that the unbonded CFRP strengthening method is effective at enhancing the load-carrying capacity as well as delaying the overall buckling of the axial steel members. The strength increase is highly affected by the first three parameters. In addition, the method of an equivalent slenderness ratio can be used for strength design
Strengthening of steel member using unbonded CFRP laminates
No full textExcellent mechanical and physical properties make carbon fiber reinforced polymer (CFRP) the best options for repair, retrofit, and rehabilitation of civil engineering structures. A great success on application of this material in reinforced concrete (RC) structures has attracted much attention from many researchers to develop it in combination with steel. The number of studies on the use of CFRP composites for strengthening steel structures has still been limited and needs to be more explored. To date, the research in this field has mainly focused on CFRP strengthening with adhesively-bonded technique. This paper reports an experimental study to investigate the performance of slender axial compression steel members partially strengthened with unbonded CFRP composites. The requirements for stiffener to prevent buckling occurred in stiffening region are derived from structural equilibrium conditions. Vacuum-assisted Resin Transfer Molding (VaRTM) method is adopted to form CFRP laminates in the strengthened specimens. Totally eight small scale specimens are tested, and it is clear from the test that improvement in load-carrying capacity can be achieved by using CFRP
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