Concrete blocks are one of the common materials used in construction practice because they are quite easy to get and the price is relatively cheap. Masonry (either concrete blocks or bricks) is a structure consisting of a binding material (mortar) and a filler material (such as concrete blocks). In general, masonry is very good at resisting gravity loads, but not quite good at resisting shear loads such as loads generated by earthquakes, so it requires reinforcement in the form of plaster and additional wire mesh in the plaster of the masonry. Due to several problems of the masonry frame structure, it is necessary to conduct a research on the quality of the masonry to find out the compressive and flexural behavior of the masonry with reinforcement namely plaster and wire mesh. The method used in this study was laboratory testing by creating specimens of concrete block masonry. Variations of masonry for compressive tests in this study 3 specimens varied based on the orientation namely Type A (Horizontal), Type B (Vertical) and Type C (Diagonal), and 3 specimens varied based on the treatment: masonry without plaster (TP), masonry with plaster (DP), and masonry with wire mesh reinforcement (DPW). Variations of masonry for bending tests perpendicular to the bed joint (LA) and parallel to the bed joint (LB). Based on the results the crack patterns occurring in the specimens were relatively the same, where the initial cracks occurred predominantly in the interface area between the mortar and concrete blocks. The compressive strength of the concrete block masonry with plaster had a higher value than that of with wire mesh reinforcement. This was due to adhesion between the mortar and wire mesh and poor density so the performance of wire mesh was less effective. The concrete block masonry of Type C had the highest modulus of elasticity value. This was because the propagation of cracks that occurred in the masonry of Type C was slowed down by the position of the concrete blocks, which were installed with a slope of 45o. Meanwhile, the propagation of cracks of Type A and Type B occurred vertically in the interface between the mortar and concrete blocks. Flexural strength values ??of specimens that were perpendicular to the bed joint (LTPA, LDPA, and LDPWA) were much higher than that of parallel to the bed joint (LTPB, LDPB and LDPWB). The addition of the wire mesh reinforcement to the compressive load did not contribute much to the stiffness of the masonry. Meanwhile in the bending tests, the addition of wire mesh reinforcement resulted in an increase in the flexural strength values of the concrete block masonry.
Experimental study on the strength of brick walls have been done through literature review and laboratory testing to determine flexural, compressive and shear behaviour of the walls. Four different type of walls were used consisted of walls without plastering (TP), walls with plastering (DP), walls with plastering and chicken mesh reinforcement (DPK), and walls with plastering and wire mesh M4 reinforcement (DPW). The behaviour examined included load-deformation relationship and crack pattern/mode of failure. Laboratory testing included compression test (C) namely CTP, CDP, CDPK and CDPW; bond/shear strength test (S) namely STP, SDP, SDPK, and SDPW; flexural strength tests for failure plane perpendicular to bed joints (F) namely FTP?, FDP?, FDPK?, and FDPW?; and flexural strength tests for failure plane parallel to bed joints, namely FTP//, FDP//, FDPK// and FDPW//. Prior to testing the wall, tests on constituent materials were conducted. Red brick (made in Negara) showed compressive strength of 11,03 N/mm² with water absorption of 21,84%. Compressive strength of mortar was 9,1 N/mm². For the wall specimens testing was done after 28 days. The data obtained from the wall tests showed that compression strength for CTP, CDP, CDPK and CDPW are 3,82 N/mm², 3,84 N/mm², 7,46 N/mm², and 6,33 N/mm², respectively. Values for CDP, CDPK and CDPW are 1,01; 1,95; and 1,86 greater than that for CTP. Bond strength values of STP, SDP, SDPK and SDPW are 0,11 N/mm², 0,28 N/mm², 0,54 N,mm², and 0,42 N/mm², respectively. Values for SDP, SDPK and SDPW are 2,58; 4,88; and 3,87 greater than that of STP. Flexural strength values of FTP? and FDP? are 0,93 N/mm² and 1,27 N/mm², with a failure load for FTP?, FDP?, FDPK?, and FDPW? are sebesar 8,17 KN, 25,17 KN, 31,17 KN and 40,67 KN, respectively. The values for FDP?, FDPK?, and FDPW? are 3,08; 3,82; and 4,98 greater than that of FTP?. Flexural strength values of FTP// and FDP// are 0,38 N/mm² and 0,66 N/mm², with a failure load for FTP//, FDP//, FDPK//, and FDPW// are 3,5 KN, 13,67 KN, 18,33 KN and 32,83 KN, respectively. The values for FDP//, FDPK//, and FDPW// are 3,9; 5,24; and 9,38 greater than that of FTP//. The flexural strength of FDPK and FDPW that’s not analyzed because it was a shear failure and not a flexural failure. Stiffness (EA) for CTP, CDP, CDPK, and CDPW are 725,09 KN, 1096,32 KN, 2357,64 KN, and 1869,78 KN, respectively. The last three values are 1,5; 3,3; and 2,6 greater than that for CTP. Stiffness (EI) of FTP? was 23,78 KNm2, while stiffness of FDP?, FDPK? and FDPW? are 68,68 KNm2, 96,31 KNm2 and 112,17 KNm2, respectively, or 2,9; 4,0; and 4,7 greater than that for FTP?. Stiffness (EI) of FTP// was 12,99 KNm2, while stiffness of FDP//, FDPK//, and FDPW// were 46,89 KNm2, 84,53 KNm2 and 119,51 KNm2, respectively, or 3,6; 6,5; and 9,2 greater than that for FTP//.
: This study was conducted to determine the characteristics of brick red walls. Red brick taken from a local brick manufacturer Gianyar, Tabanan and Negara refer to SNI 15-0686-1989. By using mortar 1: 4, 1: 5, 1: 6, 1: 7 and 1: 8, according to the rules SK SNI M-111-1990-03. Testing red brick wall refers to the standards set in SNI 03-4164-1996. The data measured in this study is the compressive strength, modulus of elasticity and flexural strength. Modulus of elasticity of the wall pair by way of experiment calculated using the equation defined BSEN 1052-1-1999 Brick walls Gianyar, Tabanan of mortar 1: 4 consecutive compressive strength characteristics are 1.22, 1.32 and 1.42 N / mm ². Based on the results obtained in the testing of masonry walls with mortar 1: 4 with the value of the average compressive strength of 11.13 N / mm ² are classified as class mortar (i) according to standard BS 5628-1-1992 characteristic compressive strength for all wall below the chart value pairs are characteristic compressive strength of masonry that is equal to 2.5 N / mm ². Average modulus of elasticity of masonry walls Gianyar of mortar 1: 4, 1: 5, 1: 6, 1: 7 and 1: 8, according to the equation obtained 1052-1-1999 BSEN 240, 191, 171, 156 and 154 N / mm ², masonry walls Tabanan of mortar 1: 7 and 1: 8 obtained elastic modulus of 356 and 344 N / mm ², masonry walls Negara of mortar 1: 7 and 1: 8 obtained elastic modulus of 363 and 348 N / mm ². When compared three types of masonry is based on the elastic modulus and compressive strength, then the resulting brick wall of Negara has the greatest value for the various types of mortar, followed by a later brick wall brick wall Tabanan, Gianyar. Flexural strength values ??by using the equations listed in SNI 03-4165-1996, for gianyar masonry walls with mortar 1: 4, 1: 5, 1: 6, respectively are 0.005, 0.004 , 0.004 N/mm2, brick Tabanan 0.009, 0.007, 0.005 0.009 N/mm2 and brick Negara, 0.008, 0.006 N/mm2. Testing by means of BS EN 1052-2-1999 be reviewed only for 1:4 mortar masonry walls flexural strength values ??produced an average of 0.0045 MPa, this value is very close to the value obtained from way SNI 03-4165-1996 is equal to 0.005 MPa.
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