scholarly journals ANALISA KUAT TEKAN TERHADAP VARIASI BEBAN PEMODELAN DINDING CANTILEVER MENGGUNAKAN SAP 2000

Jurnal PenSil ◽  
2020 ◽  
Vol 9 (2) ◽  
pp. 125-130
Author(s):  
Amelia Rosana Putri ◽  
Jefrizal Sihombing ◽  
Yoga Satria Iswandaru ◽  
Widya Utama
Keyword(s):  
Compressive Strength ◽  
Shear Strength ◽  
Retaining Wall ◽  
Front Wall ◽  
Load Variations ◽  
Road Section ◽  
Distributed Load ◽  
Modelling Method ◽  
Heel Width ◽  
Average Compressive Strength

The construction of a retaining wall that is classified as simple is necessary to consider the model, analysis of the material, and the calculation of the avalanche that will fall on the retaining wall. This study used the modelling method of retaining wall with the calculation method of SAP 2000. This wall modelling used a Cantilever type wall with a height of 550 cm and a width of 385 cm. This modelling is useful to calculate the minimum strength of the cantilever wall for retaining the soil at the Balerejo Kalegen road. Further, this wall was modelled to have a width of 55 cm, a heel width of 130 cm, a foot width of 130 cm, the following foot width of 100 cm, with a wall that was embedded with a depth of 50 cm and used evenly distributed load variations, which has been adjusted where the load used were 11.138, 5.5, 0.3869 tons. When inputting data into SAP 2000 beforehand, calculations must be made related to the force that will affect the wall, followed by wall modelling according to the Cantilever shape. Subsequently, the compressive and shear strength of the Cantilever wall that has been made can be calculated where the compressive strength produced of the front wall has an average of 175.154 tons m; that of the back has an average of 62.666 tons m; that of the front heel has an average of 866.054 tons m, and that of the back heel has an average of 910.463 tons m. Based on the data and analysis of the design of the soil retaining wall in the Balarejo road section, the average compressive strength for the front wall is 175.154 tons m. It shows that the soil retainer is very good compared to the pressure from the soil that will be received.

scholarly journals PEMODELAN DINDING CANTILEVER PENAHAN TANAH MENGGUNAKAN SAP 2000 DENGAN MENGANALISA KUAT TEKAN TERHADAP VARIASI BEBAN (STUDI KASUS DI RUAS JALAN BALEROJO KALEGEN)

2020 ◽  
Vol 14 (1) ◽  
pp. 6
Author(s):  
Jefrizal Sihombing ◽  
Yoga Satria I ◽  
Amelia Rosana Putri ◽  
Widya Utama
Keyword(s):  
Compressive Strength ◽  
Shear Strength ◽  
Retaining Wall ◽  
Retaining Walls ◽  
Front Wall ◽  
The Real ◽  
Load Variations ◽  
Distributed Load ◽  
Heel Width ◽  
Cantilever Retaining Walls

The modeling of retaining wall is adapted to the real conditions on Balerejo Kalegen Street. This wall modeling uses a Cantilever type wall which has a height of 550 cm and a width of 385 cm which is useful for calculating the minimum strength of a cantilever wall for retaining the soil on the Balerejo Kalegen road. In addition, this wall is modeled to have a width of 55 cm, a heel width of 130 cm, a foot width of 130 cm, the width of the next leg is 100 cm, with a wall that enters it is 50 cm and using evenly distributed load variations has been adjusted where the load used is the burden amounting to 11,138, 5.5, 0.3869 tons. When inputting data into SAP 2000 beforehand, calculations must be made related to the force that will affect the wall, then modeling the walls according to the Cantilever shape. After that, Cantilever wall that has been made can be calculated compressive strength and shear strength where the compressive strength of the front wall with an average of 175,154 tons m, the back with an average of 62,666 tons m, the average front heel 866,054 tons m , and the back heel averages 910,463 tons m. Keywords: Cantilever, Retaining Walls, SAP 2000.

Rehabilitation of reinforced concrete slab–column connections

2002 ◽  
Vol 29 (4) ◽  
pp. 602-611 ◽  
Author(s):  
Ehab F El-Salakawy ◽  
Maria Anna Polak ◽  
Khaled A Soudki
Keyword(s):  
Compressive Strength ◽  
Shear Strength ◽  
Concrete Slab ◽  
Normal Weight ◽  
Punching Shear ◽  
Concrete Slabs ◽  
Shear Reinforcement ◽  
Reinforced Concrete Slab ◽  
Normal Weight Concrete ◽  
Average Compressive Strength

The paper presents work on punching shear rehabilitation and strengthening of existing slab–column connections. Four full-scale specimens representing slab–column edge connections were built and tested to failure. Three slabs were then repaired and strengthened and tested again. In the originally tested slabs, which were chosen for repair, one slab had an opening in front of the column and contained shear reinforcement, one slab had an opening and no shear reinforcement, and one had no opening and no reinforcement. The dimensions of the slabs were 1540 × 1020 × 120 mm with square columns (250 × 250 mm). The openings in the specimens were square (150 × 150 mm) with the sides parallel to the sides of the column. The slabs were made using normal weight concrete (28-day average compressive strength of 32 MPa) and reinforced with a reinforcement ratio of 0.75%. The slabs were repaired by replacing old-damaged concrete with new concrete of the same properties. Strengthening was carried out using shear studs for the two slabs, which originally did not have shear reinforcement. The rehabilitation increased the punching shear strength (by 26–41%) and the ductility of the connections. All repaired specimens failed in flexure.Key words: concrete slabs, punching shear, rehabilitation, edge connections, openings, studs, repair.

Finite Element Modeling of a Mechanically Stabilized Earth Trial Wall

2021 ◽  
pp. 036119812110164
Author(s):  
Andrew Lees ◽  
Michael Dobie
Keyword(s):  
Finite Element ◽  
Shear Strength ◽  
Retaining Wall ◽  
Back Analysis ◽  
Soil Parameters ◽  
Failure Behavior ◽  
Valuable Insight ◽  
Deformation And Failure ◽  
First Case ◽  
Soil Shear Strength

Polymer geogrid reinforced soil retaining walls have become commonplace, with routine design generally carried out by limiting equilibrium methods. Finite element analysis (FEA) is becoming more widely used to assess the likely deformation behavior of these structures, although in many cases such analyses over-predict deformation compared with monitored structures. Back-analysis of unit tests and instrumented walls improves the techniques and models used in FEA to represent the soil fill, reinforcement and composite behavior caused by the stabilization effect of the geogrid apertures on the soil particles. This composite behavior is most representatively modeled as enhanced soil shear strength. The back-analysis of two test cases provides valuable insight into the benefits of this approach. In the first case, a unit cell was set up such that one side could yield thereby reaching the active earth pressure state. Using FEA a test without geogrid was modeled to help establish appropriate soil parameters. These parameters were then used to back-analyze a test with geogrid present. Simply using the tensile properties of the geogrid over-predicted the yield pressure but using an enhanced soil shear strength gave a satisfactory comparison with the measured result. In the second case a trial retaining wall was back-analyzed to investigate both deformation and failure, the failure induced by cutting the geogrid after construction using heated wires. The closest fit to the actual deformation and failure behavior was provided by using enhanced fill shear strength.

Preparation of Porous HA Bioceramics by Gelcasting and Pressureless Sintering

2011 ◽  
Vol 335-336 ◽  
pp. 1454-1458
Author(s):  
Jing Xian Zhang ◽  
Bi Qin Chen ◽  
Dong Liang Jiang ◽  
Qing Ling Lin ◽  
Zhong Ming Chen ◽  
...  
Keyword(s):  
Mechanical Properties ◽  
Compressive Strength ◽  
Pore Size ◽  
Pressureless Sintering ◽  
High Compressive Strength ◽  
Microstructure And Properties ◽  
Pmma Beads ◽  
Average Compressive Strength

In the present work, porous HA scaffolds with well controlled pore size, porosity and high compressive strength were prepared by aqueous gelcasting. PMMA beads with different size were used as the pore forming agent. The compositions, microstructure and properties of porous HA bioceramics were analyzed by XRD, SEM, Hg porosimetry etc. The mechanical properties were also tested. For scaffolds with the porosity as 70%, the average compressive strength was 11.9±1.7 MPa. Results showed that glecasting process can be used for the preparation of porous HA biomaterials with well controlled pore size and improved mechanical properties.

Selected Properties of Parallel Strand Lumber Made from Southern Pine and Yellow-Poplar

Holzforschung ◽  
2003 ◽  
Vol 57 (2) ◽  
pp. 207-212 ◽  
Author(s):  
Y. Liu ◽  
A.W.C. Lee
Keyword(s):  
Compressive Strength ◽  
Shear Strength ◽  
Specific Gravity ◽  
Moisture Content ◽  
Dimensional Stability ◽  
Modulus Of Rupture ◽  
Southern Pine ◽  
Yellow Poplar ◽  
Average Modulus ◽  
Parallel Strand Lumber

Summary This study was conducted to explore basic physical and mechanical properties of parallel strand lumber (PSL) made exclusively from southern pine and yellow-poplar, respectively, and to examine their relationships using statistical analysis. Small specimens were prepared from commercial southern pine PSL and yellow-poplar PSL billets and tested for specific gravity, moisture content, dimensional stability, bending properties, shear strength and compressive strength. Results indicate average specific gravity of southern pine PSL is higher than that of yellow-poplar PSL, while their average moisture content and dimensional stability are very similar. Southern pine PSL has higher average modulus of elasticity but lower average modulus of rupture than yellow-poplar PSL. While average longitudinal shear strength does not exhibit differences between southern pine PSL and yellow-poplar PSL, average compressive strength of southern pine PSL is higher than that of yellow-poplar PSL. There are positive correlations among modulus of elasticity, modulus of rupture and specific gravity. PSL improves some properties of solid wood from which PSL is made.

Assessment of Residual Ultimate Strength of VLCC According to Damage Extents and Average Compressive Strength of Stiffened Panel

2014 ◽  
Author(s):  
Ji-Myung Nam ◽  
Joonmo Choung ◽  
Se-Yung Park ◽  
Sung-Won Yoon
Keyword(s):  
Compressive Strength ◽  
Ultimate Strength ◽  
Probabilistic Approach ◽  
Stiffened Panel ◽  
Moment Capacity ◽  
Hull Girder ◽  
Damage Area ◽  
Damage Indices ◽  
Smith Method ◽  
Average Compressive Strength

This paper presents the prediction of residual ultimate strength of a very large crude oil carrier considering damage extents due to collision and grounding accidents. In order to determine extents of damage, two types of probabilistic approaches are employed: deterministic approach based on regulations based on ABS [1], DNV [2], and MARPOL [3] and probabilistic approach based on IMO probability density functions (PDFs) (IMO guidelines [4]). Hull girder ultimate strength is calculated using Smith method which is dependent on how much average compressive strength of stiffened panel is accurate. For this reason, this paper uses two different methods to predict average compressive strength of stiffened panel composing hull girder section: CSR formulas and nonlinear FEA. Calculated average compressive strength curves using CSR formulas (IACS [5, 6]) and nonlinear FEA are imported by an in-house software UMADS. Residual ultimate moment capacities are presented for various heeling angles from 0° (sagging) to 180° (hogging) by 15° increments considering possible flooding scenarios. Three regulations and IMO guidelines yield minimum of reduction ratios of hull girder moment capacity (minimum of damage indices) approximately at heeling angles 90° (angle of horizontal moment) and 180° (angle of hogging moment), respectively, because damage area is located farthest from neutral axis.

PEMANFAATAN LIMBAH KOTORAN SAPI SEBAGAI PENGGANTI SEBAGIAN SEMEN DALAM PEMBUATAN BATAKO

2020 ◽  
Vol 15 (2) ◽  
pp. 53-57
Author(s):  
Kiki Kurniawan ◽  
Prihantono Prihantono ◽  
Rosmawita Saleh
Keyword(s):  
Compressive Strength ◽  
Water Absorption ◽  
Mean Value ◽  
Cow Dung ◽  
A Value ◽  
Average Water ◽  
Hollow Brick ◽  
Average Compressive Strength

The results showed the use of cow dung waste can increase the compressive strength of hollow brick from any composition of waste. Hollow brick with cow dung substitution of 0% has an average compressive strength value 44.75 Kg/Cm2 has an average water absorption of 14.31%, hollow brick with cow dung substitution of 5% has a value of compressive strength average 47.47 Kg/Cm2 has an average water absorption of 15.67%, Batako perforation with cow dung substitution of 7.5% has an average compressive strength value of 51.83 Kg/Cm2 has the absorption water averaging 13.71%, batako perforated with substitution of cow dung waste of 10% has an average compressive strength value 53.81 Kg/Cm2 has an average water absorption of 10.04%, hollow brick with substitution cow dung waste of 12.5% has an average compressive strength value of 50.66 Kg/Cm2 has an average water absorption of 23.6%, hollow brick with cow dung substitution of 15% average 48.84 Kg/Cm2 has an average water absorption of 19.72%. The optimum compressive strength value was obtained from percentage substitution of cow dung waste at 10% with mean value of compressive strength 53,81 Kg/Cm2 with average water absorption 10,04%.

Experimental Assessment of Strength Parameters of River Sand for Sandcrete Block Production

2021 ◽  
Vol 53 ◽  
pp. 67-75
Author(s):  
Babatunde Ogunbayo ◽  
Clinton Aigbavboa ◽  
Opeoluwa Akinradewo
Keyword(s):  
Compressive Strength ◽  
Quality Standard ◽  
Sieve Analysis ◽  
Building Structures ◽  
Strength Parameters ◽  
River Sand ◽  
Sieve Analyses ◽  
Aggregate Material ◽  
Average Compressive Strength ◽  
Minimum Quality

Sandcrete block is a vital building material used in the construction of building structures. The sandcrete blocks are produced by different manufacturers using river sand obtained from different locations as aggregate material without recourse to the minimum quality standard for the blocks produced. The study assessed the strength parameters of river sand used as an aggregate material in block production to determine its quality and suitability in relation to the strength of block produced. Three (3) block manufacturing sites in Nigeria were visited and 27 (twenty-seven) blocks of size 450 mm x 225 mm x 225 mm were selected randomly from the sites. The properties of the river sand was analyzed through sieve analyses, bulk density, silt content and water absorption while the compressive strength of the blocks was also tested. The result of sieve analysis of the river sand used in block production for this study all satisfied the particle size requirements of BS EN 933-1:1997 for general construction work including block production. The result of the study also shows that blocks produced with the river sand after 28days have an average compressive strength of 1.23 N/mm2 (SW), 1.54 N/mm2 (SE) and 1.95N/mm2 (NE). The study, therefore, concluded and recommended that regulatory and professional bodies in partnership with relevant associations should organize seminars for producers of sandcrete blocks on the best practices involved in producing quality sandcrete blocks.

Sign in / Sign up

Export Citation Format

Share Document