scholarly journals Edge strength of core drilled and waterjet cut holes in architectural glass

2021 ◽  
Author(s):  
Kay Sanders ◽  
Freek Bos ◽  
Erwin ten Brincke ◽  
Jan Belis
Keyword(s):  
Ultimate Load ◽  
Tensile Tests ◽  
Round Hole ◽  
Glass Pane ◽  
Double Ring ◽  
Edge Strength ◽  
Hole Area ◽  
Edge Finishing ◽  
Hard Contact ◽  
Panel Thickness

AbstractIn structural glass design, an often-applied connection is a bolted connection subjected to in-plane tensile loads. Traditionally, the hole in the glass pane is manufactured by core drilling and conical edge finishing. An alternative method is by waterjet cutting the holes, resulting in cylindrically shaped holes. This research compares the edge strength of core drilled and waterjet cut holes. It focuses on in-plane tensile tests and consists of an experimental part in combination with a numerical part. In the in-plane tensile tests, peak stresses occur perpendicular to the load direction. These stresses are found to be higher for waterjet cut holes (+ 13%) compared to core drilled holes. As a result, the characteristic ultimate load is lower for waterjet cut holes (− 16%). Furthermore, the influence of thermally toughening the glass is found to be more favourable for the characteristic ultimate load of specimens containing core drilled holes than it is for waterjet cut holes. Next to that, it was found that the ultimate load linearly increases with the panel thickness. Eccentric loading, caused by insufficient bushing material or rotation of the bolt, only slightly decreases the ultimate load, provided that no hard contact between bolt and glass occurs. In addition, coaxial double ring tests were performed in the hole area, showing that waterjet cut holes result in larger stresses near the hole edge than core drilled holes. Furthermore, waterjet cut holes are found not to be perfectly round, while drilled holes are. This un-roundness negatively influences the ultimate load and the stresses in the glass; the larger the extent of un-roundness, the higher the stresses and the lower the ultimate load. Also, the orientation of the un-round hole is of influence on the stresses and ultimate load for the tensile test. It is concluded that waterjet cut holes result in lower characteristic ultimate loads and higher stresses. Due to the different edge finishing, the ultimate load still is lower compared to core drilled holes, even if the waterjet cut holes are perfectly round.

Influence of the load history on the edge strength of glass with arrised and ground edge finishing

2013 ◽  
Vol 104 ◽  
pp. 29-40 ◽  
Author(s):  
Marc Vandebroek ◽  
Jan Belis ◽  
Christian Louter ◽  
Robby Caspeele
Keyword(s):  
Load History ◽  
Edge Strength ◽  
Edge Finishing

scholarly journals DISAIN GEOMETRI REAKTOR FOTOSEL CAHAYA RUANG

2015 ◽  
Vol 8 (2) ◽  
pp. 131 ◽  
Author(s):  
Rahadian Zainul ◽  
Admin Alif ◽  
Hermansyah Aziz ◽  
Syukri Arief ◽  
Syukri
Keyword(s):  
Electrical Energy ◽  
Reactor Design ◽  
Interface Layer ◽  
Light Energy ◽  
Fluorescent Light ◽  
Glass Panel ◽  
Glass Pane ◽  
Junction Type ◽  
The Difference ◽  
Panel Thickness

This research aims to obtain reactor design photocells that can convert light energy into electrical energy space. Room light energy derived from sunlight that comes into the room and fluorescent light irradiation. Photocells reactor using a panel of copper oxide (Cu2O/CuO) of calcined Cu plate and filler electrolyte Na2SO4 0.5 N. The design of the geometry of the reactor photocells covering thickness of the glass pane, the distance between the electrodes, the interface layer, layer and coating reflector panels, and junction type np used. Reactor photocells 1 (R1) and 2 (R2) is identical in geometry to the thickness of the glass panel 3 mm thick reactor 15 mm without anti reflector, but the difference at the junction of type n, (R1 = plate Cu; R2 = plate Aluminum) generate 182.82 mW/m2 and 21119644.3 NW/m2. Design R3 (junction-type n = plate Cu) and R4 (junction-type n = plate Al), a panel thickness of 15 cm and has a layer anti reflector provide power 214.95 mW/m2 and 24163298.3 NW/m2. Design Reactor 5 (R5 = Cu) and R6 (Al), thickness of 9 mm, the distance between the electrodes 0:30 mm, using anti reflector carbon, giving each the power of 277.36 mW/m2 and 31258420.91 NW/m2. The most optimum reactor design is the design of R6 with 2:14% conversion capabilities (Intensity = 90.21 foot candles) for the sunlight into the room.

Innovative Strengthening Solution Based on Textile Reinforced Mortar for Stone Masonry Arches

2010 ◽  
Vol 133-134 ◽  
pp. 849-854
Author(s):  
Leire Garmendia ◽  
José Tomás San-José ◽  
David García ◽  
Pello Larrinaga ◽  
Jesús Díez
Keyword(s):  
Ultimate Load ◽  
Tensile Tests ◽  
Full Scale ◽  
Stone Masonry ◽  
Masonry Walls ◽  
Masonry Structures ◽  
Experimental Campaign ◽  
Strengthening Technique ◽  
Textile Reinforced Mortar ◽  
Stone Arches

This paper aims to present the design, strengthening and testing of full scale masonry walls and arches. The preservation of our cultural heritage is a really important topic. Majority of masonry structures are deteriorated because of ageing effects, load increments, movements at their foundations, etc. Because of this, retrofitting is needed. In order to afford this problem, a compatible and minimally invasive strengthening technique based on Textile Reinforced Mortar (TRM) is developed. The experimental campaign consists of the characterisation of the constitutive materials of the stone structures and the strengthening textile and mortar (TRM has been characterised by pure tensile tests). Furthermore, the influence of the different arrangements of the masonry and mortar type has been analysed by testing 24 masonry prisms. Finally, 12 full-scale stone arches have been erected, strengthened and tested. The purpose is to compare the mechanical behaviour up to failure of both unstrengthened and strengthened structures. During the tests the effectiveness of the technique has been proved being the ultimate load up to 21 times higher.

Experimental validation of edge strength model for glass with polished and cut edge finishing

2012 ◽  
Vol 96 ◽  
pp. 480-489 ◽  
Author(s):  
Marc Vandebroek ◽  
Jan Belis ◽  
Christian Louter ◽  
Gustaaf Van Tendeloo
Keyword(s):  
Experimental Validation ◽  
Strength Model ◽  
Cut Edge ◽  
Edge Strength ◽  
Edge Finishing

Additional Test Results for Round-Hole-Pattern Damper Seals: Leakage, Friction Factors, and Rotordynamic Force Coefficients

1990 ◽  
Vol 112 (2) ◽  
pp. 365-371 ◽  
Author(s):  
D. W. Childs ◽  
S. A. Nolan ◽  
J. J. Kilgore
Keyword(s):  
Factor Model ◽  
Reynolds Numbers ◽  
Radial Clearance ◽  
Round Hole ◽  
Pressure Gradients ◽  
Test Results ◽  
Force Coefficients ◽  
Friction Factors ◽  
Hole Area ◽  
Theoretical Predictions

Test results are presented for round-hole-pattern damper seals at Reynolds numbers on the order of 90,000 to 250,000. The seals have roughened stators; Cr/R = 0.0075 and L/D = 1/2. The fluid CBrF3 entering the test seals has no intentional prerotation, i.e., the fluid is injected radially into the apparatus. There is no tangential injection; and no “slinger” is provided upstream of the seals. Test results consist of leakage rates, axial pressure gradients, friction factors, and rotordynamic-force coefficients. The hole-pattern-stator seals leak approximately one third less than smooth seals at the same clearances, have approximately the same damping performance, and about 20 percent lower stiffness values. Unlike earlier tests (Childs and Kim, 1986), variations in hole depth to radial clearance ratios h/Cr showed no clear optimum with respect to damping. Increasing the ratio of hole area to surface area from 0.27 to 0.34 to 0.42 showed no damping change, in moving from 0.27 to 0.34, but a substantial drop in moving from 0.34 to 0.42. Measured friction factors showed serious deviations from the assumed Blasius friction-factor model for wall-shear stress for some stators, particularly in regard to speed dependency. Despite these deviations, theoretical predictions based on measured friction factors are generally reasonable. Direct stiffness predictions are generally within 20 percent. Damping predictions are generally within 5 percent.

Size effect model for the edge strength of glass with cut and ground edge finishing

2014 ◽  
Vol 79 ◽  
pp. 96-105 ◽  
Author(s):  
Marc Vandebroek ◽  
Christian Louter ◽  
Robby Caspeele ◽  
Frank Ensslen ◽  
Jan Belis
Keyword(s):  
Size Effect ◽  
Edge Strength ◽  
Effect Model ◽  
Edge Finishing ◽  
Size Effect Model

scholarly journals Design and Modification of Copper Oxide Electrodes for Improving Conversion Coefficient Indoors Lights (PV-Cell) Photocells

2018 ◽  
Author(s):  
Rahadian Zainul
Keyword(s):  
Copper Oxide ◽  
Electrical Energy ◽  
Reactor Design ◽  
Interface Layer ◽  
Fluorescent Light ◽  
Glass Pane ◽  
Oxide Electrodes ◽  
Junction Type ◽  
The Difference ◽  
Panel Thickness

This research aims to investigate photocells reactor design can convert indoor lights energy into electrical energy. Indoor lights comes from sunlight entering into the room and fluorescent light irradiation. Design of photocells reactor use a panel of copper oxide (Cu2O/CuO) of calcined Cu plate and filler electrolyte Na2SO4 0.5 N. Modification of electrode by n-p junction layer, which one of section (n) and the others section (p). Photocells reactor was constructed by thickness of the glass pane, the distance between the electrodes, the interface layer, layer and coating reflector panels. In this research there are three design of photocells reactor, The first design is R1, the thickness of the glass panel 3 mm thick reactor 15 mm without anti reflector. In this design, there are two type based on the difference at the junction of type n, (R1a = plate Cu; R1b = plate Aluminum) generate 182.82 mW/m2 and 21119644.3 NW/m2. Than, the second design of photocells reactor is R2a (junction-type n = plate Cu) and R2b (junction-type n = plate Al), a panel thickness of 15 mm and has a layer anti reflector provide power 214.95 mW/m2 and 24163298.3 NW/m2. The last design of photocells reactor is R3 (R3a = Cu) and R3b (Al), thickness of 9 mm, the distance between the electrodes 0.30 mm, using anti reflector carbon, giving each the power of 277.36 mW/m2 and 31258420.91 NW/m2. The most optimum reactor design is R3b with 2:14% conversion capabilities (Intensity = 90.21 foot candles) for indoor lights.

Calculation And Experimental Substantiation Of Optimal Design Of The Welded Joint Of Plates On Соver Plates

2020 ◽  
pp. 17-24
Keyword(s):  
Welded Joint ◽  
Experimental Studies ◽  
Engineering Calculation ◽  
Tensile Tests ◽  
Physical Nonlinearity ◽  
Steel Plates ◽  
Optimal Parameters ◽  
Actual Problem ◽  
Numerical Research ◽  
Cover Plates

The article is devoted to the actual problem of assigning optimal parameters for connecting steel plates on cover plates with angular welds that are widely used in construction practice. The article presents the results of a comprehensive study of operation of a welded assembly of the plates connection on cover plates. An algorithm is proposed for determining the optimal parameters of a welded joint with fillet welds on the cover plates, which makes it possible to obtain a strength balanced connection. The results of full-scale tensile tests of models were presented. These results confirmed the correctness of the assumed design assumptions, and made it possible to obtain a form of destruction, not characteristic and not described in the normative literature, expressed by cutting the main elements along the length of the overlap in the joint. The possibility of such a form of destruction was confirmed by the results of numerical research in a nonlinear formulation. The optimal parameters of the nodal welded joint determined by engineering calculation are confirmed by experimental studies, as well as by the results of numerical experiments on models of calculation schemes, taking into account the physical nonlinearity of the material operation. The obtained dependence for determining the bearing capacity of the joint by the cut-off mechanism and the expression for limiting the overlap length of the cover plates will make it possible to predict the nature of the fracture and design equally strong joints.

Preliminary Investigation on the Flexural Behaviour of Steel Fibre Reinforced Self-Compacting Concrete Ribbed Slab

2018 ◽  
Vol 15 (1) ◽  
pp. 31
Author(s):  
Nur Aiman Suparlan ◽  
Muhammad Azrul Ku Ayob ◽  
Hazrina Ahmad ◽  
Siti Hawa Hamzah ◽  
Mohd Hisbany Mohd Hashim
Keyword(s):  
Ultimate Load ◽  
Steel Fibre ◽  
Preliminary Investigation ◽  
Bending Test ◽  
Flexural Behaviour ◽  
Self Compacting Concrete ◽  
Two Samples ◽  
Simple Support ◽  
Set Up ◽  
Ultimate Load Carrying Capacity

A ribbed slab structure has the advantage in the reduction of concrete volume in between the ribs resulting in a lower structural self-weight. In order to overcome the drawbacks in the construction process, the application of steel fibre self-compacting concrete (SCFRC) is seen as an alternative material to be used in the slab. This preliminary investigation was carried out to investigate the flexural behaviour of steel fibre self-compacting concrete (SCFRC) as the main material in ribbed slab omitting the conventional reinforcements. Two samples of ribbed slab were prepared for this preliminary study; 2-ribbed and 3-ribbed in 1 m width to identify the effect of the geometry to the slab’s flexural behaviour. The dimension of both samples is 2.5 m x 1 m with 150 mm thickness. The compressive strength of the mix is 48.6 MPa based on the cubes tested at 28 days. Load was applied to failure by using the four point bending test set-up with simple support condition. The result of the experiment recorded ultimate load carrying capacity at 30.68 kN for the 2-ribbed slab and 25.52 kN for 3-ribbed slab. From the results, the ultimate load of the 2-ribbed sample exceeds 3-ribbed by approximately 20%. This proved that even with lower concrete volume, the sample can still withstand an almost similar ultimate load. Cracks was also observed and recorded with the maximum crack width of 2 mm. It can be concluded that the steel fibres do have the potential to withstand flexural loadings. Steel fibre reduces macro-crack forming into micro-cracks and improves concrete ductility, as well as improvement in deflection. This shows that steel fibre reinforced self-compacting concrete is practical as it offers good concrete properties as well as it can be mixed, placed easier without compaction. 

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