Method for the biomechanical analysis of aqueous veins and perilimbal sclera by three-dimensional photoacoustic imaging and strain field calculation

A method motivated by the eye’s aqueous veins is described for the imaging and strain calculation within soft biological tissues. A challenge to the investigation of the biomechanics of the aqueous vein—perilimbal sclera tissue complex is resolution of tissue deformations as a function of intraocular pressure and the subsequent calculation of strain (a normalized measure of deformation). The method involves perfusion of the eye with a contrast agent during conduction of non-invasive, optical resolution photoacoustic microscopy. This imaging technique permits three-dimensional displacement measurements of tracked points on the inner walls of the veins which are used in a finite element model to determine the corresponding strains. The methods are validated against two standard strain measurement methods. Representative porcine globe perfusion experiments are presented that demonstrate the power of the method to determine complex strain fields in the veins dependent on intraocular pressure as well as vein anatomy. In these cases, veins are observed to move radially outward during increases in intraocular pressure and to possess significant spatial strain variation, possibly influenced by their branching patterns. To the authors’ knowledge, these are the only such quantitative, data driven, calculations of the aqueous vein strains available in the open literature.

The Effects of Installation on the Elastic Stiffness Coefficients of Spudcan Foundations

Subjected to pre-load, spudcan foundations, widely utilized to support offshore jack-up rigs, may penetrate in a few diameters into soft clays before mobilizing sufficient resistance from soil. While its stress–strain behavior is known to be affected by the embedment condition and soil backflow, the small-strain calculation with wished-in-place assumption was previously adopted to analyze its elastic stiffness coefficients. This study takes advantage of a recently developed dual-stage Eulerian–Lagrangian (DSEL) technique to re-evaluate the elastic stiffness coefficients of spudcans after realistically modelling the deep, continuous spudcan penetration. A numerical parametric exercise is conducted to investigate the effects of strength non-homogeneity, embedment depths, and the spudcan’s size on the elastic stiffness. On these bases, an expression is provided such that the practicing engineers can conveniently factor the installation effects into the estimation of elastic stiffness coefficients of spudcans.

STUDI PERBANDINGAN MENGENAI PERHITUNGAN BESARAN REGANGAN DI LAPISAN SUBGRADE AKIBAT BEBAN RODA KENDARAAN UNTUK JALAN RAYA KELAS I

ABSTRACTMulti-layer systems theory is one of the concepts used in finding out the amount of strain and stress that occurs in the road pavement system due to vehicle loads. The purpose and goal of this study is to analyze the amount of strain that occurs on the pavement systems in Indonesia, especially in the subgrade position. The type of multi-layer system theory used to calculate the amount of strain includes the theory of one layer systems, two-layer systems and three-layer systems with data analyzed in the form of pavement thickness and type of pavement material.Based on this study, the value of strain obtained by the theory of one-layer system in some of the road data reviewed are 533.8658 microstrains, 361.3456 microstrains, 1577.987601 microstrains, 618,012 microstrains and 140.3075 microstrains. For research with two-layers systems, the results obtained are 1116.2920 microstrains, 544.322 microstrains, 1448.0839 microstrains, 734.1844 microstrains and 738.7226 microstrains. For research with three-layers system, results obtained are 72.20275278; 70.80346908; 192.9638366; 123.1150377dan 391.8845636 microstrains. The results with the calculation of one-layer system are very large because the modulus values of the subgrade layers are not reviewed and only pavement thickness is reviewed. As for calculations with the theory of two-layer systems, the results obtained are far greater than one-layer systems, due to the limitations of the graph to find the value of the ratio between thickness and large contact area. Calculation with the theory of three-layers system is a strain calculation which has a much smaller value compared to the theory of one-layer system and two- layer system. This is because this theory divides the calculated pavement layers into three layers, which is in accordance with the flexible pavement system which divides the pavement layers into three layers, so this calculation is the most ideal calculation because it approaches its original condition.ABSTRAKTeori sistem lapis banyak merupakan salah satu konsep yang digunakan dalam mencari tahu besaran regangan dan tegangan yang terjadi pada sistem perkerasan jalan raya akibat beban kendaraan. Maksud dan tujuan dari penelitian ini adalah untuk menganalisis mengenai besaran regangan yang terjadi pada jalan raya di Indonesia pada lapisan tanah dasar khususnya di posisi permukaan tanah dasar. Adapun jenis teori sistem lapis banyak yang digunakan untuk menghitung besaran regangan tersebut antara lain teori one-layer systems, two-layers systems dan three-layers systems dengan data yang dianalisis berupa tebal perkerasan dan jenis material perkerasan jalan.Berdasarkan penelitian ini, adapun nilai dari regangan yang diperoleh dengan teori one-layer system di beberapa data jalan yang ditinjau, antara lain 533.8658 mikrostrain, 361.3456 mikrostrain, 1577.987601 mikrostrain, 618.012 mikrostrain dan 140.3075 mikrostrain. Untuk penelitian dengan two-layers system diperoleh hasil yaitu 1116.2920 mikrostrain, 544.322 mikrostrain, 1448.0839 mikrostrain, 734.1844 mikrostrain dan 738.7226 mikrostrain. Untuk penelitian dengan three-layers system diperoleh hasil antara lain 72.20275278; 70.80346908; 192.9638366; 123.1150377 dan 391.8845636 mikrostrain. Hasil dengan perhitungan one-layer system sangat besar dikarenakan nilai modulus lapisan dari subgrade tidak ditinjau dan hanya meninjau tebal perkerasan. Adapun untuk perhitungan dengan teori two-layers system, hasil yang diperoleh jauh lebih besar daripada one-layer system, yang disebabkan keterbatasan dari grafik untuk mencari nilai perbandingan antara ketebalan dan luas kontak yang besar. Perhitungan dengan teori three-layers system merupakan perhitungan regangan yang memiliki nilai jauh lebih kecil dibandingkan dengan teori one-layer system dan two-layer systems. Hal ini dikarenakan teori ini membagi lapisan perkerasan yang dihitung menjadi tiga buah lapisan, yang sesuai dengan sistem perkerasan lentur yang membagi lapisan perkerasan menjadi tiga buah lapisan, sehingga perhitungan ini merupakan perhitungan yang paling ideal karena mendekati kondisi aslinya.

Rapid Strain Demand Estimation of Pipelines Deformed by Lateral Ground Movements

In strain-based design and assessment, accurate measurement of pipe longitudinal strain demand is a key element in performing proper strain assessments. Quick pipeline strain assessments are usually needed after widespread natural disasters such as earthquakes or heavy rainfalls that affect multiple lines at several sites. Finite Element Analyses (FEA) and In-line Inspection (ILI) tools are the most common methods to measure/estimate the longitudinal strain demand of in-service pipelines. However, because they are rather time-consuming methods, they cannot be relied on when quick fitness-for-service evaluations of pipelines is needed. ILI needs considerable amount of time for planning and preparation as well as post-run analyses, and FEA needs extensive efforts to gather input data which might not be readily available for each site. Enbridge recently used a method of strain demand estimation during a rapid response process to several sites affected by lateral landslides after major weather events. The method involves gathering basic field measurements of pipe deformed shape and performing analytical strain calculation by using curve-fitted deformed shape functions. This paper describes this method, its key elements, and the assumptions on which it is based. It also presents the evaluation of this method via FEA of several pipes, soil conditions, and landslides scenarios. And finally, it concludes the capability of this method for different cases of pipes and landslides.