Design of shallow rock-anchored foundations

1982 ◽  
Vol 19 (4) ◽  
pp. 463-471
Author(s):  
Nabil F. Ismael
Keyword(s):  
Transmission Lines ◽  
Design Parameters ◽  
Test Results ◽  
Design Procedures ◽  
Uplift Pressure ◽  
Rock Types ◽  
Rock Formations ◽  
Load Tests ◽  
Rock Anchors ◽  
Important Design

Full-scale uplift and lateral load tests were carried out on rock anchors and rock-anchored foundations at several sites in the Province of Ontario. Various rock types were tested, ranging from soft shale to sound limestone. The results are presented; they were analyzed and important design parameters were determined for different rock formations. Based on test results, simplified design procedures were developed for the convenience of the design engineer. Keywords: Anchors, rock, transmission lines, foundations, tests, loads, design criteria, uplift pressure.

Time-dependent deformation of shaly rocks in southern Ontario

1978 ◽  
Vol 15 (4) ◽  
pp. 537-547 ◽  
Author(s):  
K. Y. Lo ◽  
R. S. C. Wai ◽  
J. H. L. Palmer ◽  
R. M. Quigley
Keyword(s):  
Time Dependent ◽  
Model Parameters ◽  
Deformation Model ◽  
Test Results ◽  
Southern Ontario ◽  
Rock Types ◽  
Rock Formations ◽  
Swelling Characteristics ◽  
Field Behaviour

Two methods of laboratory measurements of time-dependent deformations of rocks due to the relief of in situ stresses are described. Experiments were performed on specimens taken from seven rock formations in southern Ontario. It was found that some rock types exhibit considerable time-dependent deformation, generally consistent with observed field behaviour. In addition, the swelling behaviour of the shaly rocks is anisotropic and constituent layers of the same rock formation may possess very different swelling characteristics. Mineralogical tests performed showed that the observed swelling behaviours are related to the composition and clay fabric of the rock.For detailed analysis of the test results, a rheological model was employed to represent the time-dependent deformation. Model parameters for three rock types have been obtained.Because the tests are simple and inexpensive to perform, it becomes practical to carry out a large number of tests for the evaluation of potential problems due to time-dependent deformation.

scholarly journals Applications, behaviour and construction of high performance steels in steel-concrete composite structures

2018 ◽  
Author(s):  
Brian Uy
Keyword(s):  
Composite Structures ◽  
High Performance ◽  
High Strength ◽  
International Standards ◽  
Design Parameters ◽  
Future Research ◽  
Building Structures ◽  
Design Procedures ◽  
Bridge Structures ◽  
Important Design

This paper addresses the applications, behaviour and construction of high performance steels in steel-concrete composite structures.   For the purposes of this paper, high performance steels will include high strength, stainless and weathering steels. Akin to many innovations in the construction industry, high performance steels have generally been adopted for the use in iconic projects well before design procedures have been developed in standards.  This paper will provide a summary of many of the applications particularly as they pertain to iconic projects in Australasia and internationally.   Recent research in these areas will also be summarised and important design parameters as they deviate from traditional mild structural steel will be highlighted.   Australasian advances in the standardisation of both bridges and buildings incorporating high performance steels will also be summarised, with particular reference to the Australasian Design Codes in Bridge Structures, ASNZS 5100 Part 6; and Building Structures ASNZS 2327 which have both been published in 2017.   The paper will conclude with suggestions for further research and will identify areas of significant gaps in Australasian and international standards which will also guide future research in this area.

Innovative Method for Evaluating Drilled Shaft Foundations for St. Croix River Bridge

1998 ◽  
Vol 1633 (1) ◽  
pp. 84-93
Author(s):  
Michael W. O’Neill ◽  
Gary J. Person
Keyword(s):  
Drilled Shafts ◽  
Interface Roughness ◽  
Design Parameters ◽  
Lateral Stiffness ◽  
Test Results ◽  
Side Resistance ◽  
Major River ◽  
Load Tests ◽  
Drilled Shaft Foundations ◽  
A Site

To develop design parameters for axially loaded drilled shafts for the St. Croix River Bridge, a major river crossing at Oak Park Heights, Minnesota, load tests were conducted on half-scale sockets in the primary formation, the Franconia Sandstone, at a site on the west bank of the river. The test results were analyzed by using a procedure that considered dilatancy at the shaft-sandstone interface using the known normal, lateral stiffness of the rock, and several candidate interface roughness patterns. The normal stiffness was measured by splitting a short socket vertically with an Osterberg load cell, within the Franconia formation. The interface roughness patterns were varied until the load-deformation behavior of the axial socket test was matched. The production shafts will have larger diameters and will penetrate the formation to a shallower depth than the axial test socket. The lateral stiffness therefore was scaled to account for these effects, and the analytical method was used to determine values of side resistance that should be used for designing the production shafts.

Deep Excavations for the Manufacturers Life Centre, Toronto

1972 ◽  
Vol 9 (2) ◽  
pp. 137-144
Author(s):  
G. D. Prasad ◽  
C.F. Freeman ◽  
D. Klajnerman
Keyword(s):  
Field Tests ◽  
Full Scale ◽  
Triaxial Tests ◽  
Design Parameters ◽  
Loading Test ◽  
Deep Excavations ◽  
Design Procedures ◽  
Load Tests ◽  
Geotechnical Design ◽  
Soldier Pile

Geotechnical considerations associated with deep excavations for the Manufacturers Life Centre in Toronto are discussed. The depth to shale bedrock and the necessity to obtain maximum access to the foundation grade resulted in selecting the use of tie backs into the overburden with or without rakers for supporting the soldier pile lagging system. Full scale load tests were carried out to prove the recommended geotechnical design parameters for the shoring system. Adhesion values obtained from full scale field tests on tie backs agreed closely with the shear strength obtained from laboratory quick triaxial tests. However a full scale loading test on an inclined raker footing gave a higher bearing value compared with conventional design procedures.

Experiment Study on Bolts Foundation of Large-Jointed Rock Mass in Transmission Lines

2012 ◽  
Vol 256-259 ◽  
pp. 344-349
Author(s):  
Rui Ming Tong ◽  
Xian Long Lu ◽  
Wei Feng Zheng
Keyword(s):  
Rock Mass ◽  
Transmission Lines ◽  
Mechanical Characteristics ◽  
Static Load ◽  
Jointed Rock ◽  
Jointed Rock Mass ◽  
Design Parameters ◽  
Geological Condition ◽  
Experiment Study ◽  
Load Tests

Large-jointed rock mass is the main geological condition of transmission lines of Qingyuan Regions in Guangdong Province. The bolt foundations haven’t be studied and applied in this geological condition. Static load tests of 15 single-bolt foundations and 8 group-bolt foundations were carried out. Experiment study shows that the mechanical characteristics of bolt foundation are suitable for transmission lines in large-jointed rock mass. The design parameters of anchor bar in large-jointed rock mass are derived from the measured data:τa>2359kPa, τb>618kPa, τc>42kPa.

Research on Static Load Tests of Damaged Bridge Strengthened with Pre-Stressed HFRP

2014 ◽  
Vol 1079-1080 ◽  
pp. 258-265
Author(s):  
Chen Ning Cai ◽  
Shan He ◽  
Li Na Liu ◽  
Shi Kun Ou
Keyword(s):  
Static Load ◽  
Flexural Rigidity ◽  
Fiber Reinforced Polymer ◽  
Test Results ◽  
Structural Members ◽  
Fiber Reinforced ◽  
Hybrid Fiber ◽  
Reinforced Polymer ◽  
Glass Fiber Reinforced ◽  
Load Tests

Thispaper presents an experimental study to strengthen an existing bridge usingpre-stressed carbon fiber reinforced polymer (CFRP) and glass fiber reinforced polymer(GFRP) materials. The method using pre-stressed hybrid fiber reinforced polymer(HFRP) to strengthened structural members is an emerging pre-stressed strengtheningtechnology. In this study, experimental data selected from result of staticloading test conducted to hollow slabs with CFRP/GFRP has been compared with specimenswithout strengthening. Test results showed that the strengthening methoddeveloped in this study could effectively reduce the stress in hollow slab,improving the flexural rigidity and inhibiting the concrete from fracture.

Local buckling capacity of C-shaped cold-formed steel sections with punched webs

1984 ◽  
Vol 11 (1) ◽  
pp. 1-7 ◽  
Author(s):  
Robert Loov
Keyword(s):  
Local Buckling ◽  
Effective Width ◽  
Test Results ◽  
Average Yield ◽  
Steel Sections ◽  
Load Tests ◽  
Cold Formed Steel ◽  
Stub Column ◽  
Best Fit ◽  
The Web

Load tests were carried out on 36 stub column samples of cold-formed steel studs having 38.1 mm wide × 44.5 mm long holes punched through their webs, steel thicknesses of 1.21–2.01 mm, and overall section depths of 63–204 mm. Based on these tests a best-fit equation for the effective width of the unstiffened portion of the web beside the holes has been developed. Suggested design equations have been proposed. The test results support the present equation for the average yield stress [Formula: see text] in Canadian Standards Association Standard S136-1974 but the present code equations for unstiffened plates are unduly conservative when applied to the design of the web adjacent to openings of the size considered.

Estimation of Seismic Energy Dissipation for Steel Slit Shear Walls Considering Out-of-Plane Buckling

2021 ◽  
Author(s):  
Yiming Ma ◽  
Liusheng He ◽  
Ming Li
Keyword(s):  
Energy Dissipation ◽  
Shear Walls ◽  
Seismic Energy ◽  
Thickness Ratio ◽  
Design Parameters ◽  
Test Results ◽  
Loading Test ◽  
Aspect Ratios ◽  
Out Of Plane ◽  
Energy Dissipation Capacity

Steel slit shear walls (SSSWs), made by cutting slits in steel plates, are increasingly adopted in seismic design of buildings for energy dissipation. This paper estimates the seismic energy dissipation capacity of SSSWs considering out-of-plane buckling. In the experimental study, three SSSW specimens were designed with different width-thickness ratios and aspect ratios and tested under quasi-static cyclic loading. Test results showed that the width-thickness ratio of the links dominated the occurrence of out-of-plane buckling, which produced pinching in the hysteresis and thus reduced the energy dissipation capacity. Out-of-plane buckling occurred earlier for the links with a larger width-thickness ratio, and vice versa. Refined finite element model was built for the SSSW specimens, and validated by the test results. The concept of average pinching parameter was proposed to quantify the degree of pinching in the hysteresis. Through the parametric analysis, an equation was derived to estimate the average pinching parameter of the SSSWs with different design parameters. A new method for estimating the energy dissipation of the SSSWs considering out-of-plane buckling was proposed, by which the predicted energy dissipation agreed well with the test results.

Implementing the Mechanistic–Empirical Design Guide Procedure for a Hot-Mix Asphalt–Rehabilitated Pavement in Indiana

2005 ◽  
Vol 1919 (1) ◽  
pp. 121-133 ◽  
Author(s):  
Khaled A. Galal ◽  
Ghassan R. Chehab
Keyword(s):  
Hot Mix Asphalt ◽  
Pavement Design ◽  
Design Parameters ◽  
Design Procedures ◽  
Design Concepts ◽  
Asphalt Overlay ◽  
Design Guide ◽  
Strategic Goals ◽  
And Performance

One of the Indiana Department of Transportation's (INDOT's) strategic goals is to improve its pavement design procedures. This goal can be accomplished by fully implementing the 2002 mechanistic–empirical (M-E) pavement design guide (M-E PDG) once it is approved by AASHTO. The release of the M-E PDG software has provided a unique opportunity for INDOT engineers to evaluate, calibrate, and validate the new M-E design process. A continuously reinforced concrete pavement on I-65 was rubblized and overlaid with a 13–in.-thick hot-mix asphalt overlay in 1994. The availability of the structural design, material properties, and climatic and traffic conditions, in addition to the availability of performance data, provided a unique opportunity for comparing the predicted performance of this section using the M-E procedure with the in situ performance; calibration efforts were conducted subsequently. The 1993 design of this pavement section was compared with the 2002 M-E design, and performance was predicted with the same design inputs. In addition, design levels and inputs were varied to achieve the following: ( a) assess the functionality of the M-E PDG software and the feasibility of applying M-E design concepts for structural pavement design of Indiana roadways, ( b) determine the sensitivity of the design parameters and the input levels most critical to the M-E PDG predicted distresses and their impact on the implementation strategy that would be recommended to INDOT, and ( c) evaluate the rubblization technique that was implemented on the I-65 pavement section.

scholarly journals A Methodology for Optimal Design of Transmission Lines to Protection against Lightning Surges in Presence of Arresters

2020 ◽  
Vol 9 (1) ◽  
pp. 105-110
Author(s):  
R. Shariatinasab ◽  
R. Azimi
Keyword(s):  
Transmission Lines ◽  
Geometric Model ◽  
Design Parameters ◽  
Target Number ◽  
Planning Stage ◽  
Shielding Failure ◽  
Surge Arresters ◽  
The Monte Carlo Method ◽  
Optimal Value

In this paper, a methodology for determination of the optimal value of protection design parameters, i.e. tower footing resistance, insulation strength, and surge arresters’ rating in the planning stage of transmission lines (TLs) is presented. This method calculates the shielding failure flashover rate (SFFOR) of TLs, based on Electro-geometric model (EGM) of TLs, and the back flashover rate (BFR) of TLs, based on the Monte Carlo method, in which the accuracy of the proposed methodology has been verified by comparing the resultant results with those obtained with the use of the IEEE FLASH program. The proposed method can be directly used to achieve the minimum lightning flashover rate (LFOR) of TLs by the minimum investment cost. Also, it can be used, indirectly, for determination of the appropriate value of the footing resistance, insulation strength and arresters’ rating to satisfy any target number of LFOR that might be specified by the utilities or standards.

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