Abstract: A method is presented for calculating the lightning performance of unshielded steel-structure transmission lines. The method is an adaptation of the Anderson/IEEE method for shielded lines, and it incorporates an algorithm for calculating separate magnitudes and frequency distributions of the strokes to the towers and the strokes to the conductors. The results of applying the method to 230 kV, 500 kV and 765 kV lines are presented, and the effects of voltage class, span and form of striking distance equation are discussed. >

Abstract: Creating a predictably passive fit of long-span castings supported by osseointegrated implants can be a difficult technical accomplishment. A preliminary report of short-term experience using a modified casting technique that incorporates several new modifications to ensure fit and accuracy is presented. This technique ensures strength in areas where stress concentrations are greatest, while maintaining the philosophy of stress distribution through splinting across the length of the span.

Abstract: Large deflection problems of a uniform cantilever beam under a rotational distributed loading are formulated by means of a second order nonlinear integro-differential equation. The problem is numerically solved by considering a uniform rotational distributed load and a linearly varying rotational distributed load along the span of the beam. The details of load deflection curves are presented. Assuming Dirac delta function as a load distribution function along the span of the beam, the present general formulation yields the solution for the problem of a uniform cantilever beam with end rotational concentrated load. The numerical results for this case are found to be in good agreement with existing closed form solutions. As the formulation is general, the problem with nonuniform rotational distributed load of any complexity can be solved following the present numerical procedure which is quite simple, accurate and involves less computational time.

Abstract: TRRL is undertaking a research programme to re-examine the present method of assessing the traffic load carrying capacity of brick and stone arch bridges (usually referred to as the mexe method). The programme consists of the development of analytical models of their structural behaviour under load, and load tests at full and model scale to calibrate the analyses. This report describes the seventh and eighth in a planned series of full scale tests. Strathmashie bridge was a rubble masonry bridge with a span of 9.42m. The arch was in poor condition, with very little mortar being visible in places and with a serious longitudinal crack. Barlae bridge was an ashlar masonry bridge with a skew of 29 degrees and a (square) span of 8.53m, and was in reasonably good condition. Load was applied at road surface level on a 'line' the full width of the bridge between parapets at a quarter span. The maximum load applied to Strathmashie bridge before collapse was 1325 kn, and to barlae 2900 kn. The report describes the tests and compares the experimental results with theoretical analyses. (Author/TRRL)

Abstract: The method comprises the steps of driving into the ground a plurality of adjoining tubes and coupling these tubes by suitable variable interaxis structures for making a monolithic strong covering or cellular arch.

Abstract: The short span bridge, which can be quickly placed in position in an emergency, is transported to the required site on a motor vehicle (10). The bridge is constructed in two parts (40) which are connected by a hinge (45) so that the two parts can be folded together when mounted on the vehicle (10). The vehicle (10) is equipped with a crane (20) which lies horizontally under the folded bridge during transport. The bridge is placed in position by swinging it and the crane to a vertical position. The bridge can then be unfolded by means of a cable and winch so that the two parts lie horizontally in line with each other. USE - Emergency bridge carried on vehicle chassis.

Abstract: This paper describes further field measurements of the impact fraction, I, for the Six Mile Creek bridge, an 11.28m span composite steel and concrete girder bridge. It reports values in the range -0.19 to 1.25, consistent with those found in earlier studies. It also uses bridge strains to determine records of dynamic axle loads versus time for a standard truck and 123 service vehicles and subjects them to Fourier analysis. Although there is a general relationship between impact and the relative magnitude of the dynamic load components, this relationship is complex. There is no simple method to identify impactive vehicles. The field data has also been used to calibrate a simple vehicle model in which each axle load includes a dynamic load component which varies sinusoidally at the natural frequency of the bridge. This model has been used to predict upper bound values of I for bridges of varying span, with this dynamic component set at 4, 6 and 10 per cent. The resulting values are larger than those that have been commonly used, particularly for shorter spans (A).

Abstract: A bridge for use for supporting overhead spotlights or for use as a sport bar for a pickup truck and located at the rear of the cab and adapted to be mounted on the side walls of the cargo box, the bridge having a pair of end caps being mirror images of each other and a center span located between the end caps, the end caps being of a generally common construction to facilitate adaptation of the bridge construction to a variety of makes and models of pickup trucks with a minimum amount of modification and including a socket connection for connecting the mating ends of the center span and end caps.

Abstract: A method for measuring the natural vibrational frequency of a submarine pipeline free span involves using the thrust of a suitably positioned remotely operated vehicle (ROV) to excite the pipeline at its free span. The vibration response of the span is measured by an accelerometer (1) mounted on the ROV. The accelerometer (1) is positioned within a pressure housing (4) and is linked by cable (5) and receptacle (6) via the ROV umbilical to recording equipment on the surface. By measuring the natural frequency the susceptability of a pipeline free span to potentially damaging vibrations e.g. caused by vortex shedding, may be determined. The signal processing may include a correction to take account of the added mass of the ROV.

Abstract: A bridge, the deck of which comprises two superimposed frames (4,5) each serving as a roadway. These frames are connected by diagonal connecting girders (6) slanting both relative to the vertical and relative to the length of the bridge and joining the edges of the upper and lower frames, and auxiliary connecting girders (7) situated in vertical planes passing through the edges of the lower frame. The prestressing cables (17) of a diagonal girder (6) are anchored to the edge of the upper frame, pass transversely through the lower frame, and then through the diagonal girder which is symmetrical therewith relative to the longitudinal vertical plane of symmetry of the bridge, and are anchored on the opposite edge of the upper frame.

Abstract: The transport and Road Research Laboratory is conducting research to improve the present methods of assessing the traffic load capacity of masonry arch bridges. This includes a series of load tests to collapse on redundant bridges. This report describes a supplement to these tests, the construction and testing of a full scale 4m span semicircular masonry arch bridge in the laboratory. The advantages of this approach are that the structure can be precisely specified and more comprehensive instrumentation can be used. The construction, instrumentation and testing of the bridge are described. A failure load of about 1050kn was obtained and the test demonstrated the ability of the arch ring to distribute the applied load and the contribution of the fill and the spandrel walls to the strength of the structure. (a)

Abstract: PURPOSE: To reduce the number of members and construction period, by supporting diagonal members tentatively on main bridge piers, transferring them to the erection place and supporting them in a slant by suspended members, and adjusting the tension thereof and continuously placing upper slabs. CONSTITUTION: Bridge piers 1 are erected every specified distance and a hinge 6 for temporary support is equipped at the supporting position of the diagonal member 3 to vertically assemble the diagonal member 3. Next, the member is installed in the specified place and fixed by a suspending member 5 made of high-tensile steel. Next, a support 4 is provided on the diagonal member 3 and the upper slab 2 is executed one by one every span from one of the main bridge pier 1 by a precast process or a cast-in-place concrete process to conduct prestress. The upper slab 2 is constructed to reach the opposite main bridge pier 1 by repetition of this procedure to conduct final completion of prestress. In this way, a strutted rigid-frame bridge can be installed regardless of local work conditions. COPYRIGHT: (C)1991,JPO&Japio

Abstract: The utility model discloses a modular dilatation joint structure with large deformation quantity, comprising a transverse beam, a bearing case for the transverse beam and a plurality of separate-type steel I-beams uniformly arranged at intervals, wherein, two edge beams are welded on the top plate of the bearing case; a plurality of intermediate beams are movably supported on the transverse beam; a plurality of incline-proofing piercing rods are arranged on the web plate of the steel beam and each separate-type steel beam is connected into integration; bearing springs are embedded between the incline-proofing piercing rods; the vertical displacement of the bridge beam is adapted by a rolling shaft arranged below the top plate of the bearing case. A water seal contraction band on the gap of the steel beam is fixed by a notch board welded on the top surface of the steel beam in the mode of matching with a cover plate. The modular dilatation joint structure with large deformation quantity has reasonable structure; the designed activity amount is 200 mm-1000 mm; the modular dilatation joint structure with large deformation quantity is more suitable for the bridge beam with the big span or continuous length bigger than 300m.

Abstract: PURPOSE:To obtain a half precast plate which can form a slab with a large span without requiring any timbering by gradually thickening the thickness in the direction of the central part, and at the same time, introducing prestress into the internal part. CONSTITUTION:The thickness is gradually thickened in the direction of the central part, and at the same time, a prestress introducing wire 3 is placed into the internal part. Accordingly, the distribution of sectional stresses against bending moment can be closely near to the distribution of bending moment to be imposed in case of execution of timberings, so that a slab with a large span can be formed without requiring any timbering.

Abstract: PURPOSE:To simplify the pin-bearing construction of tensed beams by a method in which cable connected to a beam is tensed and the beam is pin-joined with a guide part moving according to its displacement, followed by fixing the guide part to the upper end of column CONSTITUTION:A guide part 14 which has a pin-through hole 16 matching the pin-through hole 11 of a column part 10, serves to guide the displacement of span direction X of a beam 2, and restricts the displacement of beaming direction Y is temporarily fixed to the upper end of a column 3 movably in span direction X The beam 2 is set between the columns 3 by supporting the lower end of the column part 10 on the upper end of the column 3 and the cable 4 connected to the beam 2 is tensed to introduce tension into the beam 2 The guide part 14 is moved to the direction X according to the displacement of the beam 2 A pin 17 thrust through the holes 11 and 16, the beam 2 is connected to the part 14 rotatably, and the part 14 is fixed to the upper end of the column 3 High-strength tensed beams 1 can thus be easily pin-supported even in the case of long span

Abstract: The Space Physics Analysis Network (SPAN) is a component of the global DECnet Internet, which has over 17,000 host computers. The growth of SPAN from its implementation in 1981 to its present size of well over 2,500 registered SPAN host computers, has created a need for users to acquire timely information about the network through a central source. The SPAN Network Information Center (SPAN-NIC) an online facility managed by the National Space Science Data Center (NSSDC) was developed to meet this need for SPAN-wide information. The remote node descriptive information in this document is not currently contained in the SPAN-NIC database, but will be incorporated in the near future. Access to this information is also available to non-DECnet users over a variety of networks such as Telenet, the NASA Packet Switched System (NPSS), and the TCP/IP Internet. This publication serves as the Yellow Pages for SPAN node information. The document also provides key information concerning other computer networks connected to SPAN, nodes associated with each SPAN routing center, science discipline nodes, contacts for primary SPAN nodes, and SPAN reference information. A section on DECnet Internetworking discusses SPAN connections with other wide-area DECnet networks (many with thousands of nodes each). Another section lists node names and their disciplines, countries, and institutions in the SPAN Network Information Center Online Data Base System. All remote sites connected to US-SPAN and European-SPAN (E-SPAN) are indexed. Also provided is information on the SPAN tail circuits, i.e., those remote nodes connected directly to a SPAN routing center, which is the local point of contact for resolving SPAN-related problems. Reference material is included for those who wish to know more about SPAN. Because of the rapid growth of SPAN, the SPAN Yellow Pages is reissued periodically.

Abstract: PURPOSE: To construct a large span structure by applying a push-up force to the center part of a beam in a rigid joint structure held in a building posture, by fixing pillar legs to the structure in this condition, and thereafter by releasing the push-up force so as to stabilize the structure CONSTITUTION: After a rigid joint structure 1 in which pillars 3 and a beam are integrally incorporated with each other is held in a building posture, a push-up force C is applied to the center part of the beam 2 in a vertical direction so as to apply pre-strain to the structure 1 Then, pillar legs 4 are secured to the structure 1 which is applied thereto with the pre-strain, and then the push-up force C is released from the beam 2 Since the beam 2 is deformed upward by the push-up force C and the pillars 3 are displaced inward, the lower chord member of the beam 2 serves as a compression member when the push-up force C is released from the beam 2 after the pillar legs 4 are fixed, thereby it is possible to stabilize the structure 1

Abstract: PURPOSE:To easily enable location selection for measuring without need for manually carrying measuring apparatuses and the like and realized aerial span measuring method capable of ensuring measuring accuracy by emitting an electromagnetic wave from an electromagnetic wave emitting and receiving device provided on a reference point and reflecting it by a reflector provided on a measuring origin on a steel tower CONSTITUTION:For example, an electromagnetic wave emitting and receiving device 1 is loaded on a helicopter On the other hand, reflectors 2 and 3 are provided on origins P and Q on steel towers S1 and S2 Light waves emitted from the electromagnetic wave emitting and receiving device 1 are reflected by the reflectors 2 and 3, and returning waves are received by a receiver At this time distances l1 and l2 are obtained in accordance with the times of electromagnetic wave emitting to receiving respectively And an emitting angle of two electromagnetic waves emitted to the reflectors 2 and 3 from the electromagnetic wave emitting and receiving device 1 can exactly be measured Thus, the distance L between the origins P, Q can be calculated from the distances l1 and l2 and the measuring angle thereof

Abstract: In 1964 the concept of the span of a metric space was introduced by A. Lelek. Since that time, some modified versions of the span have been considered. To date, the metric spaces for which the various spans have been explictly calculated have mainly been objects for which the span is zero. In this paper, we calculate and estimate the spans of simple triods. Questions have been raised concerning the relationships between these various versions of spans. For instance, it was conjectured that the surjective span is always at least a half of the span. We find that these spans are equal for some types of simple triods. Another problem concerning simple triods asks if the surjective semispan and the surjective span of them are always equal. This problem is solved positively for some classes of simple triods. In 1961 the width of a treelike continuum was introduced by C. E. Burgess. The relationship of the width and the span is only vaguely known. We involve the widths of simple triods in our estimations of the span. In 1964 the concept of the span of a metric space was introduced by A. Lelek. Since that time, some modified versions of the span have been considered (cf. [2, 3]). To date the metric spaces for which the various spans have been explicitly calculated have mainly been objects for which the span is zero. It is still an unsettled problem whether or not continua of span zero are arclike. In this paper we calculate and estimate the spans of simple triods. Questions have been raised concerning the relationships between these various versions of span. For instance, it was conjectured that the surjective span is always at least a half of the span (see [3, p. 37]). We find that these spans are equal for some types of siniple triods (see 2.4). Another problem concerning simple triods asks if the surjective semispan and the surjective span of them are always equal (see [3, p. 38]). This problem is solved positively in ?2 for some classes of simple triods. In 1961 the width of a treelike continuum was introduced by C. E. Burgess (see [1, p. 447]). The relationship of the width and the span is only vaguely Received by the editors September 25, 1987 and, in revised form, July 28, 1988. 1980 Mathematics Subject Classification (1985 Revision). Primary 54F1 5; Secondary 54F20. ? 1989 American Mathematical Society 0002-9939/89 $1.00 + $.25 per page

Abstract: PURPOSE:To enable front wheel span to be adjusted freely and easily by providing a pair of right and left sliding cases in sliding adjustment free around the supporting rod of a body and as well providing connecting shafts which are elastic and bendable between respective sliding cases and a front wheel differential mechanism. CONSTITUTION:A pair of right and left sliding case 5 in which transmission mechanisms 4 for driving a pair of right and left front wheels 3 individually are provided are arranged, being freely slided, around a supporting rod 2 extending in the right and left directions in the front portion of a body 1. Between respective transmission mechanisms 4 and a front wheel differential mechanism 6 arranged behind the above mechanisms 4, are arranged a pair of right and left connecting shafts 7 which are elastic and bendable and perform differential transmission from the differential mechanism 6 to the transmission mechanism 4. With this arrangement, the smallest wheel span respective front wheels 3 supported respective sliding cases 5 is a distance which is the narrowest distance that respective sliding cases 5 comes close to the body 1. In addition, the largest wheel span can be voluntarily selected by the length of the supporting rod 2.

Abstract: PURPOSE:To prevent resonance of a jumper unit against span galloping, by computing the line-directional oscillation period of the jumper unit precisely, and by correcting the lengths of suspension members and inclinations from perpendicular lines based on said period. CONSTITUTION:As the line-directional oscillation period estimation equation of a jumper unit, a corrected equation due to the rigidity of a jumper wire set by an actual scale test is used. When an oscillation period found by the equation coincides with each period of the fundamental loop of span galloping, two loops, and three loops, then one value at least among the lengths l1, l2 of suspension members 5, 5' and inclinations alpha1, alpha2 against perpendicular lines is changed so that the periods of each loop cannot coincide with each other, and the shape of the unit is changed, and the unit in the changed shape is set in a spcified field as a finished product.

Abstract: PURPOSE:To reduce load placed on an upstair floor large beam in a large scale in a building having a large span space and to obtain a rational structure by connecting a downstair large beam to roof beams and a tie beam through suspension members to impose the most of floor load placed on the floor large beam on the roof beams and the tie beam. CONSTITUTION:A downstair floor large beam 16 is connected to roof beams 15 and a tie beam 17 which form a roof 14 through suspension members 18. The most of floor load placed on the floor large beam 16 is imposed on the roof beams 15 and the tie beam 17. Thus, in a building 10 having a large span space 12, the load placed on the upstair floor large beam 16 can be reduced to enable rational and economical design.

Abstract: PURPOSE:To easily vary span length and a bending speed and also change a rotation and revolution mode by revolving a moving clamp by independent motors which are controlled by a computer. CONSTITUTION:The computer controls the rotating direction, speed, rotation width, etc., of the moving clamp. A driving motor 12 for rotation rotates a crank 14 having two lines as center lines through a speed reduction gear 13 to rotate a guide rail 16 fitted on the shaft 15 of the moving clamp 2 to a specific angle of rotation. In this case, the driving motor 12 for rotation and a driving motor 7 for revolution are programmed so as to have specific values respectively and then a sample 50 is bent and deformed as specified. Then a fixed clamp shaft 3 is fitted rotatably to a base 6, so when the bending is measured, a torque sensor 4 detects fine bending moment generated in this shaft 3.