The Suspension Bridge on the Border of Hida and Etch? Provinces (Hietsu no sakai tsuribashi), #8B, Remarkable Views of Bridges in Various Provinces (Shokoku meikyo kiran)

Katsushika Hokusai; 10 1/8 in.x 1 ft. 3 1/8 in.; woodcut, oban, ink and color on paper

Modal flexibility method for structural damage detection in suspension bridges

Suspension bridges meet the steadily growing demand for lighter and longer bridges in today’s infrastructure systems. These bridges are designed to have long life spans, but with age, their main cables and hangers could suffer from corrosion and fatigue. There is a need for a simple and reliable procedure to detect and locate such damage, so that appropriate retrofitting can be carried out to prevent bridge failure. Damage in a structure causes changes in its properties (mass, damping and stiffness) which in turn will cause changes in its vibration characteristics (natural frequencies, modal damping and mode shapes). Methods based on modal flexibility, which depends on both the natural frequencies and mode shapes, have the potential for damage detection. They have been applied successfully to beam and plate elements, trusses and simple structures in reinforced concrete and steel. However very limited applications for damage detection in suspension bridges have been identified to date. This paper examines the potential of modal flexibility methods for damage detection and localization of a suspension bridge under different damage scenarios in the main cables and hangers using numerical simulation techniques. Validated finite element model (FEM) of a suspension bridge is used to acquire mass normalized mode shape vectors and natural frequencies at intact and damaged states. Damage scenarios will be simulated in the validated FE models by varying stiffness of the damaged structural members. The capability of damage index based on modal flexibility to detect and locate damage is evaluated. Results confirm that modal flexibility based methods have the ability to successfully identify damage in suspension bridge main cables and hangers.

Steel Bridge View

The description reads "(1) General view of the Falls from the New Steel Bridge - 'Maid of the Mist' at landing - Niagara, U.S.A.". The reverse reads similar "General view from Suspension Bridge, Niagara Falls, U.S.A.".

A semigroups theory approach to a model of suspension bridges

Fundação de Amparo à Pesquisa do Estado de São Paulo (FAPESP)

Damage detection in cable structures using vibration characteristics

Cable structures find many applications such as in power transmission, in anchors and especially in bridges. They serve as major load bearing elements in suspension bridges, which are capable of spanning long distances. All bridges, including suspension bridges, are designed to have long service lives. However, during this long life, they become vulnerable to damage due to changes in loadings, deterioration with age and random action such as impacts. The main cables are more vulnerable to corrosion and fatigue, compared to the other bridge components, and consequently reduces the serviceability and ultimate capacity of the bridge. Detecting and locating such damage at the earliest stage is challenging in the current structural health monitoring (SHM) systems of long span suspension bridges. Damage or deterioration of a structure alters its stiffness, mass and damping properties which in turn modify its vibration characteristics. This phenomenon can therefore be used to detect damage in a structure. The modal flexibility, which depends on the vibration characteristics of a structure, has been identified as a successful damage indicator in beam and plate elements, trusses and simple structures in reinforced concrete and steel. Successful application of the modal flexibility phenomenon to detect and locate the damage in suspension bridge main cables has received limited attention in recent research work. This paper, therefore examines the potential of the modal flexibility based Damage Index (DI) for detecting and locating damage in the main cable of a suspension bridge under four different damage scenarios. Towards this end, a numerical model of a suspension bridge cable was developed to extract the modal parameters at both damaged and undamaged states. Damage scenarios considered in this study with varied location and severity were simulated by changing stiffness at particular locations of the cable model. Results confirm that the DI has the potential to successfully detect and locate damage in suspension bridge main cables. This simple method can therefore enable bridge engineers and managers to detect and locate damage in suspension bridges at an early stage, minimize expensive retrofitting and prevent bridge collapse.

Use of modal flexibility method to detect damage in suspended cables and the effects of cable parameters

Modal flexibility is a widely accepted technique to detect structural damage using vibration characteristics. Its application to detect damage in long span large diameter cables such as those used in suspension bridge main cables has not received much attention. This paper uses the modal flexibility method incorporating two damage indices (DIs) based on lateral and vertical modes to localize damage in such cables. The competency of those DIs in damage detection is tested by the numerically obtained vibration characteristics of a suspended cable in both intact and damaged states. Three single damage cases and one multiple damage case are considered. The impact of random measurement noise in the modal data on the damage localization capability of these two DIs is next examined. Long span large diameter cables are characterized by the two critical cable parameters named bending stiffness and sag-extensibility. The influence of these parameters in the damage localization capability of the two DIs is evaluated by a parametric study with two single damage cases. Results confirm that the damage index based on lateral vibration modes has the ability to successfully detect and locate damage in suspended cables with 5% noise in modal data for a range of cable parameters. This simple approach therefore can be extended for timely damage detection in cables of suspension bridges and thereby enhance their service during their life spans.

悬索桥隧道式锚碇与围岩系统的破坏模式研究

The anchorages are unparalleled structures only in a suspension bridge, and as main bearing facilities, play an important role in connecting the superstructures and the ground. The tunnel anchorage, as one alternative type of the anchorages, has more advantages over its counterpart, the gravity anchorage. With the tunnel anchorages adopted, not only can surface excavation be reduced to protect the environment, and natural condition of the rock be utilized and potential bearing capacity of surrounding rock be mobilized to save engineering cost, but also the technological predominance of auxiliary engineering measures, such as prestressed concrete, anchoring piles, rock anchors and collar beam between the two separated anchorages, can be easily cooperated to work together harmoniously under the circumstances of poor rock quality. There are plentiful high mountains and deep canyons in west part of China, and long-span bridge construction is inevitably encountered in order to realize leapfrogging development of the transportation infrastructure. Western mountainous areas usually possess the conditions for constructing tunnel anchorages, and therefore, the tunnel anchorages, which are conformed to the conception of resource conservative and sustainable society, extremely have application and popularization value in western underdeveloped region. The scientific and technological problem about the design, construction and operation of tunnel anchorages should be further investigated. Combining the engineering of western tunnel anchorages for the Balinghe Suspension Bridge, this paper probed into the survey method and in-situ test method for tunnel anchorages, scientific rock quality evaluation of surrounding rock to provide reasonable physical and mechanical parameters for design, construction and operation of tunnel anchorages, bearing capacity estimation for tunnel anchorage, deformation prediction of the anchorage-rockmass system, tunnel-anchorage slope stability analysis and the evaluation of excavation stability and degree of safety of the anchorage tunnel. The following outcomes were obtained: 1. Materials of tunnel anchorages of suspension bridge built (and in progress) at home and abroad were systematically sorted out, with the engineering geological condition and geomechanical property of surrounding rock around the anchorage tunnel, the design size of anchorages and the construction method of anchorage tunnel paid more emphasis on, to unveil the internal relationship between the engineering geological conditions of surrounding rock and the design size and axis angle of anchorages and provide references for future design, construction and study of tunnel anchorages. 2. Physical and mechanical parameters were recommended based on three domestic and foreign methods of rock quality evaluation. 3. In-situ tests, adopting the back-thrust method, of two kinds of reduced scale model, 1/30 and 1/20, for the tunnel anchorages were conducted in the declining exploration drift with rock mass at the test depth being the same as surrounding rock around real anchorages, and reliable field rockmass displacement data were acquired. Attenuation relation between the increment of distance from the anchorage and the decrement of rockmass displacement under maximum test load, and influential scope suffered by anchorage load were obtained. 4. Using similarity theory, the magnitude of real anchorage and rockmass displacement under design load and degree of safety of the anchorage system were deduced. Furthermore, inversion analysis to deformation modulus of slightly weathered dolomite rock, the surrounding rock of anchorage tunnel, was performed by the means of numerical simulation. 5. The influential law of the geometrical size to the limit bearing capacity of tunnel anchorage was studied. 6. Based on engineering geological survey data, accounting for the combination of strata layer and adverse discontinuities, the failure patterns of tunnel anchorage slope were divided into three modes: sliding of splay saddle pier slope, superficial-layer slippage, and deep-layer slippage. Using virtual work principle and taking anchorage load in account, the stability of the three kinds of failure patterns were analyzed in detail. 7. The step-by-step excavation of anchorage tunnel, the numerical overload and the staged decrement of rock strength parameters were numerically simulated to evaluate the excavation stability of surrounding rock around anchorage tunnel, the overload performance of tunnel anchorage, and the safety margin of strength parameters of the surrounding rock.

Avaliação em tempo real de forças em cabos

Dissertação elaborada para a obtenção do grau de Mestre em Engenharia Civil na Área de Especialização de Estruturas

City of Niagara Falls Plans, 1846, 1877, 1884, 1886, 1889-1890, 1892-1894, 1903-1905, 1910, 1914, 1919, 1925, 1927-1928, n.d.

The collection consists of 37 plans, surveys or maps of the City of Niagara Falls beginning in 1846 until 1928. Some of the plans were created for the Falls Company, a group of land speculators that included Buchanan, Murray, Street, Allen, Robinson and others. Other plans relate to the building of the suspension bridge and the railway. Some plans and drawing may refer to estate documents in RG 167 Niagara South estate and legal documents collection. Item 22 has been scanned for preservation purposes.

Gilbert McMicken document, n.d.

Gilbert McMicken emigrated to Upper Canada in 1832 and settled in Chippawa. In 1835 he was married to Ann Theresa Duff. In 1837 the family moved to Queenston where he was directly involved in the Kingston-Queenston trade endeavours begun by Robert Hamilton. He had a variety of interests, including a partnership with James Hamilton, son of Robert Hamilton. He was also a collector of customs in Queenston and operated the Niagara Suspension Bridge Bank for a time. He entered politics and represented Niagara as well as becoming mayor of Clifton, now part of Niagara Falls, Ont., in 1856. McMicken went on to have an illustrious career, serving as land agent and leader of Canada’s first undercover agency. McMicken moved to Manitoba and was active in business and politics. He died in Winnipeg in 1891. Source: Dictionary of Canadian Biography – Gilbert McMicken website (March 22, 2010)

Horton Family collection, 1912, 1919, 1924, n.d.

Dr. William Hamilton Merritt, Jr. was born in 1865 and died in 1924. He was the son of Jedidiah Prendergast Merritt and Emily Prescott, grandson of William Hamilton Merritt. In 1892 he was married to Maud Claudman Hudson of Memphis, Tennessee and had a daughter and a son. During World War I he commanded the 14th battery at Flanders and after becoming ill served as part of the 9th Canadian Field Ambulance, 3rd Canadian Division, serving at a military hospital in Orpington, Kent, England and in 1917 at a military hospital in France. Dr. Merritt served as alderman and mayor for the city of St. Catharines, Ont. He was also a vice-president of the Imperial Bank of Canada, and served on the board of the Niagara Falls Suspension Bridge. A memorial service was held in St. Thomas Church, St. Catharines, Ont. on April 24, 1924.

Benjamin Woodruff Price Papers, 1851, 1853-1860, 1862-1863, 1874, n.d.

The fonds includes sixty two items of correspondence between Benjamin Woodruff Price, aka Woodruff, Ben or Uncle, and various family members, both immediate and distant cousins. Also included is business correspondence related to Price’s activities as a watchmaker and/or jeweler. Benjamin Woodruff Price was born in Thorold Township ca. 1831, the son of Joseph Price and Mary Smith. B.W. Price married Ella or Ellen McGlashan (1851-1906) ca. 1868. Price died between 1891 and 1901, his burial location is unknown at present. A watchmaker and jeweler, Price lived most of his life in Fonthill, Ont. He also included auctioneer, undertaker and photographer as some of his other professional activities. His siblings included David Smith Price (wife Isabella Ann), John Smith Price (wife Elizabeth Jane), and sisters Susan Page (husband Edward Rice Page), Jerusha Price, Mary Price and Martha W. Stone (husband Dudley Ward Stone). John Smith Price died 18 April 1860, leaving no descendents. It is likely that G.W. Stone was a nephew to B.W. Price, the son of his sister Martha W. Stone and her husband Dudley Ward Stone. Susan Page was a sister of Benjamin Woodruff Price. She was married to Edward Rice Page and they had at least two children, Joseph and Clayton. At the time of this correspondence they lived in Suspension Bridge, NY, now part of Niagara Falls, New York. Edward Rice Page’s occupation was listed as saloon keeper. The Price family appears to have had a very large extended family. This information was gleaned from the contents of letters of Maggie Tisdale, daughter of Ephraim and Hannah (Price) Tisdale, P.A. or Ann Morgan, [may also be Phebe Ann] of Newark, NY? and Marietta House of Bayham Township. DeWitt Higgins of Suspension Bridge, NY aka Niagara Falls, NY was an auctioneer, specialized in buying jewellery, watches, clocks, from individuals and reselling his product to others like B.W. Price.

Second Welland Canal - Book 1, Survey Map 14 - St. Catharines and Lock 5

Survey map of the Second Welland Canal created by the Welland Canal Company showing the Canal along the eastern edge of the Town of St. Catharines. Identified structures associated with the Canal include Lock 5 and the towing path. The surveyors' measurements and notes can be seen in red and black ink and pencil. Local area landmarks are also identified and include bridges, streets, and roads (ex. Queenston Street, St. Catharines Macdamized Road and Suspension Bridge), a Pond, a number of unnamed bridges, Stinson's Distillery, and R. Collier's Saw Mill. Properties and property owners of note are: Concession 6 Lots 14 and 15, R. Collier, W. Gillespie, Orson Phelps, W. Chase, M. Bryant, John Soper, Winsor Chace, John Berryman, John Boyle, J. Madigan, B. F. Reynolds, W. Smaill, F. Stinson, G. Ward and Mrs. Soper.

Second Welland Canal - Book 1, Survey Map 15 - Hydraulic Race and Aqueduct in Grantham

Survey map of the Second Welland Canal created by the Welland Canal Company showing the Canal along the eastern edge of the Town of St. Catharines. Identified structures associated with the Canal include Lock 7, Lock House Lot, and the towing path. The surveyors' measurements and notes can be seen in red and black ink and pencil. Local area landmarks are also identified and include bridges, streets, and roads (ex. Queenston Road, St. Catharines Macdamized Road and Suspension Bridge), a hydraulic race, and the Hydraulic Aqueduct. Properties and property owners of note are: Concession 7 Lots 12, 13, and 14, M. Bryant, Mrs. Soper, J. Capner, O. Phelps, P. Marren, Mrs. Parnell, J. Carty, Mrs. Ward, and J. Goodenew.

Composite Photographs - William Woodruff and his children

The composite includes photos of: Richard Woodruff (1822-1887) brother of Samuel Woodruff, son of William Woodruff. He married Cornelia McCrumb. His son-in- law was Samuel Zimmerman of the bank. Richard was a director of the Niagara Suspension Bridge. Joseph Woodruff (1820-1886) son of William Woodruff. He married Julia Claus. He was the Sherriff of Lincoln County and one of the incorporators of the Zimmerman Bank. Samuel DeVeaux Woodruff (1819-1904) who was the son of William Woodruff. He married Jane Caroline Sanderson (1827-1912) William Woodruff (1793-1860) who was the son of Ezekiel Woodruff who was born on July 29, 1763 and moved to the Niagara area from Litchfield Connecticut. He died in Niagara on Nov. 26, 1836. Henry Counter Woodruff (1833-1916) was the 7th child of William Woodruff. He married Emma Eloise Osgood (1835-1925) Dr. William Woodruff (1830-1908) of London, Ont. was the son of William Woodruff. Helena Woodruff (1828-1892) was the daughter of William Woodruff. She married Joseph Patterson Boomer. Julia Woodruff (1825-1870) was the sister of Samuel DeVeaux Woodruff and the daughter of William Woodruff.