【正文】 美國國家標(biāo)準(zhǔn)局特殊出版 577，華盛頓； EWA（ 1996 年）。 EWA,塔科馬港市， WASH； .,.,和 .（ 1995 年）。 “木橋的現(xiàn)場使用性能10： Sanaborn Brook 多層壓力板橋”， 美國農(nóng)業(yè)部森林產(chǎn)品實(shí)驗(yàn)室研究報(bào)告FPLRP555， Madison, Wis； .（ 1978 年 a）。 “ 1977 年六月到 1978 年五月，在加拿大做了抗彎實(shí)驗(yàn)”， 加拿大溫哥華市不列顛哥倫比亞大學(xué)土木工程系 工程部門出版的 25號結(jié)構(gòu)研究叢書； 國家森林產(chǎn)品協(xié)會（ NFP）（ 1991 年）。 “橋梁設(shè)計(jì)方法的校準(zhǔn)” 研究所碩士論文 121（ 8）， 12451251； .（ 1999 年）。 “公路橋的活荷載模型”， J. ,13（ 1– 2） , 53– 66. .（ 1983 年）。 “木橋的可靠性分析”， 華盛頓交通部運(yùn)輸研究所交通研究報(bào)告 1291， 315327； .（ 2020 年）。 “木橋設(shè)計(jì)方法的校準(zhǔn)”， 美國農(nóng)業(yè)部森林服務(wù)、森林產(chǎn)品實(shí)驗(yàn)室，項(xiàng)目 96RJVA2822， Madison, Wis； .,.,., .（ 1994 年）。 “對于固特異徑向?yàn)?、米其林徑向?yàn)?275/80R / 、米其林徑向?yàn)?255/70R / 、固特異徑向?yàn)? 的輪胎，這些卡車輪胎的接觸壓力的分 布特性”， 德克薩斯州奧斯汀市得克薩斯大學(xué)的交通研究中心的研究報(bào)告+11902F； .（ 1990 年）。 “木橋的實(shí)際特性：”， 美國農(nóng)業(yè)部森林產(chǎn)品實(shí)驗(yàn)室的研究論文FPLRP536， Madison, Wis； .（ 1992 年 ）。 “在垂直地層壓、后張拉的橋面板上的荷載分配”， 加拿大溫哥華市西部森林產(chǎn)品實(shí)驗(yàn)室 6 號技術(shù)報(bào)告； Nowak,.（ 1997 年）。 “木橋的實(shí)際特性：格拉夫交叉應(yīng)力層甲板橋”， 美國農(nóng)業(yè)部森林產(chǎn)品實(shí)驗(yàn)室的 FPLRP539號研究論文，Madison, Wis； .（ 1992 年）。 外文原文： Load and Resistance Factor Calibration For Wood Bridges Andrzej S. Nowak, ,and Christopher D. Eamon, 河北聯(lián)合大學(xué)輕工學(xué)院畢業(yè)翻譯部分 16 Abstract: The paper presents the calibration procedure and background data for the development of design code provisions for wood bridges. The structural types considered include sawn lumber stringers, gluedlaminated girders, and various wood deck types. Load and resistance parameters are treated as random variables, and therefore, the structural performance is measured in terms of the reliability index. The statistical parameters of dead load and live
traf?c
load, are based on the results of previous studies. Material resistance is taken from the available test data, which includes consideration of the postelastic response. The resistance of ponents and structural systems is based on the available experimental data and ?nite element analysis results. Statistical parameters of resistance are puted for deck and girder subsystems as well as individual ponents. The reliability analysis was performed for wood bridges designed according to the AASHTO Standard Speci?cations and a signi?cant variation in reliability indices was observed. The remended load and resistance factors are provided that result in consistent levels of reliability at the target levels. DOI: （ ASCE） 10840702（ 2020） 10:6（ 636） CE Database subject headings: Bridges, wooden。 Load and Resistance Factor。 Bridge decks. Structural Types Considered The calibration work is performed for selected representative types of wood bridges. In particular, simple span, twolane, nonskewed bridges with wooden ponents of short to medium spans, from 4 to 25 m （ from 13 to 80 ft） , are considered. In general, there are two types of wood bridges: structures that span by beams （ stringers or girders） or structures that span by a deck. Stringer bridges made of sawn lumber are typically short,spanning to a maximum of 河北聯(lián)合大學(xué)輕工學(xué)院畢業(yè)翻譯部分 17 about 8 m (25 ft). Readily available sawn lumber stringers are usually from 100 to 150 mm (from 4 to 6 in.) wide and from 300 to 400 mm (from 12 to 16 in.) deep, and these sizes often limit spacing to no more than 400–600 mm (16–24 in.) on center. However, the use of greater widths such as 20 mm (8 in.) and larger depths may allow stringer spacing to be increased, until ultimately limited by deck capacity. Stringers of glulam can be manufactured with much greater depths and widths, and can thus span much greater distances and allow wider beam spacing. Spans from 6 to 24 m (from 20 to 80 ft) are mon. The stringers support various wood deck types, which may be gluedlaminated (glulam), naillaminated (naillam),spikelaminated (spikelam), plank (4 6 in., 4 8 in.,4 10 in., and 4 12 in.), stresslaminated (stresslam), and reinforced concrete (nonposite). Laminated decks are made of vertical laminations, typically 50 mm (2 in.) thick and l00–300 mm (4–12 in.) deep, which are joined together by nails, glue,spikes, or transversely prestressed. The latter method is typically used for deck rather than stringer bridges, however. Laminations are made into panels that are usually from 900 to 1,500 mm (from 3 to 5 ft) wide. The designer may specify that these panels either be interconnected or noninterconnected (in a direction parallel to the laminations). Interconnected panels may be secured together by spikes, metal dowels, or stiffener beams, to form a continuous deck surface, whereas noninterconnected panels are left independent of one another, although in some cases the Code requires that transverse stiffener beams be used to provide some continuity. As with stringers, various wood species and mercial grades of deck laminations are available. Attachment of the deck to stringers is made by nails, spikes, or special fasteners. The structures may have decks running either perpendicular or parallel to bridges with longitudinal decks require transverse ?oor beams to support the deck and distribute load to longitudinal stringers. Diagrams of these structures are presented in Figs. 1 and 2. 河北聯(lián)合大學(xué)輕工學(xué)院畢業(yè)翻譯部分 18 Fig. 1. Stringer Bridge, deck perpendicular to traf?c Fig. 2. Stringer Bridge, deck parallel to traf?c Deck bridges can economically span to about 11 m (36 ft), and are from 200 to 400 mm (from8to16in.) deep (Fig. 3). The deck types are similar to those of the stringer bridge decks, with the addition of the continuous naillam deck, which is made of a single large panel, constructed on site. This deck type, as well as all of the stringer bridge deck types described previously, are considered 河北聯(lián)合大學(xué)輕工學(xué)院畢業(yè)翻譯部分 19 Fig. 3. Deck bridge Load Models Dead load typic