【正文】 他的對外開放通車需等它的高速公路部分完成才行。 為了節(jié)約時間，塔柱連接結構和橋墩的施工同時進行。因此，主梁上部結構施工采用就地澆注懸臂施工法。塑性鉸接元素被模擬在結構的不同部位，這些部位是 SAP2020 初始反應設及范圍分析中顯示非彈性行為的地方。 Pdelta 是應用荷載（ P）與位移比值的大小。為何選擇這個程序是因為這個軟件容易建立工作荷載模型并算出三維 效果。 另外，由地質技術的分析，一些結構分析能精確的表現(xiàn)復雜橋梁的整體狀況。它們通過用連續(xù)梁在中性軸上錨固并在塔中間直線拉起。 共用到了 128 根懸索，最大的一個是由 83 根鋼鉸線組成。為了更易建筑和增加橋梁設計的簡潔；在其它的路徑采用了相似的尺寸。這樣來保證墩的承載作用（這是一種用特征分析的方法來標承載力的）。橋墩的設計和細部構造是與 ATC 和 AASHTO 的具體結構相一致的。特別要注意塔和橋面相接觸。特殊的鋼材被應用到塔的拐角處，在這 些地方有較高的應力，需要 90176。每個索塔兩側都帶有 4m 寬的人行道。每個都放在距墩帽 的高處，被設計成中的預應力砼結構，一個被截去頂端的橢圓形受力面積。一旦這個數(shù)目被決定，他就被用來作為滯后位移發(fā)生的最小區(qū)域。用彎距分析來確定在不同數(shù) 量的縱向增強鋼筋作用下動軸的工作性能。通過塔柱和橋面板形成的接口，很像建筑物結構的門，它與兩塔柱的相對硬度互成比例地運作。 把橋面板安裝在兩塔柱上以便懸臂法施工，并且提供橋面板的扭轉剛度和冊 向約束。東端的混凝土連接構造長420m，而西端有 3 個，長分別為 60m， 60m 和 66m,所以橋的全長為 1052m，橋的邊跨由 4 個橋墩支撐，至西向東為 P1， P2， P3 和 P4。 橋面的提升對塔結構有非常重要的影響。在這樣一個三畏空間模型中，土壤通過其硬度可從 6 個方向限制土體的運動（三方向的軸向力和三方向的扭轉彎距）。波速大約為 ㎞ /s，延遲時間為 ～ s，這對 1～ 2 ㎞長的橋梁是最合適的。此加速度有可能被超越， 50年增加 10%， 100 年增加 18%，同樣假設 SEE 也有一個最大加速度，即 一個循環(huán)周期（ 2500 年），它也有可能增大， 50 年增加 2%， 100 年增加 4%。 PSHA 總結了兩個主要震動來說：一個是 Rio Gatun Fault，能產生 的震級。因此工程師認為西面踏柱、墩臺及其相關結構應需修建伸基礎。運河的東面，在過載的淺水區(qū)土層（堅硬度軟到硬）下面有一大塊中硬到堅硬連接緊密的玄武巖。因此 國際確定了橋梁規(guī)范標準的那些部分可用，那些不可用。 ● 設計應遵循美國各洲公路與運輸工作者協(xié)會（ ASHTO）關于公路 100 年工作壽命和 H25 卡車荷載的標準。它是英國政府送給巴拿馬運河當局用來維修運河大門及其設備的。 被選中的設計以兩個獨立的塔柱為特色，每一個塔柱支撐著兩組輻射式的纜索。 百年大橋的設計是史上無前例的，是氣勢宏偉的，是傳統(tǒng)設計方法與所謂的快進度設計方法的結合。等他對外開放那時將有 6 個車道，這種預應力混凝土斜拉橋的主跨為420m，是西半球此種類型橋梁中跨徑最大的。當初設計這座橋時 4 個車道的日交通量為 60000 輛，但是那么多年來他一直在“過載”中運行。 the expansion joints are located at the abutments only. Deck movements on the order of 400 mm are expected at these modular expansion joints Multidirectional pot bearings are used at the piers and at the abutments to acmodate these movements. The deck was fixed to the two towers to facilitate the balancedcantilever method of construction and to provide torsional rigidity and lateral restraint to the deck.. Transverse live loads, seismic loads, and wind loads are proportionally distributed to the towers and the piers by the fixity of the deck to the towers and by reinforcedconcrete shear keys located at the top of P1, P3, and P4. The deck is allowed to move longitudinally over the abutments and piers. The longitudinal, seismic, live, and temperature loads are absorbed by what is known as portal frame structural behavior, whereby the towers and the deck form a portalmuch like the frame of a door in a buildingthat acts in proportion to the relative stiffness of the two towers. As previously mentioned, the presence of petent basalt on the east side of the site meant that shallow foundations could be used there。 A structure that could carry two diaer water lines。 A navigational envelope consisting of 80m of vertical clearance and 70m of horizontal clearance to acmodate the safe passage of a crane of World War 11 vintagea gift from the that is used by the Panama Canal Authority to maintain the canal gates and facilities。 A roadway wide enough to carry six lanes of traffic, three in each direction。 A construction method that would not cross the canal at any time or interrupt canal operationa in any way. Because of the bridge’ s long main span and the potential for strong seismic activity in the area,no single building code covered all aspects of the the team from . Lin International determinded which portions of several standard bridge specifications were applicable and which were following design codes were used in developing the design criteria for the bridge， it is standard specifications for highway bridge ,16th ed,1996 It was paramount that the towers of the cablestayed structucture be erected on land to avoid potential ship collision and the need to construct expensive deep foundation in water. However, geological maps and boring logs produced during the preliminary design phrase revealed that the east and west banks of the canal, where the towers were to be located, featured vastly different geologicaland soil conditions. On the east side of the canal, beneath shallow layers of overburden that rangs in consistency from soft to hard, lies a block of basalt ranging from medium hard to hard with very closely spaced engineers determined that the basalt would provide a petent platform for the construction of shallow foundation for tower, piers, and approach structures on this side of west side, however,featured the infamous Cucaracha Formation, which is a heterogeneous conglomerate of clay shale with inclusions of sandstone, basalt,and ash that is prone to landslide. As a sudsurface stratum the Cucaracha Formation is quite stable,but it quickly erodes when exposed to the elements. The engineers determined that deep foundations would therefore be needed for the western approach structure,the west tower,and the western piers. Before a detailed design of the foundationa could be developed,a thorough analysis of the seismic hazards at the site was required,The design seismic load for the project was developed on the basis of a probabilistic seismic hazard assessment that considered the conditions at the an assessment establishes the return period for a given earthquake and the corresponding intensity of ground shaking in the horizontal directtion in terms of an acceleration response PSHA determined two dominant seismic sources: a subduction source zone associated with the North Panama Deformed Belt capable of producing a seimic event as strong as ,and the Rio Gatun Fault, capable