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STIFFENING GIRDER ERECTION METHOD OF GROUND-ANCHORED SUSPENSION BRIDGE

20240352688 ยท 2024-10-24

    Inventors

    Cpc classification

    International classification

    Abstract

    A stiffening girder erection method of a ground-anchored suspension bridge is provided. Clips for all hanger rods of a space main cable suspension bridge are installed such that design center lines of the clips are located in a vertical plane. A first stiffening girder section is installed at a position away from a first tower at a preset distance in a longitudinal direction. A second stiffening girder section is installed at a position away from a second tower at the preset distance along the longitudinal direction. A plurality of third stiffening girder sections are installed one by one in a direction respectively from the first stiffening girder and the second stiffening girder toward a mid-span until a mid-span closure is completed. An azimuth angle of a main cable around a central axis thereof at each of the clips is measured.

    Claims

    1. A stiffening girder erection method of a ground-anchored suspension bridge, comprising: step (1) installing clips for all hanger rods of a space main cable suspension bridge such that design center lines of the clips are coincident with center lines of the hanger rods, respectively; wherein the design center lines of the clips are located in a vertical plane, such that a lateral pre-deflection angle of each of the clips is configured as a lateral inclination angle of a corresponding one of the hanger rods in a bridge complete state; step (2) installing a first stiffening girder section at a position away from a first tower at a preset distance along a longitudinal direction, and installing a second stiffening girder section at a position away from a second tower at the preset distance along the longitudinal direction; and installing a plurality of third stiffening girder sections one by one in a direction respectively from the first stiffening girder and the second stiffening girder toward a mid-span until a mid-span closure is completed; wherein an azimuth angle of a main cable around a central axis thereof at each of the clips is measured after one or more of the plurality of third stiffening girder sections are installed; and a lateral deflection angle of each of the clips is calculated as a lateral inclination angle of each of the plurality of the hanger rods minus the azimuth angle of the main cable around the central axis thereof at each of the clips; step (3) installing a plurality of fourth stiffening girder sections one by one respectively from the first stiffening girder section toward the first tower and from the second stiffening girder section toward the second tower until a stiffening girder is closed at mid-span; and step (4) measuring an azimuth angle of the central axis of the main cable at each of the clips.

    2. The stiffening girder erection method of claim 1, wherein the step (4) is performed through steps of: measuring an azimuth angle of the central axis of the main cable at a hanger rod among the hanger rods corresponding to an uninstalled fourth stiffening girder section among the plurality of fourth stiffening girder sections; comparing a measured value and a theoretical value of a change of an azimuth angle of the central axis of the main cable at a certain stage relative to an azimuth angle before the first stiffening girder section and the second girder section are installed; modifying a prediction model of an azimuth angle change value of the central axis of the main cable at the hanger rod corresponding to the uninstalled fourth stiffening girder section; determining an adjustment of a lateral deflection angle of a clip of the hanger rod corresponding to the uninstalled fourth stiffening girder section followed by adjustment; and installing the uninstalled fourth stiffening girder section.

    3. The stiffening girder erection method of claim 1, wherein assuming that two points E and F on each of the clips in the bridge complete state are located on a tangent line of a configuration of a corresponding hanger rod at an upper endpoint thereof, an angle between an EF connection line in another state and an EF connection line in the bridge complete state is configured as a lateral deflection angle of each of the clips in the another state, and the lateral pre-deflection angle of each of the clips is a lateral deflection angle achieved during installation and adjustment.

    4. The stiffening girder erection method of claim 1, wherein the lateral inclination angle of each of the hanger rods is an angle between a tangent line of a configuration of each of the hanger rods at an upper endpoint thereof and a vertical line in a projection of each of the hanger rods on a vertical plane perpendicular to a bridge central axis in the bridge complete state.

    5. The stiffening girder erection method of claim 1, wherein assuming that an angle between a top-bottom connecting line AB of a section of the main cable in a tightened state and a line AB of a section of the main cable in a certain state is an azimuth angle of the section of the main cable around the central axis thereof in the certain state; and the azimuth angle of the section of the main cable around the central axis thereof is the azimuth angle of the main cable around the central axis thereof.

    6. The stiffening girder erection method of claim 1, wherein in step (2), the preset distance is not less than 60 times a diameter of the main cable.

    7. The stiffening girder erection method of claim 2, wherein the theoretical value of the lateral deflection angle of each of the clips is calculated through simulation analysis using a modified finite element model, a modified linear model or a modified nonlinear model.

    8. The stiffening girder erection method of claim 2, wherein in step (4), the adjustment of the lateral deflection angle of each of the clips is calculated through simulation analysis using a modified finite element model, a modified linear model or a modified nonlinear model.

    9. The stiffening girder erection method of claim 1, wherein the stiffening girder is a steel box girder, a steel truss girder or a steel-concrete composite girder.

    10. The stiffening girder erection method of claim 1, wherein a rise-to-span ratio f.sub.h/L of a plane projection of the main cable in the bridge complete state in a transverse direction is greater than 1/175.

    Description

    BRIEF DESCRIPTION OF THE DRAWINGS

    [0022] In order to illustrate the technical solutions in the embodiments of the present disclosure or in the prior art more clearly, the drawings needed in the description of embodiments or the prior art will be briefly introduced below. Obviously, for those of ordinary skill in the art, other drawings can be obtained based on these drawings without exerting creative efforts.

    [0023] FIG. 1 is a schematic diagram of an azimuth angle of a main cable around a central axis thereof and a lateral inclination angle of a hanger rod in accordance with an embodiment of the present disclosure;

    [0024] FIG. 2 illustrates a rise-to-span ratio of a space main cable in a transverse direction in accordance with an embodiment of the present disclosure;

    [0025] FIG. 3 is a schematic diagram of a space main cable suspension bridge in accordance with an embodiment of the present disclosure;

    [0026] FIG. 4 illustrates an elevation of the space main cable suspension bridge in accordance with an embodiment of the present disclosure;

    [0027] FIG. 5 is a plan view of the space main cable suspension bridge in accordance with an embodiment of the present disclosure;

    [0028] FIG. 6 illustrates an elevation of a main tower of a main bridge in accordance with an embodiment of the present disclosure;

    [0029] FIG. 7 is a side view of the main tower in accordance with an embodiment of the present disclosure;

    [0030] FIG. 8 shows a dimensional layout of a main girder in accordance with an embodiment of the present disclosure;

    [0031] FIG. 9 is a cross-sectional view of a U rib and a straight plate rib of the main girder (single width) in accordance with an embodiment of the present disclosure;

    [0032] FIG. 10 is a schematic diagram of a diaphragm of the main girder in accordance with an embodiment of the present disclosure;

    [0033] FIG. 11 illustrates a layout of a crossbeam and the diaphragm in accordance with an embodiment of the present disclosure;

    [0034] FIG. 12 is a schematic diagram of a perimeter plate of the diaphragm in accordance with an embodiment of the present disclosure;

    [0035] FIG. 13 illustrates a layout of the perimeter plate, the diaphragm and a stiffeners in accordance with an embodiment of the present disclosure;

    [0036] FIG. 14 illustrates a vertical component distribution of a force exerted on the hanger rod in accordance with an embodiment of the present disclosure;

    [0037] FIG. 15 is a schematic diagram of a finite element model of the main bridge (hidden front view) in accordance with an embodiment of the present disclosure;

    [0038] FIG. 16 illustrates a vertical displacement of the main cable at a mid-span of a main span during an entire process of hoisting the main girder from the main tower to both sides (without any temporary cross brace) in accordance with an embodiment of the present disclosure;

    [0039] FIG. 17 illustrates a longitudinal displacement at a top of a left tower during the entire process of hoisting the main girder from the main tower to both sides (without any temporary cross brace) in accordance with an embodiment of the present disclosure;

    [0040] FIG. 18 illustrates a stress of a tower root during the entire process of hoisting the main girder from the main tower to both sides (without any temporary cross brace) in accordance with an embodiment of the present disclosure;

    [0041] FIG. 19 illustrates a structural condition to be met during an upcoming installation stage and a subsequent hoisting stage of the hanger rod in accordance with an embodiment of the present disclosure;

    [0042] FIG. 20 is a schematic diagram of a test model and a loading tool in accordance with an embodiment of the present disclosure; and

    [0043] FIGS. 21a-f illustrates a process of installing the stiffening girder in accordance with an embodiment of the present disclosure.

    [0044] The realization of the purpose, functional features and advantages of the present disclosure will be further described with reference to the embodiments and the accompanying drawings.

    DETAILED DESCRIPTION OF EMBODIMENTS

    [0045] The technical solutions of the present disclosure will be clearly and completely described below in conjunction with the accompanying drawings and embodiments. Obviously, described below are only some embodiments of the present disclosure, instead of all embodiments of the present disclosure. Based on the embodiments in the present disclosure, all other embodiments obtained by those of ordinary skill in the art without making creative efforts shall fall within the scope of the present disclosure.

    [0046] It should be noted that all directional indications (such as up, down, left, right, front, back . . . ) in the description of the embodiments are merely intended to explain a relative positional relationship, movement, etc. between components in a specific posture (as shown in the accompanying drawings). When the specific posture changes, the directional indication changes accordingly.

    [0047] In addition, descriptions involving first, second, etc. in this application are only descriptive, and cannot be understood as indicating or implying relative importance or implicitly indicating the number of indicated technical features. Therefore, features defined as first and second can explicitly or implicitly include at least one of the features. In addition, and/or in the entire specification includes three solutions. For example, A and/or B includes technical solution A, technical solution B, and technical solutions that satisfy both A and B. Moreover, technical solutions in the embodiments can be combined with each other, but must be based on what can be achieved by those of ordinary skill in the art. When the combination of technical solutions appears to be contradictory or cannot be realized, it should be deemed that such combination of technical solutions does not exist and is not within the scope of the present disclosure defined by the appended claims.

    [0048] A space main cable suspension bridge of the present disclosure refers to a suspension bridge in which a rise-to-span ratio f.sub.h/L in a transverse direction in a plane projection of a main cable in a bridge complete state is greater than 1/175. When the rise-to-span ratio f.sub.h/L is 0, the space main cable suspension bridge degenerates into a planar main cable suspension bridge.

    [0049] As shown in FIGS. 1-2 and 21a-f, this application provides a stiffening girder erection method of a ground-anchored suspension bridge, which includes the following steps.

    [0050] (S1) Clips for all hanger rods of a space main cable suspension bridge are installed such that design center lines of the clips are coincident with center lines of the hanger rods, respectively. The design center lines of the clips are located in a vertical plane, such that a lateral pre-deflection angle of each of the clips is configured as a lateral inclination angle of a corresponding one of the hanger rods in a bridge complete state.

    [0051] (S2) A first stiffening girder section is installed at a position away from a first tower at a preset distance along a longitudinal direction. A second stiffening girder section is installed at a position away from a second tower at the preset distance along the longitudinal direction. A plurality of third stiffening girder sections are installed one by one in a direction respectively from the first stiffening girder and the second stiffening girder toward a mid-span until a mid-span closure is completed. An azimuth angle of a main cable around a central axis thereof at each of the clips is measured after one or more of the plurality of third stiffening girder sections are installed. A lateral deflection angle of each of the clips is calculated as a lateral inclination angle of each of the plurality of the hanger rods minus the azimuth angle of the main cable around the central axis thereof at each of the clips.

    [0052] (S3) A plurality of fourth stiffening girder sections are installed one by one respectively from the first stiffening girder section toward the first tower and from the second stiffening girder section toward the second tower until a stiffening girder is closed at mid-span.

    [0053] (S4) An azimuth angle of the central axis of the main cable at each of the clips is measured.

    [0054] In the stiffening girder erection method of the present disclosure, there is no need to push (pull) the main cable away before installing the stiffening girder, which eliminates the process of pushing (pulling) the main cable apart, thereby avoiding additional torsion of the main cable caused by the main cable being pushed (pulled) apart, thus reducing a deviation between a torsion angle and a preset optimal torsion angle of the main cable. In addition, when installing the stiffening girder, the azimuth angle of the main cable around the central axis thereof at the hanger rod of the upcoming installed stiffening girder section is first measured, which is the lateral deflection angle of the clip, and then the measured value of the lateral deflection angle of the clip is compared with the theoretical value to determine the adjustment amount of the lateral deflection angle of the clip. After adjustment, the stiffening girder is installed. The azimuth angle of the main cable around the central axis thereof is continuously adjusted during the installation of the stiffening girder to make it closer to the theoretical value, thereby further reducing the deviation between the torsion angle and the preset optimal torsion angle of the main cable.

    [0055] In this embodiment, the process of pushing (pulling) the main cable apart in advance is omitted, thereby improving efficiency. In addition, a temporary facility required to push (pull) the main cable laterally can be eliminated, which facilitates fewer required facilities and lower cost.

    [0056] The step (4) is performed through the following steps.

    [0057] An azimuth angle of the central axis of the main cable at a hanger rod among the hanger rods corresponding to an uninstalled fourth stiffening girder section among the plurality of fourth stiffening girder sections is measured. A measured value and a theoretical value of a change of an azimuth angle of the central axis of the main cable at a certain stage are compared. A prediction model of an azimuth angle change value of the central axis of the main cable at the hanger rod corresponding to the uninstalled fourth stiffening girder section is modified. An adjustment of a lateral deflection angle of a clip of the hanger rod corresponding to the uninstalled fourth stiffening girder section is determined and adjusted. An uninstalled fourth stiffening girder section is installed.

    [0058] Specifically, the installation of the stiffening girder sections has the same operation. During the installation of the stiffening girder section, the azimuth angle of the main cable around the central axis thereof is continuously adjusted to make it closer to the theoretical value, thereby further reducing the deviation between the torsion angle and the preset optimal torsion angle of the main cable.

    [0059] As shown in FIG. 1, two points E and F on each of the clips in the bridge complete state are located on a tangent line of a configuration of a corresponding hanger rod at an upper endpoint thereof. An angle between an EF connection line in another state and an EF connection line in the bridge complete state is configured as a lateral deflection angle of each of the clips in the another state, and the lateral pre-deflection angle of each of the clips is a lateral deflection angle achieved during installation and adjustment. Specifically, relative to the bridge complete state, when the point F with a larger elevation in other states moves away from the center line of the bridge, the lateral deflection angle is positive. Otherwise, the lateral deflection angle is negative.

    [0060] As shown in FIG. 1, the lateral inclination angle of each of the hanger rods is an angle between a tangent line of a configuration of each of the hanger rods at an upper endpoint thereof and a vertical line in a projection of each of the hanger rods on a vertical plane perpendicular to a bridge central axis in the bridge complete state.

    [0061] Specifically, a configuration of a hanger rod is a catenary line, which can generally be regarded as a straight line. FIG. 1 refers to a situation when the hanger rod in the bridge complete state is viewed as a straight line.

    [0062] As shown in FIG. 1, an angle between a top-bottom connecting line AB of a section of the main cable in a tightened state and a line AB of a section of the main cable in a certain state is configured as an azimuth angle of the section of the main cable around the central axis thereof in the certain state, i.e., the azimuth angle of the main cable around the central axis thereof. Specifically, a rotation of point A relative to the movement of the empty cable toward the center line of the bridge is positive, and vice versa is negative. Determination of the connection line AB: A connection between the highest point A of the section of the main cable and the lower edge point B of the section of the main cable on a plumb line passing through point A is the connection line AB.

    [0063] For the space main cable suspension bridge, the empty cable is in a vertical plane under its own weight. Under an external force with horizontal and vertical components (provided by the hanger rods, a temporary cross brace, a temporary cable, etc., which are commonly difficult to completely pass through the center of the section of the tightened main cable), not only the main cable is displaced, but also each section of the main cable may be twisted. Obviously, the azimuth angle of each section of the empty cable in the vertical plane around the central axis of the main cable is 0.

    [0064] In some embodiments, in step (S2), the preset distance is not less than 60 times a diameter of the main cable.

    [0065] Specifically, this method uses component forces of the hanger rod generated by the weight of the stiffening girder to gradually pull the main cable apart or close, gradually forming a spatial shape of the bridge. In this way, the shortcomings of increased temporary facilities and corresponding processes for the main cable being pushed (pulled) apart laterally caused by pushing (pulling) the main cable apart first and then installing the stiffening girder can be overcome. A risk of twisting the main cable section due to an axial force not passing through the center of the main cable section in a transverse push (pull) state can be avoided. Compared to a traditional solution of first erecting the girder section at the mid-span, a maximum lifting height of the stiffening girder is reduced, leading to a reduced capacity requirement of a lifting device. Compared to a traditional solution of first erecting the girder section at the mid-span or near the mid-span (that is, not erecting the girder section near the two main towers first), this application is easier to meet a structural compatibility condition, due to a shorter distance between an upper end position of the hanger rod and a complete position when each girder section is installed, and fewer structural restrictions on a location of an anchor point of the hanger rod and a diameter of a casing of the hanger rod.

    [0066] In some embodiments, the theoretical value of the lateral deflection angle of each of the clips is calculated through finite element simulation analysis. Specifically, the finite element simulation analysis is performed using an ANSYS software.

    [0067] In some embodiments, in step (S4), the adjustment of the lateral deflection angle of each of the clips is calculated through finite element simulation analysis. Specifically, the finite element simulation analysis is performed using an ANSYS software.

    [0068] Specifically, a finite element stiffness of a clip is calculated based on the measured value of the lateral deflection angle of the clip and the theoretical value, and the adjustment amount of the lateral deflection angle of the clip is calculated based on the finite element stiffness.

    [0069] In some embodiments, the stiffening girder is a steel box girder, a steel truss girder or a steel-concrete composite girder.

    [0070] An overall process of the stiffening girder installation is shown in FIGS. 21a-f.

    1.1 Analysis Object

    1.1.1 Overall Layout of the Bridge

    [0071] The analysis object is the space main cable suspension bridge of a certain passageway, Lingding Channel, as shown in FIG. 3. The space main cable suspension bridge has a span layout of 165 (left anchor span)+688 (=37+26*24+27, left side span)+1658 (=37+66*24+37, middle span)+688 (=37+26*24+27, right span)+165 m (right anchor span), a hanger rod with a spacing in a longitudinal direction of 24 m, a main girder at a mid-span with a top elevation of 88 m, a slope point set at the mid-span, a longitudinal slope from the mid-span to both sides with a gradient of 2.7% and a vertical curve radius of 56139.25 m. FIGS. 4-7 shows a bridge layout with only the span layout (the main span is only enlarged by 2 m) and the spacing of the hanger rod changed.

    [0072] The stiffening girder is designed as two steel box sub-girders connected by a crossbeam, as shown in FIG. 8. Four traffic lanes with a width of 3.75 m are arranged in each side. A distance between the two steel box girders in the transverse direction is 16.6 m. A full width of each steel box girder at the main span in the transverse direction is 64 m. Each main cable is composed of 252 strands. Each strand is composed of 127 parallel steel wires 5.3 with a tensile strength of 1990 MPa (referring to the Nansha Bridge with a main span of 1688 m). The rise-to-span ratio of the main cable is 1/9.26. A main cable holder is provided above a pier at the side span to improve the stiffness of the main girder at the side span. An arc radius of a main cable saddle is 8.2 m (referring to the Xihoumen Bridge with a main span of 1650 m). A theoretical vertex elevation of the main cable at the top of the two main towers is 270.050 m. Double hanger rods are used on one side in the transverse direction. A single hanger rod is temporarily composed of 199 parallel steel wires with a diameter of 7 mm and an area of 0.007658417 m.sup.2.

    [0073] Each of the two main towers has an elevation of a top of a cap platform (i.e. a bottom of a tower column) of 7.8833 m, an elevation of a top of the tower column of 265.5461 m, and a total height of the tower column of 273.4294 m. Based on the design experience of similar projects, a 5 m-section of the tower column near the cap platform within an elevation range of 7.8833 m to 2.8833 m is set as a round-end solid section, a 89.3354 m-section within an elevation range of 2.8833 m to 86.4521 m is set as a round-end hollow section with a wall thickness of 2.2 m, a 80 m-section within an elevation range of 86.4521 m to 166.4521 m is set as a round-end hollow section with a wall thickness of 1.6 m, a 80 m-section within an elevation range of 166.4521 m to 257.5461 m is set as a round-end hollow section with a wall thickness of 1.2 m, and a 8 m-section within an elevation range of 257.5461 m to 265.5461 m is set as a round-end solid section.

    1.1.2 Main Girder Design and Second Phase Dead Load

    1) Main Girder and Diaphragm Thereof

    [0074] According to an overall dimension of the stiffening girder (with a height of 5 m and a width of 23.7 m, as shown in FIG. 9) and similar engineering design experience, dimensions of each plate in a cross section of the main girder is proposed, as shown in Table 1 and FIG. 10, so as to obtain the cross-sectional characteristics of the main girder (single width) shown in Table 2.

    TABLE-US-00001 TABLE 1 Thickness, dimensions and spacings of each plate in the cross section of the main girder (single width) of the main bridge of the Lingding Channel between Shenzhen and Zhongshan Passageway (Unit: mm) Thickness of top plate 16 Thickness of U rib at top plate 8 Dimensions of U rib at top plate Bottom width 300-height 280-top width 170-horizontal spacing 600 Thickness of inclined web 20 Thickness of straight web 20 Thickness of base plate 12 Thickness of U rib at base plate 8 Dimensions of U rib at base plate Bottom width 400-height 260-top width 250-horizontal spacing 800 Dimensions of stiffeners at Height 120-thickness 10 straight plate

    TABLE-US-00002 TABLE 2 Cross-sectional characteristics of the main girder (single width) Area (m.sup.2) 1.105967802 Distance from center of X 12.2480 11.4511 inertia to each end (m) Y 3.3842 1.6108 Moment of inertia (m.sup.4): X 2.7572 Y 53.1220

    [0075] Based on the experience of similar projects, a plurality of diaphragms are provided with a spacing of 3 m. A thickness of a diaphragm at a non-hanger rod area is 10 mm. A thickness of a diaphragm at the hanger rod position is 12 mm. The number of the plurality of diaphragms of each steel box girder is 8 (7 diaphragms with a thickness of 10 mm and 1 diaphragm with a thickness of 12 mm). A peripheral stiffening plate is provided on the diaphragm close to the top plate, bottom plate and web. A vertical plate stiffening rib is provided vertically in the peripheral stiffening plate, which has a spacing of 1200 mm in the transverse direction. A horizontal plate stiffening rib is provided between longer vertical plate stiffening ribs. 2 cable holes and 1 manhole are provided on each diaphragm. A layout of the stiffening rib, cable hole and manhole of the diaphragm is shown in FIG. 10. The dimensions and thickness of the peripheral stiffening plate, vertical plate, horizontal plate, manhole and cable hole are shown in Table 3.

    TABLE-US-00003 TABLE 3 Thickness and width of peripheral stiffening plate, vertical plate, horizontal plate, and peripheral plate of manhole and cable hole Peripheral stiffening plate Width/mm 140 Thickness/mm 10 Vertical plate Width/mm 120 Thickness/mm 10 Horizontal plate Width/mm 100 Thickness/mm 10 Peripheral plate of manhole Width/mm 120 Thickness/mm 10 and cable hole

    [0076] It is calculated that a total mass of diaphragms of each steel box girder (single width) is 48879.53 kg. According to similar projects, a structural mass of a cable anchor of each steel box girder is 3000 kg. Therefore, a total mass of a single steel box girder per segment (excluding welds) is 260243.8649 kg, and a total mass of a single steel box girder per segment (including welds) is 264147.523 kg. Based on a cross-sectional area of the peripheral stiffening plate of the steel box girder, an equivalent density of each section of the single steel box girder (including welds) is calculated as 9951.597843 kg/m.sup.3.

    2) Crossbeam Between Main Girder

    [0077] The crossbeam is provided on the main girder with a gap of 12 m. The crossbeam has a height of 5 m (as shown in FIG. 11) and a width (along the longitudinal direction) of 4 m. The stiffeners (as shown in FIG. 12) of the peripheral stiffening plate and the straight plate, and the diaphragm with a spacing of 2.1 m are used for stiffening, thereby avoiding local buckling. A horizontal straight plate stiffening rib, a vertical straight plate stiffening rib and the manhole are provided on the diaphragm (as shown in FIG. 13).

    [0078] After calculation, the cross-sectional characteristics of the crossbeam are obtained, as shown in Table 4.

    TABLE-US-00004 TABLE 4 Cross-sectional characteristics of the crossbeam Area (m.sup.2) 0.41888 Distance from center of X 2 2 inertia to each end (m) Y 2.5 2.5 Moment of inertia (m.sup.4): X 1.5212 Y 1.1833

    [0079] According to statistics, a total mass of each crossbeam at the main span is 91852.324 kg. Based on the finite element simulation, the crossbeam has a length of 39.5021 m and a cross-sectional area of 0.41888 m.sup.2. A volume of the crossbeam is 16.54665523 m.sup.3, and thus a density of the crossbeam is 5551.111229 kg/m.sup.3.

    3) Second Phase Dead Load

    [0080] A single main girder has a bridge deck pavement width of 18.75 m, a thickness of 0.075 m, a bulk density of 25000 N/m.sup.3 and a load concentration caused by the pavement of 35156.25 N/m. A total mass of a railing, a curb, an inspection vehicle track, a water pipe, etc. is initially planned to be 1300 kg per meter, corresponding to the resulting load concentration of 12747.8 N/m. Therefore, a total load concentration of the second phase dead load is 47904.05 N/m.

    1.1.3 Bridge Complete State

    1) Preliminary Determination of a Vertical Component Force of the Hanger Rod in the Bridge Complete State (Rigid Support Continuous Girder Method)

    [0081] Based on the span, hanger rod layout, cross-sectional characteristics of the main girder and crossbeam, the equivalent bulk density and the second phase dead load in the previous two sections (sections 1.1.1 and 1.1.2), the ANSYS software is used to establish a finite element model of a rigid support continuous girder spatial rod system, which only include the main girder and imposed vertical constraints on a girder end, a tower-girder junction and a suspension point of the hanger rod. After calculation, the vertical component force at the lower end of each hanger rod (one side) is shown in Table 5. A distribution of the vertical component force of the hanger rod is shown in FIG. 14.

    TABLE-US-00005 TABLE 5 Calculated value of the vertical component force of the hanger rod in the bridge complete state Vertical component Vertical component force of the hanger force of the hanger Number rod (before averaging rod (after averaging Number of description three hanger rods three hanger rods hanger rod of hanger rod at span end) at span end) 1 Left side span 4419.7 4511.0 1#hanger rod 2 Left side span 4786.5 4511.0 2#hanger rod 3 Left side span 4326.7 4511.0 3#hanger rod 4 Left side span 4433.3 4433.3 4#hanger rod 5 Left side span 4421.8 4421.8 5#hanger rod 6 Left side span 4435.1 4435.1 6#hanger rod 7 Left side span 4443.3 4443.3 7#hanger rod 8 Left side span 4452.6 4452.6 8#hanger rod 9 Left side span 4461.7 4461.7 9#hanger rod 10 Left side span 4470.9 4470.9 10#hanger rod 11 Left side span 4480.0 4480.0 11#hanger rod 12 Left side span 4489.2 4489.2 12#hanger rod 13 Left side span 4498.3 4498.3 13#hanger rod 14 Left side span 4507.6 4507.6 14#hanger rod 15 Left side span 4516.7 4516.7 15#hanger rod 16 Left side span 4525.9 4525.9 16#hanger rod 17 Left side span 4535.1 4535.1 17#hanger rod 18 Left side span 4544.3 4544.3 18#hanger rod 19 Left side span 4553.6 4553.6 19#hanger rod 20 Left side span 4562.9 4562.9 20#hanger rod 21 Left side span 4572.0 4572.0 21#hanger rod 22 Left side span 4582.8 4582.8 22#hanger rod 23 Left side span 4585.4 4585.4 23#hanger rod 24 Left side span 4628.2 4628.2 24#hanger rod 25 Left side span 4479.4 4548.8 25#hanger rod 26 Left side span 5250.7 4548.8 26#hanger rod 27 Left side span 3916.3 4548.8 27#hanger rod 28 Main span 3947.2 4575.4 1#hanger rod 29 Main span 5266.6 4575.4 2#hanger rod 30 Main span 4512.3 4575.4 3#hanger rod 31 Main span 4669.0 4669.0 4#hanger rod 32 Main span 4635.7 4635.7 5#hanger rod 33 Main span 4642.3 4642.3 6#hanger rod 34 Main span 4640.7 4640.7 7#hanger rod 35 Main span 4640.8 4640.8 8#hanger rod 36 Main span 4640.7 4640.7 9#hanger rod 37 Main span 4640.6 4640.6 10#hanger rod 38 Main span 4640.6 4640.6 11#hanger rod 39 Main span 4640.5 4640.5 12#hanger rod 40 Main span 4640.5 4640.5 13#hanger rod 41 Main span 4640.5 4640.5 14#hanger rod 42 Main spar 4640.4 4640.4 15#hanger rod 43 Main span 4640.4 4640.4 16#hanger rod 44 Main span 4640.4 4640.4 17#hanger rod 45 Main span 4640.4 4640.4 18#hanger rod 46 Main span 4640.3 4640.3 19#hanger rod 47 Main span 4640.3 4640.3 20#hanger rod 48 Main span 4640.3 4640.3 21#hanger rod 49 Main span 4640.3 4640.3 22#hanger rod 50 Main span 4640.3 4640.3 23#hanger rod 51 Main span 4640.3 4640.3 24#hanger rod 52 Main span 4640.3 4640.3 25#hanger rod 53 Main span 4640.2 4640.2 26#hanger rod 54 Main span 4640.2 4640.2 27#hanger rod 55 Main span 4640.2 4640.2 28#hanger rod 56 Main span 4640.2 4640.2 29#hanger rod 57 Main span 4640.2 4640.2 30#hanger rod 58 Main span 4640.2 4640.2 31#hanger rod 59 Main span 4640.2 4640.2 32#hanger rod 60 Main span 4640.2 4640.2 33#hanger rod 61 Main span 4640.2 4640.2 34#hanger rod 62 Main span 4640.2 4640.2 35#hanger rod 63 Main span 4640.2 4640.2 36#hanger rod 64 Main span 4640.2 4640.2 37#hanger rod 65 Main span 4640.2 4640.2 38#hanger rod 66 Main span 4640.2 4640.2 39#hanger rod 67 Main span 4640.2 4640.2 40#hanger rod 68 Main span 4640.2 4640.2 41#hanger rod 69 Main span 4640.2 4640.2 42#hanger rod 70 Main span 4640.3 4640.3 43#hanger rod 71 Main span 4640.3 4640.3 44#hanger rod 72 Main span 4640.3 4640.3 45#hanger rod 73 Main span 4640.3 4640.3 46#hanger rod 74 Main span 4640.3 4640.3 47#hanger rod 75 Main span 4640.3 4640.3 48#hanger rod 76 Main span 4640.3 4640.3 49#hanger rod 77 Main span 4640.4 4640.4 50#hanger rod 78 Main span 4640.4 4640.4 51#hanger rod 79 Main span 4640.4 4640.4 52#hanger rod 80 Main span 4640.4 4640.4 53#hanger rod 81 Main span 4640.5 4640.5 54#hanger rod 82 Main span 4640.5 4640.5 55#hanger rod 83 Main span 4640.5 4640.5 56#hanger rod 84 Main span 4640.6 4640.6 57#hanger rod 85 Main span 4640.6 4640.6 58#hanger rod 86 Main span 4640.7 4640.7 59#hanger rod 87 Main span 4640.8 4640.8 60#hanger rod 88 Main span 4640.7 4640.7 61#hanger rod 89 Main span 4642.3 4642.3 62#hanger rod 90 Main span 4635.7 4635.7 63#hanger rod 91 Main span 4669.0 4669.0 64#hanger rod 92 Main span 4512.3 4575.4 65#hanger rod 93 Main span 5266.6 4575.4 66#hanger rod 94 Main span 3947.2 4575.4 67#hanger rod 95 Right side span 3916.3 4548.8 27#hanger rod 96 Right side span 5250.7 4548.8 26#hanger rod 97 Right side span 4479.4 4548.8 25#hanger rod 98 Right side span 4628.2 4628.2 24#hanger rod 99 Right side span 4585.4 4585.4 23#hanger rod 100 Right side span 4582.8 4582.8 22#hanger rod 101 Right side span 4572.0 4572.0 21#hanger rod 102 Right side span 4562.9 4562.9 20#hanger rod 103 Right side span 4553.6 4553.6 19#hanger rod 104 Right side span 4544.3 4544.3 18#hanger rod 105 Right side span 4535.1 4535.1 17#hanger rod 106 Right side span 4525.9 4525.9 16#hanger rod 107 Right side span 4516.7 4516.7 15#hanger rod 108 Right side span 4507.6 4507.6 14#hanger rod 109 Right side span 4498.3 4498.3 13#hanger rod 110 Right side span 4489.2 4489.2 12#hanger rod 111 Right side span 4480.0 4480.0 11#hanger rod 112 Right side span 4470.9 4470.9 10#hanger rod 113 Right side span 4461.7 4461.7 9#hanger rod 114 Right side span 4452.6 4452.6 8#hanger rod 115 Right side span 4443.3 4443.3 7#hanger rod 116 Right side span 4435.1 4435.1 6#hanger rod 117 Right side span 4421.8 4421.8 5#hanger rod 118 Right side span 4433.3 4433.3 4#hanger rod 119 Right side span 4326.7 4511.0 3#hanger rod 120 Right side span 4786.5 4511.0 2#hanger rod 121 Right side span 4419.7 4511.0 1#hanger rod

    2) Configuration and Tension Force of the Main Cable in the Bridge Complete State (Analytical Method)

    [0082] According to main control geometric parameters of the main cable proposed in section 1.1.1, it is easy to determine a theoretical vertex mileage and an elevation of a main cable saddle and a loose cable saddle at a side pier, coordinates of an anchor point of the main cable (the theoretical vertex of the loose cable saddle is temporarily taken as the anchor point and the elevation of the main cable), a material and a cross-sectional size of the main cable, a material and a cross-sectional characteristics of the hanger rod, and the obtained vertical component force of the hanger rod. Referring to a quality of a clip of similar bridges, a numerical analysis calculation software of the space main cable suspension bridge cable system is used to perform iterative calculations, and the configuration and an internal force state of the cable system in the bridge complete state are obtained. The obtained node coordinates of the main cable, unstressed length of the main cable section (without considering the saddle arc correction), cable force of the cable segment and safety factor obtained according to an ultimate strength of 1860 MPa are shown in Table 6. It can be seen from Table 6 that the safety factor of the main cable in the dead-load state has a minimum value of 2.45 and a maximum value of 2.68, which will be reduced after considering a live load effect. It is calculated that an increment of a tension in the main cable section caused by a live load of a vehicle is approximately 10% of the dead load. Therefore, after considering the live load of the vehicle, the minimum safety factor of the main cable can reach 2.22. When using parallel steel wires with an ultimate strength of 1990 MPa, the minimum safety factor can reach 2.37.

    TABLE-US-00006 TABLE 6 Node coordinates, cable section tension force and safety factor of the main cable in the bridge complete state Unstressed length of main cable section (without considering breaking the arc Tension force of Safety correction of cable main factor in Node Node Transverse at the section cable dead- number description Mileage direction Elevation saddle) N N load state 1 Theoretical 1682.000 28.500 27.500 vertex of left loose cable saddle 2 Theoretical 1517.000 24.198 67.450 169.226 4.90E+08 1.313E+09 2.68 vertex of left cable saddle for steering 3 Left side span 1490.000 23.967 70.851 27.119 4.91E+08 1.313E+09 2.68 1#hanger rod 4 Left side span 1466.000 23.725 74.178 24.146 4.91E+08 1.313E+09 2.67 2#hanger rod 5 Left side span 1442.000 23.445 77.796 24.188 4.92E+08 1.313E+09 2.67 3#hanger rod 6 Left side span 1418.000 23.129 81.706 24.233 4.93E+08 1.313E+09 2.66 4#hanger rod 7 Left side span 1394.000 22.777 85.903 24.281 4.94E+08 1.313E+09 2.66 5#hanger rod 8 Left side span 1370.000 22.390 90.389 24.333 4.95E+08 1.313E+09 2.65 6#hanger rod 9 Left side span 1346.000 21.969 95.164 24.388 4.96E+08 1.313E+09 2.65 7#hanger rod 10 Left side span 1322.000 21.513 100.229 24.446 4.97E+08 1.313E+09 2.64 8#hanger rod 11 Left side span 1298.000 21.023 105.585 24.508 4.99E+08 1.313E+09 2.63 9#hanger rod 12 Left side span 1274.000 20.500 111.232 24.573 5.00E+08 1.313E+09 2.63 10#hanger rod 13 Left side span 1250.000 19.943 117.172 24.642 5.01E+08 1.313E+09 2.62 11#hanger rod 14 Left side span 1226.000 19.353 123.406 24.715 5.03E+08 1.313E+09 2.61 12#hanger rod 15 Left side span 1202.000 18.730 129.935 24.791 5.05E+08 1.313E+09 2.60 13#hanger rod 16 Left side span 1178.000 18.074 136.759 24.870 5.06E+08 1.313E+09 2.59 14#hanger rod 17 Left side span 1154.000 17.386 143.881 24.953 5.08E+08 1.313E+09 2.59 15#hanger rod 18 Left side span 1130.000 16.666 151.300 25.040 5.10E+08 1.313E+09 2.58 16#hanger rod 19 Left side span 1106.000 15.914 159.019 25.130 5.11E+08 1.313E+09 2.57 17#hanger rod 20 Left side span 1082.000 15.130 167.037 25.224 5.13E+08 1.313E+09 2.56 18#hanger rod 21 Left side span 1058.000 14.315 175.358 25.321 5.15E+08 1.313E+09 2.55 19#hanger rod 22 Left side span 1034.000 13.468 183.981 25.422 5.17E+08 1.313E+09 2.54 20#hanger rod 23 Left side span 1010.000 12.590 192.907 25.527 5.20E+08 1.313E+09 2.53 21#hanger rod 24 Left side span 986.000 11.681 202.139 25.635 5.22E+08 1.313E+09 2.52 22#hanger rod 25 Left side span 962.000 10.742 211.678 25.747 5.24E+08 1.313E+09 2.51 23#hanger rod 26 Left side span 938.000 9.772 221.524 25.862 5.26E+08 1.313E+09 2.49 24#hanger rod 27 Left side span 914.000 8.771 231.680 25.982 5.29E+08 1.313E+09 2.48 25#hanger rod 28 Left side span 890.000 7.740 242.144 26.103 5.31E+08 1.313E+09 2.47 26#hanger rod 29 Left side span 866.000 6.680 252.916 26.228 5.34E+08 1.313E+09 2.46 27#hanger rod 30 Closed clip 842.000 5.590 263.998 26.356 5.37E+08 1.313E+09 2.45 31 Theoretical 829.000 5.000 270.050 14.297 5.37E+08 1.313E+09 2.45 vertex of left main tower 32 Closed clip 816.000 5.676 264.528 14.087 5.29E+08 1.313E+09 2.48 33 Main span 792.000 6.925 254.391 25.985 5.29E+08 1.313E+09 2.48 1#hanger rod 34 Main span 768.000 8.144 244.565 25.865 5.26E+08 1.313E+09 2.49 2#hanger rod 35 Main span 744.000 9.333 235.047 25.749 5.24E+08 1.313E+09 2.51 3#hanger rod 36 Main span 720.000 10.492 225.838 25.637 5.22E+08 1.313E+09 2.52 4#hanger rod 37 Main span 696.000 11.620 216.941 25.526 5.20E+08 1.313E+09 2.53 5#hanger rod 38 Main span 672.000 12.717 208.353 25.420 5.17E+08 1.313E+09 2.54 6#hanger rod 39 Main span 648.000 13.783 200.074 25.317 5.15E+08 1.313E+09 2.55 7#hanger rod 40 Main span 624.000 14.818 192.103 25.218 5.13E+08 1.313E+09 2.56 8#hanger rod 41 Main span 600.000 15.820 184.439 25.122 5.11E+08 1.313E+09 2.57 9#hanger rod 42 Main span 576.000 16.791 177.082 25.030 5.09E+08 1.313E+09 2.58 10#hanger rod 43 Main span 552.000 17.729 170.031 24.942 5.08E+08 1.313E+09 2.59 11#hanger rod 44 Main span 528.000 18.634 163.285 24.857 5.06E+08 1.313E+09 2.60 12#hanger rod 45 Main span 504.000 19.506 156.843 24.776 5.04E+08 1.313E+09 2.60 13#hanger rod 46 Main span 480.000 20.345 150.705 24.698 5.03E+08 1.313E+09 2.61 14#hanger rod 47 Main span 456.000 21.150 144.870 24.624 5.01E+08 1.313E+09 2.62 15#hanger rod 48 Main span 432.000 21.921 139.338 24.554 5.00E+08 1.313E+09 2.63 16#hanger rod 49 Main span 408.000 22.657 134.108 24.487 4.98E+08 1.313E+09 2.64 17#hanger rod 50 Main span 384.000 23.358 129.180 24.424 4.97E+08 1.313E+09 2.64 18#hanger rod 51 Main span 360.000 24.024 124.553 24.365 4.96E+08 1.313E+09 2.65 19#hanger rod 52 Main span 336.000 24.654 120.226 24.309 4.95E+08 1.313E+09 2.66 20#hanger rod 53 Main span 312.000 25.247 116.199 24.257 4.94E+08 1.313E+09 2.66 21#hanger rod 54 Main span 288.000 25.804 112.472 24.209 4.93E+08 1.313E+09 2.67 22#hanger rod 55 Main span 264.000 26.322 109.043 24.164 4.92E+08 1.313E+09 2.67 23#hanger rod 56 Main span 240.000 26.802 105.914 24.123 4.91E+08 1.313E+09 2.68 24#hanger rod 57 Main span 216.000 27.243 103.083 24.086 4.90E+08 1.313E+09 2.68 25#hanger rod 58 Main span 192.000 27.643 100.551 24.052 4.89E+08 1.313E+09 2.68 26#hanger rod 59 Main span 168.000 28.002 98.316 24.023 4.89E+08 1.313E+09 2.69 27#hanger rod 60 Main span 144.000 28.319 96.379 23.996 4.88E+08 1.313E+09 2.69 28#hanger rod 61 Main span 120.000 28.592 94.739 23.974 4.88E+08 1.313E+09 2.69 29#hanger rod 62 Main span 96.000 28.819 93.397 23.955 4.87E+08 1.313E+09 2.69 30#hanger rod 63 Main span 72.000 28.999 92.351 23.940 4.87E+08 1.313E+09 2.70 31#hanger rod 64 Main span 48.000 29.129 91.602 23.929 4.87E+08 1.313E+09 2.70 32#hanger rod 65 Main span 24.000 29.208 91.150 23.921 4.87E+08 1.313E+09 2.70 33#hanger rod 66 Main span 0.000 29.235 90.999 23.917 4.87E+08 1.313E+09 2.70 34#hanger rod (mid- span of Main span) 67 Main span 24.000 29.208 91.150 23.917 4.87E+08 1.313E+09 2.70 35#hanger rod 68 Main span 48.000 29.129 91.602 23.921 4.87E+08 1.313E+09 2.70 36#hanger rod 69 Main span 72.000 28.999 92.351 23.929 4.87E+08 1.313E+09 2.70 37#hanger rod 70 Main span 96.000 28.819 93.397 23.940 4.87E+08 1.313E+09 2.70 38#hanger rod 71 Main span 120.000 28.592 94.739 23.955 4.87E+08 1.313E+09 2.69 39#hanger rod 72 Main span 144.000 28.319 96.379 23.974 4.88E+08 1.313E+09 2.69 40#hanger rod 73 Main span 168.000 28.002 98.316 23.996 4.88E+08 1.313E+09 2.69 41#hanger rod 74 Main span 192.000 27.643 100.551 24.023 4.89E+08 1.313E+09 2.69 42#hanger rod 75 Main span 216.000 27.243 103.083 24.052 4.89E+08 1.313E+09 2.68 43#hanger rod 76 Main span 240.000 26.802 105.914 24.086 4.90E+08 1.313E+09 2.68 44#hanger rod 77 Main span 264.000 26.322 109.043 24.123 4.91E+08 1.313E+09 2.68 45#hanger rod 78 Main span 288.000 25.804 112.472 24.164 4.92E+08 1.313E+09 2.67 46#hanger rod 79 Main span 312.000 25.247 116.199 24.209 4.93E+08 1.313E+09 2.67 47#hanger rod 80 Main span 336.000 24.654 120.226 24.257 4.94E+08 1.313E+09 2.66 48#hanger rod 81 Main span 360.000 24.024 124.553 24.309 4.95E+08 1.313E+09 2.65 49#hanger rod 82 Main span 384.000 23.358 129.180 24.365 4.96E+08 1.313E+09 2.65 50#hanger rod 83 Main span 408.000 22.657 134.108 24.424 4.97E+08 1.313E+09 2.64 51#hanger rod 84 Main span 432.000 21.921 139.338 24.487 4.98E+08 1.313E+09 2.64 52#hanger rod 85 Main span 456.000 21.150 144.870 24.554 5.00E+08 1.313E+09 2.63 53#hanger rod 86 Main span 480.000 20.345 150.705 24.624 5.01E+08 1.313E+09 2.62 54#hanger rod 87 Main span 504.000 19.506 156.843 24.698 5.03E+08 1.313E+09 2.61 55#hanger rod 88 Main span 528.000 18.634 163.285 24.776 5.04E+08 1.313E+09 2.60 56#hanger rod 89 Main span 552.000 17.729 170.031 24.857 5.06E+08 1.313E+09 2.60 57#hanger rod 90 Main span 576.000 16.791 177.082 24.942 5.08E+08 1.313E+09 2.59 58#hanger rod 91 Main span 600.000 15.820 184.439 25.030 5.09E+08 1.313E+09 2.58 59#hanger rod 92 Main span 624.000 14.818 192.103 25.122 5.11E+08 1.313E+09 2.57 60#hanger rod 93 Main span 648.000 13.783 200.074 25.218 5.13E+08 1.313E+09 2.56 61#hanger rod 94 Main span 672.000 12.717 208.353 25.317 5.15E+08 1.313E+09 2.55 62#hanger rod 95 Main span 696.000 11.620 216.941 25.420 5.17E+08 1.313E+09 2.54 63#hanger rod 96 Main span 720.000 10.492 225.838 25.526 5.20E+08 1.313E+09 2.53 64#hanger rod 97 Main span 744.000 9.333 235.047 25.637 5.22E+08 1.313E+09 2.52 65#hanger rod 98 Main span 768.000 8.144 244.565 25.749 5.24E+08 1.313E+09 2.51 66#hanger rod 99 Main span 792.000 6.925 254.391 25.865 5.26E+08 1.313E+09 2.49 67#hanger rod 100 Closed clip 816.000 5.676 264.528 25.985 5.29E+08 1.313E+09 2.48 101 Theoretical 829.000 5.000 270.050 14.087 5.29E+08 1.313E+09 2.48 vertex of right main tower 102 Closed clip 842.000 5.590 263.998 14.290 5.37E+08 1.313E+09 2.45 103 Right side span 866.000 6.680 252.916 26.358 5.37E+08 1.313E+09 2.45 27#hanger rod 104 Right side span 890.000 7.740 242.144 26.229 5.34E+08 1.313E+09 2.46 26#hanger rod 105 Right side span 914.000 8.771 231.680 26.104 5.31E+08 1.313E+09 2.47 25#hanger rod 106 Right side span 938.000 9.772 221.524 25.983 5.29E+08 1.313E+09 2.48 24#hanger rod 107 Right side span 962.000 10.742 211.678 25.863 5.26E+08 1.313E+09 2.49 23#hanger rod 108 Right side span 986.000 11.681 202.139 25.747 5.24E+08 1.313E+09 2.51 22#hanger rod 109 Right side span 1010.000 12.590 192.907 25.636 5.22E+08 1.313E+09 2.52 21#hanger rod 110 Right side span 1034.000 13.468 183.981 25.527 5.20E+08 1.313E+09 2.53 20#hanger rod 111 Right side span 1058.000 14.315 175.358 25.423 5.17E+08 1.313E+09 2.54 19#hanger rod 112 Right side span 1082.000 15.130 167.037 25.322 5.15E+08 1.313E+09 2.55 18#hanger rod 113 Right side span 1106.000 15.914 159.019 25.224 5.13E+08 1.313E+09 2.56 17#hanger rod 114 Right side span 1130.000 16.666 151.300 25.130 5.11E+08 1.313E+09 2.57 16#hanger rod 115 Right side span 1154.000 17.386 143.881 25.040 5.10E+08 1.313E+09 2.58 15#hanger rod 116 Right side span 1178.000 18.074 136.759 24.953 5.08E+08 1.313E+09 2.59 14#hanger rod 117 Right side span 1202.000 18.730 129.935 24.870 5.06E+08 1.313E+09 2.59 13#hanger rod 118 Right side span 1226.000 19.353 123.406 24.790 5.05E+08 1.313E+09 2.60 12#hanger rod 119 Right side span 1250.000 19.943 117.172 24.714 5.03E+08 1.313E+09 2.61 11#hanger rod 120 Right side span 1274.000 20.500 111.232 24.642 5.01E+08 1.313E+09 2.62 10#hanger rod 121 Right side span 1298.000 21.023 105.585 24.573 5.00E+08 1.313E+09 2.63 9#hanger rod 122 Right side span 1322.000 21.513 100.229 24.508 4.99E+08 1.313E+09 2.63 8#hanger rod 123 Right side span 1346.000 21.969 95.164 24.446 4.97E+08 1.313E+09 2.64 7#hanger rod 124 Right side span 1370.000 22.390 90.389 24.387 4.96E+08 1.313E+09 2.65 6#hanger rod 125 Right side span 1394.000 22.777 85.903 24.332 4.95E+08 1.313E+09 2.65 5#hanger rod 126 Right side span 1418.000 23.129 81.706 24.281 4.94E+08 1.313E+09 2.66 4#hanger rod 127 Right side span 1442.000 23.445 77.796 24.233 4.93E+08 1.313E+09 2.66 3#hanger rod 128 Right side span 1466.000 23.725 74.178 24.187 4.92E+08 1.313E+09 2.67 2#hanger rod 129 Right side span 1490.000 23.967 70.851 24.146 4.91E+08 1.313E+09 2.67 1#hanger rod 130 Theoretical 1517.000 24.198 67.450 27.120 4.91E+08 1.313E+09 2.68 vertex of right cable saddle for steering 131 Theoretical 1682.000 28.500 27.500 169.226 4.90E+08 1.313E+09 2.68 vertex of right loose cable saddle

    3) Force, Safety Factor and Unstressed Length of the Hanger Rod (Analytical Method)

    [0083] According to the designed suspension point coordinates of the main girder, the vertical component force of the hanger rod in the bridge complete state determined in Table 5, the coordinates of the upper end of the hanger rod and the material and cross-sectional size of the hanger rod are determined in Table 6 (the coordinates of the main cable), a component force in the transverse direction and a vertical component force at the lower end, the force, the safety factor and the unstressed length of the hanger rod in the bridge complete state can be calculated by the numerical analysis method, as shown in Table 7 (unstressed length is not shown).

    TABLE-US-00007 TABLE 7 Force and safety factor of the hanger rod in the bridge complete state Total force Transverse Vertical of safety component component hanger Breaking factor of force of force of rod in force hanger Number hanger rod hanger rod dead of rod in of Number in dead load in dead load load hanger dead hanger description of state state state rod load rod hanger rod kN kN kN kN state 1 Left side span 769.8 4511.0 4576.2 28947.4 6.33 1#hanger rod 2 Left side span 748.1 4511.0 4572.6 28947.4 6.33 2#hanger rod 3 Left side span 736.1 4511.0 4570.7 28947.4 6.33 3#hanger rod 4 Left side span 715.0 4433.3 4490.6 28947.4 6.45 4#hanger rod 5 Left side span 706.8 4421.8 4477.9 28947.4 6.46 5#hanger rod 6 Left side span 701.0 4435.1 4490.2 28947.4 6.45 6#hanger rod 7 Left side span 696.0 4443.3 4497.5 28947.4 6.44 7#hanger rod 8 Left side span 690.8 4452.6 4505.9 28947.4 6.42 8#hanger rod 9 Left side span 684.8 4461.7 4514.0 28947.4 6.41 9#hanger rod 10 Left side span 680.7 4470.9 4522.4 28947.4 6.40 10#hanger rod 11 Left side span 676.3 4480.0 4530.8 28947.4 6.39 11#hanger rod 12 Left side span 672.0 4489.2 4539.2 28947.4 6.38 12#hanger rod 13 Left side span 667.8 4498.3 4547.6 28947.4 6.37 13#hanger rod 14 Left side span 664.4 4507.6 4556.3 28947.4 6.35 14#hanger rod 15 Left side span 661.1 4516.7 4564.8 28947.4 6.34 15#hanger rod 16 Left side span 657.8 4525.9 4573.4 28947.4 6.33 16#hanger rod 17 Left side span 654.8 4535.1 4582.1 28947.4 6.32 17#hanger rod 18 Left side span 652.2 4544.3 4590.9 28947.4 6.31 18#hanger rod 19 Left side span 649.7 4553.6 4599.7 28947.4 6.29 19#hanger rod 20 Left side span 647.1 4562.9 4608.5 28947.4 6.28 20#hanger rod 21 Left side span 645.3 4572.0 4617.3 28947.4 6.27 21#hanger rod 22 Left side span 643.9 4582.8 4627.8 28947.4 6.26 22#hanger rod 23 Left side span 642.0 4585.4 4630.1 28947.4 6.25 23#hanger rod 24 Left side span 646.2 4628.2 4673.1 28947.4 6.19 24#hanger rod 25 Left side span 633.9 4548.8 4592.8 28947.4 6.30 25#hanger rod 26 Left side span 629.3 4548.8 4592.1 28947.4 6.30 26#hanger rod 27 Left side span 618.5 4548.8 4590.7 28947.4 6.31 27#hanger rod 28 Main span 614.6 4575.4 4616.5 28947.4 6.27 1#hanger rod 29 Main span 632.2 4575.4 4618.9 28947.4 6.27 2#hanger rod 30 Main span 639.2 4575.4 4619.8 28947.4 6.27 3#hanger rod 31 Main span 654.3 4669.0 4714.6 28947.4 6.14 4#hanger rod 32 Main span 652.0 4635.7 4681.3 28947.4 6.18 5#hanger rod 33 Main span 655.0 4642.3 4688.3 28947.4 6.17 6#hanger rod 34 Main span 658.0 4640.7 4687.1 28947.4 6.18 7#hanger rod 35 Main span 661.9 4640.8 4687.8 28947.4 6.18 8#hanger rod 36 Main span 666.4 4640.7 4688.3 28947.4 6.17 9#hanger rod 37 Main span 670.9 4640.6 4688.8 28947.4 6.17 10#hanger rod 38 Main span 676.1 4640.6 4689.6 28947.4 6.17 11#hanger rod 39 Main span 681.2 4640.5 4690.2 28947.4 6.17 12#hanger rod 40 Main span 687.1 4640.5 4691.1 28947.4 6.17 13#hanger rod 41 Main span 693.4 4640.5 4692.0 28947.4 6.17 14#hanger rod 42 Main span 699.8 4640.4 4692.9 28947.4 6.17 15#hanger rod 43 Main span 707.1 4640.4 4694.0 28947.4 6.17 16#hanger rod 44 Main span 714.8 4640.4 4695.1 28947.4 6.17 17#hanger rod 45 Main span 723.0 4640.4 4696.4 28947.4 6.16 18#hanger rod 46 Main span 732.2 4640.3 4697.7 28947.4 6.16 19#hanger rod 47 Main span 742.5 4640.3 4699.3 28947.4 6.16 20#hanger rod 48 Main span 753.3 4640.3 4701.0 28947.4 6.16 21#hanger rod 49 Main span 765.6 4640.3 4703.0 28947.4 6.16 22#hanger rod 50 Main span 779.6 4640.3 4705.3 28947.4 6.15 23#hanger rod 51 Main span 794.8 4640.3 4707.9 28947.4 6.15 24#hanger rod 52 Main span 813.1 4640.3 4711.0 28947.4 6.14 25#hanger rod 53 Main span 832.5 4640.2 4714.3 28947.4 6.14 26#hanger rod 54 Main span 857.5 4640.2 4718.8 28947.4 6.13 27#hanger rod 55 Main span 883.5 4640.2 4723.6 28947.4 6.13 28#hanger rod 56 Main span 916.3 4640.2 4729.8 28947.4 6.12 29#hanger rod 57 Main span 951.9 4640.2 4736.8 28947.4 6.11 30#hanger rod 58 Main span 991.2 4640.2 4744.9 28947.4 6.10 31#hanger rod 59 Main span 1029.2 4640.2 4753.0 28947.4 6.09 32#hanger rod 60 Main span 1057.6 4640.2 4759.2 28947.4 6.08 33#hanger rod 61 Main span 1074.0 4640.2 4762.9 28947.4 6.08 34#hanger rod 62 Main span 1057.6 4640.2 4759.2 28947.4 6.08 35#hanger rod 63 Main span 1029.2 4640.2 4753.0 28947.1 6.09 36#hanger rod 64 Main span 991.3 4640.2 4744.9 28947.4 6.10 37#hanger rod 65 Main span 952.1 4640.2 4736.9 28947.4 6.11 38#hanger rod 66 Main span 916.5 4640.2 4729.8 28947.1 6.12 39#hanger rod 67 Main span 883.8 4640.2 4723.6 28947.4 6.13 40#hanger rod 68 Main span 856.9 4640.2 4718.7 28947.4 6.13 41#hanger rod 69 Main span 832.0 4640.2 4714.2 28947.4 6.14 42#hanger rod 70 Main span 813.4 4640.3 4711.0 28947.4 6.14 43#hanger rod 71 Main span 795.0 4640.3 4707.9 28947.4 6.15 44#hanger rod 72 Main span 779.7 4640.3 4705.3 28947.4 6.15 45#hanger rod 73 Main span 765.7 4640.3 4703.1 28947.4 6.16 46#hanger rod 74 Main span 753.5 4640.3 4701.1 28947.4 6.16 47#hanger rod 75 Main span 742.6 4640.3 4699.3 28947.4 6.16 48#hanger rod 76 Main span 731.8 4640.3 4697.6 28947.4 6.16 49#hanger rod 77 Main span 722.6 4640.4 4696.3 28947.4 6.16 50#hanger rod 78 Main span 714.9 4640.4 4695.2 28947.4 6.17 51#hanger rod 79 Main span 707.3 4640.4 4694.0 28947.4 6.17 52#hanger rod 80 Main span 699.9 4640.4 4692.9 28947.4 6.17 53#hanger rod 81 Main span 693.5 4640.5 4692.0 28947.4 6.17 54#hanger rod 82 Main span 687.2 4640.5 4691.1 28947.4 6.17 55#hanger rod 83 Main span 681.2 4640.5 4690.2 28947.4 6.17 56#hanger rod 84 Main span 676.1 4640.6 4689.6 28947.4 6.17 57#hanger rod 85 Main span 670.8 4640.6 4688.8 28947.4 6.17 58#hanger rod 86 Main span 666.5 4640.7 4688.3 28947.4 6.17 59#hanger rod 87 Main span 661.9 4640.8 4687.8 28947.4 6.18 60#hanger rod 88 Main span 658.1 4640.7 4687.1 28947.4 6.18 61#hanger rod 89 Main span 655.1 4642.3 4688.3 28947.4 6.17 62#hanger rod 90 Main span 652.0 4635.7 4681.3 28947.4 6.18 63#hanger rod 91 Main span 654.3 4669.0 4714.6 28947.4 6.14 64#hanger rod 92 Main span 639.2 4575.4 4619.8 28947.4 6.27 65#hanger rod 93 Main span 632.1 4575.4 4618.9 28947.4 6.27 66#hanger rod 94 Main span 614.5 4575.4 4616.5 28947.4 6.27 67#hanger rod 95 Right side span 618.5 4548.8 4590.7 28947.4 6.31 27#hanger rod 96 Right side span 629.2 4548.8 4592.1 28947.4 6.30 26#hanger rod 97 Right side span 633.9 4548.8 4592.8 28947.4 6.30 25#hanger rod 98 Right side span 646.1 4628.2 4673.1 28947.4 6.19 24#hanger rod 99 Right side span 642.0 4585.4 4630.1 28947.4 6.25 23#hanger rod 100 Right side span 643.9 4582.8 4627.8 28947.4 6.26 22#hanger rod 101 Right side span 645.3 4572.0 4617.3 28947.4 6.27 21#hanger rod 102 Right side span 647.1 4562.9 4608.5 28947.4 6.28 20#hanger rod 103 Right side span 649.7 4553.6 4599.7 28947.4 6.29 19#hanger rod 104 Right side span 652.2 4544.3 4590.9 28947.4 6.31 18#hanger rod 105 Right side span 654.8 4535.1 4582.1 28947.4 6.32 17#hanger rod 106 Right side span 657.8 4525.9 4573.5 28947.4 6.33 16#hanger rod 107 Right side span 661.1 4516.7 4564.8 28947.4 6.34 15#hanger rod 108 Right side span 664.4 4507.6 4556.3 28947.4 6.35 14#hanger rod 109 Right side span 667.8 4498.3 4547.6 28947.4 6.37 13#hanger rod 110 Right side span 672.1 4489.2 4539.2 28947.4 6.38 12#hanger rod 111 Right side span 676.3 4480.0 4530.8 28947.4 6.39 11#hanger rod 112 Right side span 680.7 4470.9 4522.4 28947.4 6.40 10#hanger rod 113 Right side span 684.8 4461.7 4514.0 28947.4 6.41 9#hanger rod 114 Right side span 690.8 4452.6 4505.9 28947.4 6.42 8#hanger rod 115 Right side span 696.0 4443.3 4497.5 28947.4 6.44 7#hanger rod 116 Right side span 701.0 4435.1 4490.2 28947.4 6.45 6#hanger rod 117 Right side span 706.8 4421.8 4477.9 28947.4 6.46 5#hanger rod 118 Right side span 715.1 4433.3 4490.6 28947.4 6.45 4#hanger rod 119 Right side span 736.1 4511.0 4570.7 28947.4 6.33 3#hanger rod 120 Right side span 748.1 4511.0 4572.6 28947.4 6.33 2#hanger rod 121 Right side span 769.9 4511.0 4576.2 28947.4 6.33 1#hanger rod

    4) Replication of Bridge Complete State Through Full Bridge Model

    [0084] The main girder and main tower are divided into a beam element, the main cable is divided into a cable element (the unstressed length of each cable section is known), and the hanger rod is configured as the cable element (the unstressed length of the hanger rod is known). A geometric nonlinear finite element model of the full bridge that considers large displacement and stress stiffening effects is established using node positions in the bridge complete state, the corresponding cross-sectional characteristics of the elements, the dead load, and the second-stage dead load (the ANSYS model of full bridge is shown in FIG. 15), so as to obtain displacement results. A maximum longitudinal displacement of the whole bridge is 0.0165 m, which is located at the top of the tower. A maximum transverse displacement of the whole bridge is 0.058 m, which occurs in the main cable at a quarter of the main span. A maximum vertical displacement of the whole bridge is 0.051 m, which occurs in the main cable and main girder at the mid-span. This shows that the finite element simulated three-dimensional displacements of the whole bridge under dead-load are less than 6 cm, indicating that the resulting geometric position of the space main cable ground-anchored suspension bridge with a main span of 1658 m has a deviation of no more than 6 cm from the design. Such finite element model can be used to simulate a construction process.

    1.1.4 Empty Cable State and Saddle Pre-Offset

    [0085] On the basis of the finite element model of the bridge complete state, (after considering the geometric nonlinear analysis of large displacement and stress stiffening), the main girder, hanger rod (and the second-stage dead load thereon), and the clip load on the main cable are removed. A saddle top of the main cable is pushed to the top of the main tower, such that an offset is basically 0, so as to obtain the empty cable state and the pre-offset of the main cable saddle. The obtained pre-offset of the empty cable saddle is 220 cm. Compared with the completed bridge, the empty cable has a displacement in the mid-span along the transverse direction of 24.235 m and a mid-span lift of 15.727 m.

    1.2 Comparison of Stiffening Girder Erection Technical Solution without Temporary Pushing (Pulling) of the Main Cable
    1.2.1 Technical Solution for First Installing Girder Section at the Mid-Span without Temporary Pushing (Pulling) of the Main Cable

    [0086] When the cable is empty, a distance between two main cables in the transverse direction of the main span is 10 m, that is, a distance between the two main cables in the transverse direction is only 5 m from the center line in the longitudinal direction. A designed unstressed length of the hanger rod in the girder section at the main span is only 3.8466 m. A distance between the hanger rod on both sides of the stiffening girder in the transverse direction is 60.21 m. When the girder section at the mid-span is installed first, and no measures are taken to temporarily push (pull) the main cable laterally, even if the girder section at the mid-span is lifted until its top surface is flush with the bottom of the main cable, and a distance between the anchor point of the lower end of the hanger rod (on the girder section) on one side of the girder section at the mid-span and the anchor point of the upper end of the hanger rod (on the main cable) is the unstressed length of the hanger rod, it is impossible to make the distance between the anchor point of the lower end of the hanger rod (on the girder section) on the other side of the girder section at the mid-span and the anchor point of the upper end of the hanger rod (on the main cable) less than or equal to the unstressed length of the hanger rod. Therefore, the technical solution for first installing girder section at mid-span without temporary pushing (pulling) of the main cable is not valid.

    1.2.2 Technical Solution for Installing the Stiffening Girder Section by Section from the Main Tower to the Mid-Span without Temporary Pushing (Pulling) of the Main Cable

    [0087] A finite element simulation calculation is performed on an entire process of hoisting the main girder from the main tower to both sides without cross braces for the main cable at the main span (that is, without using temporary cross braces to prop up the main cable first). A vertical displacement of the main cable in the main span, a deflection of a tower top and a stress of a tower root are shown in Table 8 and FIGS. 16-18. An angle between a line connecting the upper and lower suspension points of the hanger rod and a horizontal line in the transverse direction during the entire process of each hanger rod at the main span from to be installed to the completion of hoisting is obtained, as shown in Table 9.

    TABLE-US-00008 TABLE 8 Vertical displacement of the main cable at the mid-span during an entire process of hoisting the main girder from the main tower to both sides Stress Stress Vertical on side on main displacement Deviation span of span of Construction of main of left tower tower phase cable at mid- tower top root root number Construction content span (m) (m) (Mpa) (Mpa) 1 Installing clip and hanger 16.494 0.098 4.82 6.03 rod 2 Hoisting girder section 16.871 0.044 4.62 6.38 corresponding to main span 1#, 67#hanger rod 3 Hoisting girder section 17.469 0.041 4.29 6.84 corresponding to main span 2#, 66#hanger rod 4 Pushing the main cable 17.301 0.207 5.48 5.66 saddle for the first time (with a pushing amount of 30 cm) 5 Hoisting girder section 18.060 0.101 5.07 6.21 corresponding to main span 3#, 65#hanger rod 6 Hoisting girder section 18.940 0.026 4.58 6.84 corresponding to main span 4#, 64#hanger rod 7 Pushing the main cable 18.788 0.225 5.78 5.65 saddle for the second time (with a pushing amount of 30 cm) 8 Hoisting girder section 19.730 0.086 5.24 6.32 corresponding to main span 5#, 63#hanger rod 9 Hoisting girder section 20.692 0.066 4.65 7.06 corresponding to main span 6#, 62#hanger rod 10 Pushing the main cable 20.559 0.190 5.89 5.83 saddle for the third time (with a pushing amount of 30 cm) 11 Hoisting girder section 21.507 0.030 5.27 6.59 corresponding to main span 7#, 61#hanger rod 12 Hoisting girder section 22.392 0.137 4.64 7.38 corresponding to main span 8#, 60#hanger rod 13 Hoisting girder section 23.173 0.306 4.00 8.18 corresponding to main span 9#, 59#hanger rod 14 Pushing the main cable 22.932 0.306 6.96 5.23 saddle for the fourth time (with a pushing amount of 70 cm) 15 Hoisting girder section 23.601 0.139 6.35 6.01 corresponding to main span 10#, 58#hanger rod 16 Hoisting girder section 24.112 0.027 5.74 6.79 corresponding to main span 11#, 57#hanger rod 17 Hoisting girder section 24.449 0.191 5.14 7.55 corresponding to main span 12#, 56#hanger rod 18 Pushing the main cable 24.344 0.167 6.89 5.82 saddle for the fifth time (with a pushing amount of 40 cm) 19 Hoisting girder section 24.502 0.010 6.33 6.55 corresponding to main span 13#, 55#hanger rod 20 Hoisting girder section 24.469 0.143 5.80 7.26 corresponding to main span 14#, 54#hanger rod 21 Pushing the main cable 24.427 0.029 6.64 6.42 saddle for the sixth time (with a pushing amount of 20 cm) 22 Hoisting girder section 24.206 0.118 6.14 7.10 corresponding to main span 15#, 53#hanger rod 23 Hoisting girder section 23.999 0.196 5.98 7.57 corresponding to left side span 27#, main span 16#, 52#, right side span 27#hanger rod 24 Hoisting girder section 24.318 0.095 6.45 7.23 corresponding to left side span 26#, right side span 26#hanger rod 25 Hoisting girder section 24.739 0.037 7.03 6.76 corresponding to left side span 25#, right side span 25#hanger rod 26 Hoisting girder section 25.269 0.201 7.74 6.15 corresponding to left side span 24#, right side span 24#hanger rod 27 Hoisting girder section 25.154 0.214 7.93 6.25 corresponding to left side span 23#, main span 17#, 51#, right side span 23#hanger rod 28 Hoisting girder section 24.880 0.236 8.15 6.31 corresponding to left side span 22#, main span 18#, 50#, right side span 22#hanger rod 29 Hoisting girder section 24.457 0.265 8.40 6.34 corresponding to left side span 21#, main span 19#, 49#, right side span 21#hanger rod 30 Hoisting girder section 23.861 0.294 8.65 6.38 corresponding to left side span 20#, main span 20#, 48#, right side span 20#hanger rod 31 Hoisting girder section 23.108 0.322 8.89 6.41 corresponding to left side span 19#, main span 21#, 47#, right side span 19#hanger rod 32 Hoisting girder section 22.201 0.347 9.12 6.46 corresponding to left side span 18#, main span 22#, 46#, right side span 18#hanger rod 33 Hoisting girder section 21.145 0.367 9.33 6.52 corresponding to left side span 17#, main span 23#, 45#, right side span 17#hanger rod 34 Hoisting girder section 19.976 0.384 9.52 6.60 corresponding to left side span 16#, main span 24#, 44#, right side span 16#hanger rod 35 Hoisting girder section 18.636 0.390 9.67 6.72 corresponding to left side span 15#, main span 25#, 43#, right side span 15#hanger rod 36 Hoisting girder section 17.166 0.387 9.79 6.87 corresponding to left side span 14#, main span 26#, 42#, right side span 14#hanger rod 37 Hoisting girder section 15.562 0.374 9.86 7.05 corresponding to left side span 13#, main span 27#, 41#, right side span 13#hanger rod 38 Hoisting girder section 13.835 0.352 9.90 7.28 corresponding to left side span 12#, main span 28#, 40#, right side span 12#hanger rod 39 Hoisting girder section 12.038 0.323 9.91 7.51 corresponding to left side span 11#, main span 29#, 39#, right side span 11#hanger rod 40 Hoisting girder section 10.071 0.279 9.86 7.81 corresponding to left side span 10#, main span 30#, 38#, right side span 10#hanger rod 41 Hoisting girder section 7.991 0.223 9.77 8.14 corresponding to left side span 9#, main span 31#, 37#, right side span 9#hanger rod 42 Hoisting girder section 5.801 0.156 9.64 8.52 corresponding to left side span 8#, main span 32#, 36#, right side span 8#hanger rod 43 Hoisting girder section 3.511 0.077 9.46 8.93 corresponding to left side span 7#, main span 33#, 35#, right side span 7#hanger rod 44 Hoisting girder section 2.509 0.085 9.56 8.96 corresponding to left side span 6#, main span 34#, right side span 6#hanger rod 45 Hoisting girder section 2.829 0.177 9.91 8.64 corresponding to left side span 5#, right side span 5#hanger rod 46 Hoisting girder section 3.099 0.254 10.20 8.37 corresponding to left side span 4#, right side span 4#hanger rod 47 Hoisting girder section 3.315 0.315 10.44 8.15 corresponding to left side span 3#, right side span 3#hanger rod 48 Hoisting girder section 3.466 0.358 10.60 8.00 corresponding to left side span 2#, right side span 2#hanger rod 49 Hoisting girder section 3.644 0.410 10.79 7.82 corresponding to left side span 1#, right side span 1#hanger rod

    TABLE-US-00009 TABLE 9 Angle between a line connecting the upper and lower suspension points of the hanger rod and a horizontal line in the transverse direction during the entire process of each hanger rod at the main span from to be installed to the completion of hoisting Construction on phase number 4 Pushing 7 the Pushing 3 main 5 the main 8 2 Hoisting cable Hoisting 6 cable Hoisting 9 Hoisting girder saddle girder Hoisting saddle girder Hoisting girder section for the section girder for the section girder section corresponding first corresponding section second corresponding section 1 corresponding to time to corresponding time to corresponding Installing to main main (with a main to main (with a main to main clip span span pushing span span pushing span span and 1#, 2#, amount 3#, 4#, amount 5#, 6#, Construction hanger 67#hanger 66#hanger of 30 65#hanger 64#hanger of 30 63#hanger 62#hanger content rod rod rod cm) rod rod cm) rod rod 1# 81.7 81.8 81.8 81.8 81.9 81.9 81.9 82.0 82.0 2# 81.2 81.3 81.3 81.4 81.5 81.5 81.6 81.7 3# 80.8 80.9 81.1 81.1 81.2 81.3 4# 80.3 80.5 80.5 80.7 80.8 5# 79.8 80.1 80.3 6# 79.4 79.7 7# 8# 9# 10# 11# 12# 13# 14# 15# 16# 17# 18# 19# 20# 21# 22# 23# 24# 25# 26# 27# 28# 29# 30# 31# 32# 33# 34# 35# 36# 37# 38# 39# 40# 41# 42# 43# 44# 45# 46# 47# 48# 49# 50# 51# 52# 53# 54# 55# 56# 57# 58# 59# 60# 61# 62# 79.4 79.7 63# 79.9 80.1 80.3 64# 80.3 80.5 80.5 80.7 80.9 65# 80.8 80.9 81.1 81.1 81.2 81.3 66# 81.3 81.4 81.4 81.5 81.5 81.5 81.6 81.7 67# 81.7 81.8 81.8 81.8 81.9 81.9 81.9 82.0 82.0

    TABLE-US-00010 TABLE 9 Angle between the line connecting the upper and lower suspension points of the hanger rod and the horizontal line in the transverse direction during the entire process of each hanger rod at the main span from to be installed to the completion of hoisting (continued-1) Construction phase number 10 14 Pushing Pushing 18 the 12 13 the Pushing main 11 Hoisting Hoisting main 15 16 17 the main cable Hoisting girder girder cable Hoisting Hoisting Hoisting cable saddle girder section section saddle girder girder girder saddle for the section corresponding corresponding for the section section section for the third corresponding to to fourth corresponding corresponding corresponding fifth time to main main time to to to time (with a main span span (with a main main main (with a pushing span 8#, 9#, pushing span span span pushing amount 7#, 60#h 59#h amount 10#, 11#, 12#, amount Construction of 30 61#hanger anger anger of 70 58#hanger 57#hanger 56#hanger of 40 content cm) rod rod rod cm) rod rod rod cm) 1# 82.0 82.0 82.1 82.1 82.1 82.1 82.2 82.2 82.2 2# 81.7 81.8 81.8 81.9 81.9 81.9 82.0 82.0 82.0 3# 81.3 81.4 81.5 81.6 81.6 81.7 81.8 81.8 81.8 4# 80.8 81.0 81.1 81.3 81.3 81.4 81.5 81.6 81.6 5# 80.3 80.5 80.7 80.9 80.9 81.0 81.2 81.3 81.3 6# 79.7 79.9 80.2 80.4 80.4 80.6 80.8 81.0 81.0 7# 78.9 79.2 79.5 79.8 79.8 80.1 80.4 80.6 80.6 8# 78.4 78.8 79.2 79.2 79.5 79.8 80.1 80.1 9# 77.9 78.4 78.4 78.8 79.2 79.5 79.5 10# 77.4 77.9 78.4 78.9 78.9 11# 76.9 77.5 78.0 78.1 12# 76.4 77.1 77.1 13# 75.8 14# 15# 16# 17# 18# 19# 20# 21# 22# 23# 24# 25# 26# 27# 28# 29# 30# 31# 32# 33# 34# 35# 36# 37# 38# 39# 40# 41# 42# 43# 44# 45# 46# 47# 48# 49# 50# 51# 52# 53# 54# 55# 75.9 56# 76.4 77.1 77.1 57# 76.9 77.5 78.1 78.1 58# 77.4 78.0 78.5 78.9 78.9 59# 77.9 78.4 78.4 78.8 79.2 79.6 79.6 60# 78.4 78.8 79.2 79.2 79.5 79.8 80.1 80.1 61# 78.9 79.3 79.6 79.9 79.9 80.1 80.4 80.6 80.6 62# 79.7 80.0 80.2 80.4 80.4 80.6 80.8 81.0 81.0 63# 80.3 80.5 80.7 80.9 80.9 81.0 81.2 81.3 81.3 64# 80.9 81.0 81.2 81.3 81.3 81.4 81.5 81.6 81.6 65# 81.3 81.4 81.5 81.6 81.6 81.7 81.8 81.8 81.8 66# 81.7 81.8 81.8 81.9 81.9 81.9 82.0 82.0 82.0 67# 82.0 82.1 82.1 82.1 82.1 82.2 82.2 82.2 82.2

    TABLE-US-00011 TABLE 9 Angle between the line connecting the upper and lower suspension points of the hanger rod and the horizontal line in the transverse direction during the entire process of each hanger rod at the main span from to be installed to the completion of hoisting (continued-2) Construction phase number 27 23 Hoisting Hoisting girder girder section section 24 25 26 corres- 21 corres- Hoisting Hoisting Hoisting ponding Pushing ponding girder girder girder to 19 20 the 22 to section section section left side Hoisting Hoisting main Hoisting left side corres- corres- corres- span girder girder cable girder span ponding ponding ponding 23#, section section saddle section 27#, to left to left to left main corre- corres- for the corres- main side side side span sponding ponding sixth ponding span span span span 17# to to time to 16#, 26#, 25#, 24#, 51#, main main (with a main 52#, right right right right span span pushing span right side side side side 13#, 14#, amount 15#, side span span span span span Construction 55#hanger 54#hanger of 20 53#hanger 27#hanger 26#hanger 25#hanger 24#hanger 23#hanger content rod rod cm) rod rod rod rod rod rod 1# 82.2 82.2 82.2 82.3 82.3 82.3 82.3 82.3 82.3 2# 82.1 82.1 82.1 82.1 82.2 82.2 82.2 82.2 82.2 3# 81.9 81.9 81.9 82.0 82.0 82.0 82.0 82.0 82.1 4# 81.7 81.8 81.8 81.8 81.9 81.9 81.9 81.9 81.9 5# 81.4 81.5 81.5 81.6 81.7 81.7 81.7 81.7 81.8 6# 81.1 81.3 81.3 81.4 81.5 81.5 81.5 81.5 81.6 7# 80.8 81.0 81.0 81.1 81.3 81.3 81.3 81.2 81.4 8# 80.4 80.6 80.6 80.8 81.0 81.0 81.0 81.0 81.1 9# 79.9 80.1 80.1 80.4 80.6 80.6 80.6 80.6 80.8 10# 79.3 79.6 79.6 79.9 80.2 80.2 80.2 80.2 80.5 11# 78.5 79.0 79.0 79.4 79.8 79.7 79.7 79.7 80.0 12# 77.7 78.2 78.2 78.7 79.2 79.2 79.1 79.1 79.5 13# 76.6 77.3 77.3 77.9 78.5 78.4 78.4 78.4 78.9 14# 75.3 76. 76.1 76.9 77.6 77.6 77.6 77.5 78.1 15# 74.7 75.7 76.5 76.5 76.5 76.5 77.2 16# 74.1 75.2 75.1 75.1 75.1 76.0 17# 73.4 74.6 18# 72.7 19# 20# 21# 22# 23# 24# 25# 26# 27# 28# 29# 30# 31# 32# 33# 34# 35# 36# 37# 38# 39# 40# 41# 42# 43# 44# 45# 46# 47# 48# 49# 50# 72.7 51# 73.4 74.6 52# 74.1 75.2 75.2 75.1 75.1 76.0 53# 74.7 75.7 76.5 76.5 76.5 76.5 77.2 54# 75.3 76.2 76.2 76.9 77.6 77.6 77.6 77.6 78.2 55# 76.6 77.3 77.3 77.9 78.5 78.5 78.4 78.4 78.9 56# 77.7 78.2 78.2 78.7 79.2 79.2 79.2 79.1 79.5 57# 78.6 79.0 79.0 79.4 79.8 79.8 79.7 79.7 80.0 58# 79.3 79.6 79.6 80.0 80.3 80.2 80.2 80.2 80.5 59# 79.9 80.2 80.2 80.4 80.7 80.6 80.6 80.6 80.8 60# 80.4 80.6 80.6 80.8 81.0 81.0 81.0 81.0 81.1 61# 80.8 81.0 81.0 81.1 81.3 81.3 81.3 81.3 81.4 62# 81.1 81.3 81.3 81.4 81.5 81.5 81.5 81.5 81.6 63# 81.4 81.5 81.5 81.6 81.7 81.7 81.7 81.7 81.8 64# 81.7 81.8 81.8 81.8 81.9 81.9 81.9 81.9 81.9 65# 81.9 82.0 82.0 82.0 82.1 82.0 82.0 82.0 82.1 66# 82.1 82.1 82.1 82.1 82.2 82.2 82.2 82.2 82.2 67# 82.2 82.3 82.3 82.3 82.3 82.3 82.3 82.3 82.3

    TABLE-US-00012 TABLE 9 Angle between the line connecting the upper and lower suspension points of the hanger rod and the horizontal line in the transverse direction during the entire process of each hanger rod at the main span from to be installed to the completion of hoisting (continued-3) Construction phase number 30 36 29 Hoisting 31 32 33 34 35 Hoisting 28 Hoisting girder Hoisting Hoisting Hoisting Hoisting Hoisting girder Hoisting girder section girder girder girder girder girder section girder section corre- section section section section section corre- section corre- sponding corre- corre- corre- corre- corre- sponding corre- sponding to sponding sponding sponding sponding sponding to sponding to left left to left to left to left to left to left left to left side side side side side side side side side span span span span span span span span span 21#, 20#, 19#, 18#, 17#, 16#, 15#, 14#, 22#, main main main main main main main main main span span span span span span span span span 19#, 20#, 21#, 22#, 23#, 24#, 25#, 26#, 18#, 49#, 48#, 47#, 46#, 45#, 44#, 43#, 42#, 50#, right right right right right right right right right side side side side side side side side side span 21#hanger span span span span span span Construction span 22#hanger 20#hanger 19#hanger 18#hanger 17#hanger 16#hanger 15#hanger 14#hanger content rod rod rod rod rod rod rod rod rod 1# 82.3 82.3 82.3 82.3 82.3 82.3 82.3 82.3 82.4 2# 82.2 82.2 82.2 82.3 82.3 82.3 82.3 82.3 82.3 3# 82.1 82.1 82.2 82.2 82.2 82.2 82.2 82.2 82.2 4# 82.0 82.0 82.1 82.1 82.1 82.1 82.2 82.2 82.2 5# 81.8 81.9 81.9 82.0 82.0 82.1 82.1 82.1 82.1 6# 81.7 81.7 81.8 81.9 81.9 82.0 82.0 82.0 82.1 7# 81.5 81.6 81.7 81.7 81.8 81.9 81.9 81.9 82.0 8# 81.3 81.4 81.5 81.6 81.7 81.7 81.8 81.8 81.9 9# 81.0 81.1 81.3 81.4 81.5 81.6 81.7 81.7 81.8 10# 80.7 80.9 81.0 81.2 81.3 81.4 81.5 81.6 81.7 11# 80.3 80.6 80.8 81.0 81.1 81.3 81.4 81.5 81.6 12# 79.9 80.2 80.4 80.7 80.9 81.1 81.2 81.3 81.4 13# 79.3 79.7 80.0 80.3 80.6 80.8 81.0 81.1 81.3 14# 78.7 79.1 79.5 79.9 80.2 80.5 80.7 80.9 81.1 15# 77.9 78.4 78.9 79.4 79.8 80.1 80.4 80.7 80.9 16# 76.9 77.6 78.2 78.8 79.3 79.7 80.1 80.4 80.6 17# 75.6 76.5 77.3 78.0 78.6 79.2 79.6 80.0 80.3 18# 74.0 75.1 76.2 77.1 77.8 78.5 79.1 79.6 80.0 19# 72.0 73.4 74.7 75.8 76.8 77.7 78.4 79.0 79.5 20# 71.2 72.8 74.3 75.5 76.6 77.5 78.3 79.0 21# 70.3 72.2 73.8 75.2 76.4 77.4 78.2 22# 69.5 71.6 73.4 74.9 76.3 77.3 23# 68.6 71.0 73.0 74.7 76.1 24# 67.6 70.4 72.7 74.5 25# 66.6 69.8 72.4 26# 65.7 69.3 27# 64.8 28# 29# 30# 31# 32# 33# 34# 35# 36# 37# 38# 39# 40# 41# 64.8 42# 65.7 69.3 43# 66.6 69.8 72.4 44# 67.6 70.4 72.7 74.6 45# 68.6 71.0 73.0 74.7 76.2 46# 69.5 71.6 73.4 75.0 76.3 77.3 47# 70.4 72.2 73.9 75.2 76.4 77.4 78.3 48# 71.2 72.8 74.3 75.5 76.6 77.5 78.3 79.0 49# 72.0 73.4 74.7 75.9 76.8 77.7 78.4 79.0 79.5 50# 74.0 75.2 76.2 77.1 77.8 78.5 79.1 79.6 80.0 51# 75.6 76.5 77.3 78.0 78.6 79.2 79.6 80.0 80.3 52# 76.9 77.6 78.2 78.8 79.3 79.7 80.1 80.4 80.6 53# 77.9 78.4 79.0 79.4 79.8 80.2 80.4 80.7 80.9 54# 78.7 79.1 79.6 79.9 80.2 80.5 80.7 80.9 81.1 55# 79.3 79.7 80.0 80.3 80.6 80.8 81.0 81.2 81.3 56# 79.9 80.2 80.4 80.7 80.9 81.1 81.2 81.3 81.4 57# 80.3 80.6 80.8 81.0 81.1 81.3 81.4 81.5 81.6 58# 80.7 80.9 81.1 81.2 81.3 81.5 81.6 81.6 81.7 59# 81.0 81.2 81.3 81.4 81.5 81.6 81.7 81.8 81.8 60# 81.3 81.4 81.5 81.6 81.7 81.8 81.8 81.9 81.9 61# 81.5 81.6 81.7 81.8 81.8 81.9 81.9 82.0 82.0 62# 81.7 81.8 81.8 81.9 81.9 82.0 82.0 82.0 82.1 63# 81.9 81.9 82.0 82.0 82.0 82.1 82.1 82.1 82.1 64# 82.0 82.0 82.1 82.1 82.1 82.2 82.2 82.2 82.2 65# 82.1 82.1 82.2 82.2 82.2 82.2 82.2 82.2 82.3 66# 82.2 82.2 82.3 82.3 82.3 82.3 82.3 82.3 82.3 67# 82.3 82.3 82.3 82.3 82.3 82.3 82.3 82.4 82.4

    TABLE-US-00013 TABLE 9 Angle between the line connecting the upper and lower suspension points of the hanger rod and the horizontal line in the transverse direction during the entire process of each hanger rod at the main span from to be installed to the completion of hoisting (continued-4) Construction phase number 41 42 37 38 39 40 Hoisting Hoisting 43 44 Hoisting Hoisting Hoisting Hoisting girder girder Hoisting Hoisting girder girder girder girder section section girder girder section section section section corre- corre- section section 45 corre- corre- corre- corre- sponding sponding corre- corre- Hoisting sponding sponding sponding sponding to to sponding sponding girder to left to left to left to left left left to left to section side side side side side side side left corre- span span span span span span span side sponding 13#, 12#, 11#, 10#, 9#, 8#, 7#, span to main main main main main main main 6#, left span span span span span span span main side 27#, 28#, 29#, 30#, 31#, 32#, 33#, span span 41#, 40#, 39#, 38#, 37#, 36#, 35#, 34#, 5#, right right right right right right right right right side side side side side side side side side span span span span span span span span span Construction 13#hanger 12#hanger 11#hanger 10#hanger 9#hanger 8#hanger 7#hanger 6#hanger 5#hanger content rod rod rod rod rod rod rod rod rod 1# 82.4 82.4 82.4 82.3 82.3 82.3 82.3 82.3 82.3 2# 82.3 82.3 82.3 82.3 82.3 82.3 82.3 82.3 82.3 3# 82.3 82.3 82.3 82.2 82.2 82.2 82.2 82.2 82.2 4# 82.2 82.2 82.2 82.2 82.2 82.2 82.2 82.2 82.2 5# 82.1 82.1 82.1 82.1 82.1 82.1 82.1 82.1 82.1 6# 82.1 82.1 82.1 82.1 82.1 82.1 82.0 82.0 82.0 7# 82.0 82.0 82.0 82.0 82.0 82.0 82.0 82.0 82.0 8# 81.9 81.9 81.9 81.9 81.9 81.9 81.9 81.9 81.9 9# 81.8 81.9 81.9 81.9 81.9 81.8 81.8 81.8 81.8 10# 81.7 81.8 81.8 81.8 81.8 81.8 81.7 81.7 81.7 11# 81.6 81.7 81.7 81.7 81.7 81.7 81.6 81.6 81.6 12# 81.5 81.6 81.6 81.6 81.6 81.6 81.6 81.5 81.5 13# 81.4 81.4 81.5 81.5 81.5 81.5 81.5 81.4 81.4 14# 81.2 81.3 81.4 81.4 81.4 81.4 81.4 81.3 81.3 15# 81.0 81.2 81.2 81.3 81.3 81.3 81.2 81.2 81.2 16# 80.8 81.0 81.1 81.1 81.2 81.2 81.1 81.1 81.1 17# 80.6 80.8 80.9 81.0 81.0 81.0 81.0 81.0 81.0 18# 80.3 80.5 80.7 80.8 80.9 80.9 80.9 80.8 80.8 19# 79.9 80.2 80.5 80.6 80.7 80.7 80.7 80.7 80.7 20# 79.5 79.9 80.2 80.4 80.5 80.5 80.5 80.5 80.5 21# 78.9 79.4 79.8 80.1 80.3 80.3 80.3 80.3 80.3 22# 78.2 78.9 79.4 79.8 80.0 80.1 80.1 80.1 80.1 23# 77.3 78.2 78.9 79.4 79.7 79.8 79.9 79.9 79.9 24# 76.1 77.3 78.2 78.8 79.3 79.5 79.6 79.6 79.6 25# 74.4 76.1 77.3 78.2 78.8 79.1 79.3 79.3 79.3 26# 72.1 74.4 76.1 77.3 78.2 78.7 78.9 79.0 79.0 27# 68.9 72.0 74.4 76.1 77.3 78.1 78.5 78.6 78.6 28# 64.1 68.7 72.0 74.5 76.3 77.3 78.0 78.1 78.1 29# 63.6 68.6 72.3 74.8 76.4 77.3 77.6 77.6 30# 63.5 69.0 72.7 75.1 76.6 77.0 76.9 31# 64.4 69.9 73.5 75.7 76.3 76.3 32# 66.2 71.5 74.7 75.7 75.6 33# 69.2 73.8 75.2 75.1 34# 73.1 75.0 74.9 35# 69.2 73.8 75.2 75.1 36# 66.2 71.5 74.7 75.7 75.6 37# 64.4 69.9 73.5 75.7 76.3 76.3 38# 63.5 69.0 72.7 75.1 76.6 77.0 76.9 39# 63.6 68.6 72.3 74.8 76.4 77.3 77.6 77.6 40# 64.1 68.7 72.0 74.5 76.3 77.4 78.0 78.1 78.1 41# 68.9 72.0 74.4 76.1 77.3 78.1 78.5 78.6 78.6 42# 72.2 74.4 76.1 77.3 78.2 78.7 78.9 79.0 79.0 43# 74.4 76.1 77.3 78.2 78.8 79. 79.3 79.3 79.3 44# 76.1 77.3 78.2 78.8 79.3 79.5 79.6 79.6 79.6 45# 77.3 78.2 78.9 79.4 79.7 79.8 79.9 79.9 79.9 45# 78.2 78.9 79.4 79.8 80.0 80.1 80.1 80.1 80.1 46# 78.9 79.5 79.8 80.1 80.3 80.3 80.4 80.3 80.3 47# 79.5 79.9 80.2 80.4 80.5 80.6 80.5 80.5 80.5 48# 79.9 80.2 80.5 80.6 80.7 80.7 80.7 80.7 80.7 49# 80.3 80.5 80.7 80.8 80.9 80.9 80.9 80.8 80.8 50# 80.6 80.8 80.9 81.0 81.0 81.0 81.0 81.0 81.0 51# 80.8 81.0 81.1 81.2 81.2 81.2 81.1 81.1 81.1 52# 81.0 81.2 81.2 81.3 81.3 81.3 81.3 81.2 81.2 53# 81.2 81.3 81.4 81.4 81.4 81.4 81.4 81.3 81.3 54# 81.4 81.5 81.5 81.5 81.5 81.5 81.5 81.4 81.4 55# 81.5 81.6 81.6 81.6 81.6 81.6 81.6 81.5 81.5 56# 81.6 81.7 81.7 81.7 81.7 81.7 81.7 81.6 81.6 57# 81.7 81.8 81.8 81.8 81.8 81.8 81.7 81.7 81.7 58# 81.8 81.9 81.9 81.9 81.9 81.8 81.8 81.8 81.8 59# 81.9 81.9 81.9 81.9 81.9 81.9 81.9 81.9 81.9 60# 82.0 82.0 82.0 82.0 82.0 82.0 82.0 82.0 82.0 61# 82.1 82.1 82.1 82.1 82.1 82.1 82.0 82.0 82.0 62# 82.1 82.1 82.1 82.1 82.1 82.1 82.1 82.1 82.1 63# 82.2 82.2 82.2 82.2 82.2 82.2 82.2 82.2 82.2 64# 82.3 82.3 82.3 82.3 82.3 82.2 82.2 82.2 82.2 65# 82.3 82.3 82.3 82.3 82.3 82.3 82.3 82.3 82.3 66# 82.4 82.4 82.4 82.4 82.4 82.3 82.3 82.3 82.3 (The bold items in the tables indicate a value of a to-be-installed hanger rod)

    TABLE-US-00014 TABLE 9 Angle between the line connecting the upper and lower suspension points of the hanger rod and the horizontal line in the transverse direction during the entire process of each hanger rod at the main span from to be installed to the completion of hoisting (continued-5) Construction phase number 46 47 48 49 Hoisting Hoisting Hoisting Hoisting girder section girder section girder section girder section corresponding corresponding corresponding corresponding to left side to left side to left side to left side span 4#, right span 3#, right span 2#, right span 1#, right Construction side span side span side span side span content 4#hanger rod 3#hanger rod 2#hanger rod 1 #hanger rod 1# 82.3 82.3 82.3 82.3 2# 82.3 82.3 82.3 82.3 3# 82.2 82.2 82.2 82.2 4# 82.2 82.2 82.2 82.2 5# 82.1 82.1 82.1 82.1 6# 82.0 82.0 82.0 82.0 7# 82.0 81.9 81.9 81.9 8# 81.9 81.9 81.9 81.9 9# 81.8 81.8 81.8 81.8 10# 81.7 81.7 81.7 81.7 11# 81.6 81.6 81.6 81.6 12# 81.5 81.5 81.5 81.5 13# 81.4 81.4 81.4 81.4 14# 81.3 81.3 81.3 81.3 15# 81.2 81.2 81.2 81.2 16# 81.1 81.1 81.1 81.1 17# 81.0 81.0 80.9 80.9 18# 80.8 80.8 80.8 80.8 19# 80.7 80.7 80.6 80.6 20# 80.5 80.5 80.5 80.5 21# 80.3 80.3 80.3 80.3 22# 80.1 80.1 80.1 80.1 23# 79.9 79.8 79.8 79.8 24# 79.6 79.6 79.6 79.6 25# 79.3 79.3 79.3 79.3 26# 78.9 78.9 78.9 78.9 27# 78.5 78.5 78.5 78.5 28# 78.1 78.1 78.0 78.0 29# 77.5 77.5 77.5 77.5 30# 76.9 76.9 76.9 76.9 31# 76.2 76.2 76.2 76.2 32# 75.6 75.6 75.5 75.5 33# 75.1 75.1 75.0 75.0 34# 74.9 74.9 74.8 74.8 35# 75.1 75.1 75.0 75.0 36# 75.6 75.6 75.5 75.5 37# 76.2 76.2 76.2 76.2 38# 76.9 76.9 76.9 76.9 39# 77.5 77.5 77.5 77.5 40# 78.1 78.1 78.1 78.0 41# 78.5 78.5 78.5 78.5 42# 79.0 78.9 78.9 78.9 43# 79.3 79.3 79.3 79.3 44# 79.6 79.6 79.6 79.6 45# 79.9 79.9 79.9 79.8 46# 80.1 80.1 80.1 80.1 47# 80.3 80.3 80.3 80.3 48# 80.5 80.5 80.5 80.5 49# 80.7 80.7 80.7 80.7 50# 80.8 80.8 80.8 80.8 51# 81.0 81.0 81.0 81.0 52# 81.1 81.1 81.1 81.1 53# 81.2 81.2 81.2 81.2 54# 81.3 81.3 81.3 81.3 55# 81.4 81.4 81.4 81.4 56# 81.5 81.5 81.5 81.5 57# 81.6 81.6 81.6 81.6 58# 81.7 81.7 81.7 81.7 59# 81.8 81.8 81.8 81.8 60# 81.9 81.9 81.9 81.9 61# 82.0 82.0 82.0 82.0 62# 82.0 82.0 82.0 82.0 63# 82.1 82.1 82.1 82.1 64# 82.2 82.2 82.2 82.2 65# 82.2 82.2 82.2 82.2 66# 82.3 82.3 82.3 82.3 67# 82.3 82.3 82.3 82.3

    [0088] It can be seen from the structure of the steel box girder (as shown in FIG. 19) that installation and construction conditions that the hanger rod needs to meet during the installation to the completed bridge are as follows. 1) The hanger rod must not be bent at an outer roof plate and outer anti-collision rail of the steel box girder in the transverse direction (structural compatibility condition). 2) A distance between the upper and lower suspension points before installation along the transverse direction must be less than the unstressed length of the hanger rod (the installation condition without temporary pushing or pulling of the main cable).

    [0089] It can be seen from Table 9 that when the stiffening girder is installed section by section from the main tower to both sides without temporary pushing or pulling of the main cable, the entire process satisfies the structural compatibility condition and the installation condition of the main cable without temporary pushing or pulling, resulting in a generally established technical solution. However, when the main cable is transformed from a vertical plane state of the empty cable to the empty cable state of the bridge, the torsion of the main cable is constrained by the cable saddle to a certain extent, where the constraint is difficult to simulate accurately. Therefore, during the installation process of the above stiffening girder, it is necessary to reasonably determine the lateral pre-deflection angle of the clip (or the azimuth angle of the installation axis) to minimize the additional stress on the steel wire caused by torsion. Therefore, it is necessary to investigate the torsional characteristics of the main cable.

    1.3 Conclusion on Spatial Torsion Characteristics Test of the Main Cable

    [0090] The test results of the torsion characteristics of the main cable are obtained through a 1:15 main cable torsion indoor model test. After analyzing the experimental results and arguments of this application, main conclusions can be summarized as follows.

    [0091] (1) When a final value of the hanger rod force is constant, an installation pre-deflection angle of a certain clip is changed, such that the torsion angle of the main cable changes the most at said clip, and is almost unchanged at an adjacent clip and beyond. A torsion angle between the clip and the adjacent clip changes almost linearly with a distance from the clip.

    [0092] (2) The torsion angle of the main cable at the clip is close to a final value under the hanger rod force at a first level, with a small later change. A torsion direction of the section of the main cable adjacent to the clip under hanger rod forces at all levels is the same, which increases as the hanger rod force increases, and a rate of increase gradually decreases.

    [0093] (3) Due to complex influencing factors and mechanisms of the restraint of the cable saddle on the torsion of the main cable strands, there is no rule to follow in the magnitude and even direction of the torsion angle of the main cable near the cable saddle (a range along a span direction does not exceed 80 times or less of the diameter of the main cable, with 60 times in this application).

    1.4 Technical Solution of this Application

    [0094] Through the above investigation and analysis, the stiffening girder erection method is performed as follows.

    [0095] Step (1) Each hanger rod and clip are installed. The design center line of the clip (coincident with the center line of the hanger rod) is allowed to be located in the vertical plane. The lateral pre-deflection angle of the clip is the lateral inclination angle of the hanger rod in the bridge complete state (the design corresponds to the lateral inclination angle of the hanger rod).

    [0096] Step (2) The stiffening girder is installed section by section from a certain distance in the longitudinal direction of the two main towers (not less than 60 times the diameter of the main cable, and not a girder section adjacent to the two main towers). The stiffening girder sections are installed one by one in the direction toward the mid-span. Each time one or several girder sections are installed, the azimuth angle of the main cable around the central axis thereof at the clip (especially at the clip near the bridge tower) until the installed stiffening girders are closed at the mid-span.

    [0097] Step (3) The azimuth angle of the main cable around the central axis thereof at the hanger rod corresponding to the uninstalled girder section near the two main towers (i.e., the lateral deflection angle of the clip) is measured. The theoretical value and the measured value of the lateral deflection angle are compared to determine the adjustment amount of the lateral deflection angle of the clip of the immediately adjacent uninstalled girder section (the installed girder section in the mid-span). The lateral deflection angle of the clip of the immediately uninstalled girder section is adjusted. The stiffening girder installation is performed on the adjacent girder section.

    [0098] Step (4) The step (3) is repeated until the stiffening girder erection is completed.

    [0099] The embodiments described above are merely illustrative of the present disclosure, and are not intended to limit the patent scope of the present in disclosure. Any equivalent structural transformation or direct/indirect application in other related technical fields made using the description and drawings of the present disclosure without departing from the concept of the disclosure shall fall within the scope of the disclosure defined by the appended claims.