CN106677079A - Continuous arch bridge reinforcing method based on reduction of horizontal thrust of arch supports of arch bridge - Google Patents

Continuous arch bridge reinforcing method based on reduction of horizontal thrust of arch supports of arch bridge Download PDF

Info

Publication number
CN106677079A
CN106677079A CN201710014516.5A CN201710014516A CN106677079A CN 106677079 A CN106677079 A CN 106677079A CN 201710014516 A CN201710014516 A CN 201710014516A CN 106677079 A CN106677079 A CN 106677079A
Authority
CN
China
Prior art keywords
arch
antiarch
horizontal thrust
bridge
reinforce
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
CN201710014516.5A
Other languages
Chinese (zh)
Other versions
CN106677079B (en
Inventor
于孟生
邓年春
郝天之
石拓
陈齐风
王龙林
刘世建
万杰
罗月静
杨雨厚
李增科
谢军
毛晶
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Guangxi Transportation Research and Consulting Co Ltd
Original Assignee
Guangxi Transportation Research and Consulting Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Guangxi Transportation Research and Consulting Co Ltd filed Critical Guangxi Transportation Research and Consulting Co Ltd
Priority to CN201710014516.5A priority Critical patent/CN106677079B/en
Publication of CN106677079A publication Critical patent/CN106677079A/en
Application granted granted Critical
Publication of CN106677079B publication Critical patent/CN106677079B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D4/00—Arch-type bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced

Abstract

The invention discloses a continuous arch bridge reinforcing method based on reduction of horizontal thrust of arch supports of an arch bridge. Reverse arches are arranged below arch ribs of main arch rings of all spans of the continuous arch bridge, the reverse arches and the arch ribs are connected through diagonal web members, the arch supports of the reverse arches are connected with the arch ribs through anti-bending embedded parts and anti-shearing anchor bolts, and accordingly the reverse arch structures used for reinforcing and the original arch ribs form a rigid restraining supporting system. The reduction degree of horizontal thrust of the arch supports of the arch bridge in the rigid restraining supporting system has a close relationship with seven parameters of the arches to be reinforced and the reverse arches. By setting different variable values of the seven parameters, the ratio of the horizontal thrust of the arches to be reinforced to the horizontal thrust of the arch supports of the reinforced arches serves as a moment variation token state, and a relational expression of the seven parameters and the moment variation token state is obtained based on the finite element parameter analysis fitting method. By applying the continuous arch bridge reinforcing method, the structural characteristic internal force value can be worked out by combining with the relational expression, and accordingly reverse arch reinforcing is conducted through the optimal scheme.

Description

Based on the continuous arch bridge reinforcement means that arch bridge impost horizontal thrust reduces
Technical field
The invention belongs to Arch Bridges Strengthening technical field, more particularly to it is a kind of based on the continuous of arch bridge impost horizontal thrust reduction Arch Bridges Strengthening method.
Background technology
Arch bridge is that a kind of extensive and time-honored Bridge Types are used in highway in China, but old with material Ageization and the volume of traffic for increasingly increasing, most of bridge can not meet operation demand.Some concrete arch-type bridge deadweights are larger, Main arch ring is primarily subjected to pressure, and when external load is larger or temperature affects larger, impost horizontal thrust increases, and at arch springing, crack increases Many, bridge capacity declines.For continuous arch bridge, the increase of impost horizontal thrust to the safe operation of bridge more not Profit；If dismantling reconstruction, waste time and energy, but current and no good reinforcement means.
The conventional reinforcement means of concrete arch-type bridge is increase main arch ring cross-section, adjustment spandrel construction dead load and strengthens laterally whole Body, affixing steel plate and fibrous composite, applying external prestressing etc..Lot of examples shows the effect of original method reinforcing very It is micro-, and the effect that the fine or not degree direct influence of bonding of new and old material is reinforced, run after bridge strengthening and the old and new shortly occur The disengaging of material, the problems such as cohesive force declines, Arch foot horizontal thrust to be reinforced is excessive to cause the common faults such as crack cannot be very Good improvement.
The content of the invention
The technical problem to be solved in the present invention be to provide a kind of easy construction, it is simple and reliable, work well based on arch bridge The continuous arch bridge reinforcement means that impost horizontal thrust reduces.
To solve above-mentioned technical problem, the present invention is employed the following technical solutions：
Based on the continuous arch bridge reinforcement means that arch bridge impost horizontal thrust reduces, by each across main arch ring of continuous arch bridge Antiarch is set below arch rib, and is connected with diagonal web member between antiarch and arch rib, then by bending resistance built-in fitting and shear amchor bolt handle The arch springing and arch rib of antiarch links together so that the antiarch structure and former arch rib for reinforcing forms rigid constraint supporter System；And the rigid constraint support system meets relationship below：
In formula：
Wait reinforce arch and antiarch 7 parameters be respectively antiarch with wait reinforce arch equivalent redius than i, wait reinforce encircle meter Calculate across footpath L, wait to reinforce ratio of rise to span S of arch1, wait reinforce arch arch axis coefficient m1, the rise of antiarch compares S with span of arch footpath to be reinforced2、 The arch axis coefficient m of antiarch2, the ratio K in the across footpath of antiarch and span of arch footpath to be reinforcedR；
RfFor antiarch equivalent redius, IX, fIt is used in x directions for antiarch Property square, RoriTo wait to reinforce arch equivalent redius, IX, oriTo wait to reinforce arch x directions the moment of inertia；
S1=f1/ L, S2=f2/ L, L calculate across footpath, f to wait to reinforce to encircle1、f2Respectively antiarch and wait reinforce arch rise, Fx is the impost horizontal thrust after antiarch reinforcing, FxoriFor arch structure impost horizontal thrust to be reinforced.
The 1/4-1/2 of span of arch degree based on antiarch span.
Wait to reinforce the arch axis coefficient m of arch1Value between 2-8, the arch axis coefficient m of antiarch2Value between 2 and 6.
Wait to reinforce ratio of rise to span S of arch1Scope is that the rise of antiarch compares S with span of arch footpath to be reinforced between 3/25-1/52Model It is trapped among between 0.02-0.06.
Antiarch with wait reinforce arch equivalent redius than i value between 0.5-1.0.
Diagonal web member sectional area value is between 0.5-0.75 times of antiarch sectional area.
For existing Arch Bridges Strengthening exist problem, inventor establish it is a kind of based on arch bridge impost horizontal thrust reduce Continuous arch bridge reinforcement means, by arranging antiarch below each across the main arch ring arch rib of continuous arch bridge, and antiarch and arch rib it Between be connected with diagonal web member, then the arch springing and arch rib of antiarch are linked together by bending resistance built-in fitting and shear amchor bolt so that use Antiarch structure and former arch rib to reinforce forms rigid constraint support system；And the rigid constraint support system hogging bridge arch foot Horizontal thrust reduce degree with wait reinforce arch and antiarch 7 parameters (antiarch with wait reinforce encircle equivalent redius than i, wait to reinforce Calculating across footpath L of arch, ratio of rise to span S for treating reinforcing arch1, wait reinforce arch arch axis coefficient m1, the rise of antiarch and span of arch footpath to be reinforced Compare S2, antiarch arch axis coefficient m2, ratio K R in the across footpath of antiarch and span of arch footpath to be reinforced) and there is close relationship, by arranging 7 The different variate-values of individual parameter, are characterized as moment of flexure change using the ratio for waiting to reinforce arch and reinforcing rear arch impost horizontal thrust Amount, based on finite element parametric analysis approximating method, has obtained 7 parameters above and moment of flexure has changed the relational expression of token state.Therefore, For the arch bridge of different designs parameter, using the present invention, force value in architectural feature can be solved with reference to foregoing relationships, so as to reality Now choosing optimal case carries out antiarch reinforcing, can not only increase the integral rigidity for treating reinforcement bridge, and can effectively reduce The internal force in crucial section, the antiarch structure of reinforcing have good mechanical characteristic.To sum up, easy construction of the present invention, effect are obvious, Calculate simple, accuracy is high, with wide engineering application prospect.
Description of the drawings
Fig. 1 is that the present invention reinforces schematic diagram.
Fig. 2 is impost horizontal thrust fitting bit map/bitmap.
Fig. 3 is schemed after certain bridge reinforcing using in example of the invention.
Fig. 4 is to reduce the curve chart that percentage ratio changes with parameter equivalent radius ratio i using horizontal thrust after present invention reinforcing.
Fig. 5 is to reduce the curve that percentage ratio changes with parameter antiarch arch axis coefficient m2 using horizontal thrust after present invention reinforcing Figure.
Fig. 6 is to reduce the curve chart that percentage ratio changes with the ratio Kr of parameter across footpath using horizontal thrust after present invention reinforcing.
Fig. 7 is that horizontal thrust reduces the curve chart that percentage ratio changes with parameter antiarch ratio of rise to span S2 after antiarch method is reinforced
In figure：1 arch springing, 2 antiarch reinforced, 3 former arch ribs, 4 bending resistance built-in fittings, 5 shear amchor bolts, 6 diagonal web members, 7 bridge decks.
Specific embodiment
First, ultimate principle
Based on the continuous arch bridge reinforcement means that arch bridge impost horizontal thrust reduces --- by each across master of continuous arch bridge Antiarch is set below arch ring arch rib, and is connected with many diagonal web members between antiarch and arch rib, then by bending resistance built-in fitting and resisted Cut crab-bolt to link together the arch springing and arch rib of antiarch so that the antiarch structure and former arch rib for reinforcing forms rigid constraint Support system, such that it is able to be effective against and share by arch rib transmit moment of flexure, while can increase arch rib integral rigidity and Intensity, greatly reduces impost horizontal thrust value.
For this system, intended as characterization value with unguyed vault moment of flexure ratio using the vault moment of flexure after reinforcing Close, by the fitting of mass data (2700, see Fig. 2), obtain relational expression of the characterization value across total moment M z and known relevant parameter (as follows), so as to obtain optimal Reinforcing parameter；
In formula：
Wait reinforce arch and antiarch 7 parameters be respectively antiarch with wait reinforce arch equivalent redius than i, wait reinforce encircle meter Calculate across footpath L, wait to reinforce ratio of rise to span S of arch1, wait reinforce arch arch axis coefficient m1, the rise of antiarch compares S with span of arch footpath to be reinforced2、 The arch axis coefficient m of antiarch2, the ratio K in the across footpath of antiarch and span of arch footpath to be reinforcedR；
RfFor antiarch equivalent redius, IX, fIt is used in x directions for antiarch Property square, RoriTo wait to reinforce arch equivalent redius, IX, oriTo wait to reinforce arch x directions the moment of inertia；
S1=f1/ L, S2=f2/ L, L calculate across footpath, f to wait to reinforce to encircle1、f2Respectively antiarch and wait reinforce arch rise, Fx is the impost horizontal thrust after antiarch reinforcing, FxoriFor arch structure impost horizontal thrust to be reinforced.
According to above-mentioned relation formula, if wait reinforce arch parameter, it is known that can by change antiarch parameter, obtain needs Impost horizontal thrust reduces desired value.There is the span of related parameter as follows：
The 1/4-1/2 of span of arch degree based on antiarch span.
Wait to reinforce the arch axis coefficient m of arch1Value between 2-8, the arch axis coefficient m of antiarch2Value between 2 and 6.
Wait to reinforce ratio of rise to span S of arch1Scope is that the rise of antiarch compares S with span of arch footpath to be reinforced between 3/25-1/52Model It is trapped among between 0.02-0.06.
Antiarch is not limited to circular cross-section than i with the equivalent redius for waiting to reinforce arch, and arbitrary section pattern can all pass through above-mentioned Formula scales are obtained, and value is between 0.5-1.0.
Between diagonal web member sectional area value is for 0.5-0.75 times of antiarch sectional area, but cross section parameter is to reinforcing rear arch ribbed arch The DeGrain that foot horizontal thrust reduces.
Application example
The deck type concrete continuous arch bridge of certain 264m across footpath, after a period of time has been used, finds pushing away for middle bridge pier Power is larger so that crackle occurs in arch rib span centre lower flange, so need reinforcement with it is effective while reduce thrust at springer and span centre Section turn moment.Former bridge is reinforced (Fig. 3) using the method that antiarch is reinforced using the present invention, the arch springing level after reinforcing that calculates is pushed away Power and the ratio for reinforcing front abutment horizontal thrust.
Arch bridge single span across footpath L=100m to be reinforced, ratio of rise to span S1=1/6, arch axis coefficient m1=5, antiarch with wait reinforce arch etc. Effect radius than i value 0.85, arch axis coefficient m2=3, rise f2=4m, across footpath L2=20m, brings aforementioned formula into parameter：
In formula：Ratio before can obtaining reinforcing thick impost horizontal thrust value and reinforcing is 0.969, horizontal thrust Reduce 3.1%.
As can be seen here, the present invention is reinforced with certain effect to concrete-bridge, is analyzed by mass data, by based on anti- The method of arch structure reinforced concrete arch bridge or steel arch bridge, can cause this type concrete arch-type bridge or steel arch bridge impost horizontal thrust There is certain reduction, mid span moment is substantially reduced, and brings certain project benefit.
By the parameter of constantly adjustment antiarch, the reduction of different schemes correspondence arch bridge impost horizontal thrust to be reinforced is obtained Amount situation is shown in Table 1-4 and Fig. 4~7：
1 main arch ring impost horizontal thrust of table reduce percentage ratio with antiarch with wait reinforce arch equivalent redius than i change
2 main arch ring horizontal thrust of table reduces percentage ratio with antiarch arch axis coefficient m2Change
3 main arch ring horizontal thrust of table reduces change of the percentage ratio with the ratio Kr of across footpath
4 main arch ring horizontal thrust of table reduces change of the percentage ratio with S2
As fully visible, impost horizontal thrust has following rule：
(1) the less consolidation effect of antiarch across footpath is better, but need to consider construction and take into account overall stress；
(2) rise for reinforcing antiarch is higher, and its consolidation effect is better；
(3) under conditions permit, the across footpath for reinforcing antiarch is bigger, and its consolidation effect is better；
(4) when the arch axis coefficient for reinforcing arch is very big, if reinforced using this present invention, arch springing level can be reduced Thrust magnitude, the average amplitude of reduction reach 6%.

Claims (6)

1. it is a kind of based on arch bridge impost horizontal thrust reduce continuous arch bridge reinforcement means, it is characterised in that：By in continuous arch Antiarch is set below each across the main arch ring arch rib of bridge, and is connected with diagonal web member between antiarch and arch rib, then it is pre-buried by bending resistance Part and shear amchor bolt link together the arch springing and arch rib of antiarch so that the antiarch structure and former arch rib for reinforcing is formed just Property constraint support system；And the rigid constraint support system meets relationship below：
( F x Fx o r i ) = - 0.683525 + 0.078292 i - 0.001743 S 1 L + 0.007801 S 2 L + 0.000689 m 1 2 + 0.000009 m 2 2 - 0.064352 ( S 1 L ) - 0.361864 ( S 2 L ) - 0.616215 + 0.669922 m 1 - 0.015193 m 2 - 0.000203 + i - 0.045663 - 0.004108 K R - 0.099458 K R i + 0.004541 K R S 1 L - 0.003206 K R S 2 L - 0.026585 K R m 1 - 0.000205 K R m 2
In formula：
Wait reinforce arch and antiarch 7 parameters be respectively antiarch with wait reinforce arch equivalent redius than i, wait reinforce encircle calculating across Footpath L, ratio of rise to span S for treating reinforcing arch1, wait reinforce arch arch axis coefficient m1, the rise of antiarch compares S with span of arch footpath to be reinforced2, antiarch Arch axis coefficient m2, the ratio K in the across footpath of antiarch and span of arch footpath to be reinforcedR；
RfFor antiarch equivalent redius, IX, fFor the x directions the moment of inertia of antiarch, RoriTo wait to reinforce arch equivalent redius, IX, oriTo wait to reinforce arch x directions the moment of inertia；
S1=f1/ L, S2=f2/ L, L calculate across footpath, f to wait to reinforce to encircle1、f2Respectively antiarch and wait to reinforce the rise of arch, Fx is Impost horizontal thrust after antiarch reinforcing, FxoriFor arch structure impost horizontal thrust to be reinforced.
2. the continuous arch bridge reinforcement means reduced based on arch bridge impost horizontal thrust according to claim 1, its feature exists In：The 1/4-1/2 of span of arch degree based on the antiarch span.
3. the continuous arch bridge reinforcement means reduced based on arch bridge impost horizontal thrust according to claim 1, its feature exists In：The arch axis coefficient m for waiting to reinforce arch1Value between 2-8, the arch axis coefficient m of antiarch2Value between 2 and 6.
4. the continuous arch bridge reinforcement means reduced based on arch bridge impost horizontal thrust according to claim 1, its feature exists In：Ratio of rise to span S for waiting to reinforce arch1Scope is that the rise of antiarch compares S with span of arch footpath to be reinforced between 3/25-1/52Scope Between 0.02-0.06.
5. the continuous arch bridge reinforcement means reduced based on arch bridge impost horizontal thrust according to claim 1, its feature exists In：The antiarch with wait reinforce arch equivalent redius than i value between 0.5-1.0.
6. the continuous arch bridge reinforcement means reduced based on arch bridge impost horizontal thrust according to claim 1, its feature exists In：The diagonal web member sectional area value is between 0.5-0.75 times of antiarch sectional area.
CN201710014516.5A 2017-01-09 2017-01-09 The continuous arch bridge reinforcement means reduced based on arch bridge impost horizontal thrust Active CN106677079B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201710014516.5A CN106677079B (en) 2017-01-09 2017-01-09 The continuous arch bridge reinforcement means reduced based on arch bridge impost horizontal thrust

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201710014516.5A CN106677079B (en) 2017-01-09 2017-01-09 The continuous arch bridge reinforcement means reduced based on arch bridge impost horizontal thrust

Publications (2)

Publication Number Publication Date
CN106677079A true CN106677079A (en) 2017-05-17
CN106677079B CN106677079B (en) 2018-06-01

Family

ID=58850431

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201710014516.5A Active CN106677079B (en) 2017-01-09 2017-01-09 The continuous arch bridge reinforcement means reduced based on arch bridge impost horizontal thrust

Country Status (1)

Country Link
CN (1) CN106677079B (en)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108416116A (en) * 2018-02-09 2018-08-17 广西交通科学研究院有限公司 Vault ballast method for determination of amount when arch springing increasing section reinforces parabolic arch
CN109487710A (en) * 2018-12-19 2019-03-19 长沙理工大学 A kind of Arch Bridges Strengthening method based on prefabrication and assembly construction principle
CN112482188A (en) * 2020-11-26 2021-03-12 温州市市政管理中心 Arch bridge reinforced structure and construction method thereof

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP3867149B2 (en) * 2005-06-13 2007-01-10 国立大学法人東京工業大学 Steel slab structure of bridge and steel slab reinforcement method
CN202559224U (en) * 2012-04-12 2012-11-28 广西交通科学研究院 Masonry arch bridge using lightweight concrete as arch upper packing
CN203129026U (en) * 2013-01-23 2013-08-14 陈增顺 Reinforced concrete arch bridge reinforced structure
CN103557978A (en) * 2013-11-15 2014-02-05 广西交通科学研究院 Method for accurately measuring cable force of short boom of boom arch bridge
CN103940561A (en) * 2014-04-21 2014-07-23 广西交通科学研究院 Method for measuring deflection of main arch rib of sling (rod) arch bridge precisely and device thereof
CN104074139A (en) * 2014-06-18 2014-10-01 广西交通科学研究院 Method for adjusting weight of fillers on masonry arch bridge in partitioning manner
CN105507127A (en) * 2016-01-13 2016-04-20 广西大学 Arch rib face internal multi-point restrained and distributed tied-arch bridge

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP3867149B2 (en) * 2005-06-13 2007-01-10 国立大学法人東京工業大学 Steel slab structure of bridge and steel slab reinforcement method
CN202559224U (en) * 2012-04-12 2012-11-28 广西交通科学研究院 Masonry arch bridge using lightweight concrete as arch upper packing
CN203129026U (en) * 2013-01-23 2013-08-14 陈增顺 Reinforced concrete arch bridge reinforced structure
CN103557978A (en) * 2013-11-15 2014-02-05 广西交通科学研究院 Method for accurately measuring cable force of short boom of boom arch bridge
CN103940561A (en) * 2014-04-21 2014-07-23 广西交通科学研究院 Method for measuring deflection of main arch rib of sling (rod) arch bridge precisely and device thereof
CN104074139A (en) * 2014-06-18 2014-10-01 广西交通科学研究院 Method for adjusting weight of fillers on masonry arch bridge in partitioning manner
CN105507127A (en) * 2016-01-13 2016-04-20 广西大学 Arch rib face internal multi-point restrained and distributed tied-arch bridge

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
李乃强: ""中承式钢管拱桥肋间横梁应力分析及加固"", 《西部交通科技》 *

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108416116A (en) * 2018-02-09 2018-08-17 广西交通科学研究院有限公司 Vault ballast method for determination of amount when arch springing increasing section reinforces parabolic arch
CN108416116B (en) * 2018-02-09 2021-10-22 广西交通科学研究院有限公司 Method for determining arch crown weight during arch springing enlarged section reinforcing parabolic arch
CN109487710A (en) * 2018-12-19 2019-03-19 长沙理工大学 A kind of Arch Bridges Strengthening method based on prefabrication and assembly construction principle
CN109487710B (en) * 2018-12-19 2024-02-27 长沙理工大学 Arch bridge reinforcement method based on prefabricated assembly principle
CN112482188A (en) * 2020-11-26 2021-03-12 温州市市政管理中心 Arch bridge reinforced structure and construction method thereof

Also Published As

Publication number Publication date
CN106677079B (en) 2018-06-01

Similar Documents

Publication Publication Date Title
CN106836023B (en) The type concrete arch bridge reinforcement means reduced based on mid-span deflection
CN106758743B (en) A kind of method for improving steel reinforced concrete and combining more case continuous bridge hogging moment area stress performances
CN106835926A (en) A kind of small side main span is than prestressed concrete continuous beam and its construction method
CN106677079A (en) Continuous arch bridge reinforcing method based on reduction of horizontal thrust of arch supports of arch bridge
CN106677080B (en) Based on the increased half-through steel arch bridge reinforcement means of arch bridge buckling characteristic coefficient
CN102721562A (en) Method for checking and evaluating carrying capacity of RC bridge based on crack index
CN104036149B (en) Reactive powder concrete large-eccentric compression member limit load calculation method
CN108571328A (en) A kind of stratum interface segment shield tunnel segment lining structure and design method
CN106758773A (en) A kind of shear connector of steel reinforced concrete composite beam bridge
CN101942863B (en) Design method for crack control crack of overlong concrete frame structure
Zou et al. Investigation on flexural behavior of novel GFRP grid web-concrete hybrid beam
Hraib et al. Evaluation of bridge exterior girder rotation during construction
CN100523407C (en) Inside anchorage zone reinforcing bars construction method of post-stressed concrete structure
Singh et al. Performance evaluation of triangular and circular bulged perforated headed stud shear connector in composite junction
CN106702913B (en) The antiarch structural strengthening method reduced based on arch bridge mid span moment
CN109024233A (en) Get higher the construction method of the Long span Wavelike steel webplate composite beam bridge of back boxing concrete
CN106836022B (en) The antiarch structural strengthening method reduced based on arch bridge arch springing hogging moment
Sun et al. Slip analysis of prestressed steel-concrete continuous composite beam
Terzioglu Behavior and design of spread prestressed concrete slab beam bridges
Wu Rational modeling of arching action in laterally restrained beams
CN117574522B (en) Square column member minimum hoop matching rate calculation method based on steel fibers and high-strength longitudinal ribs
Schmitz Design and experimental validation of 328 ft (100 m) tall wind turbine towers utilizing high strength and ultra-high performance concrete
CN107977498A (en) A kind of multispan continuous rigid frame bridge closure mouth is to top power optimization algorithm
CN105603888B (en) Multi-girder bridge widens Design of Reinforcement increment load-balancing method
Ni et al. Contrastive Analysis on Hinge Joint Reinforcement Measures of Hollow Plate and Deduction Design Parameter

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant