CN1500949A - Anti bending moment structure having brace member and method thereof - Google Patents
Anti bending moment structure having brace member and method thereof Download PDFInfo
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- CN1500949A CN1500949A CNA021514356A CN02151435A CN1500949A CN 1500949 A CN1500949 A CN 1500949A CN A021514356 A CNA021514356 A CN A021514356A CN 02151435 A CN02151435 A CN 02151435A CN 1500949 A CN1500949 A CN 1500949A
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Abstract
The present invention is support rod structure and method for increasing bending resistance. Near the bending resistance joint, the support rod has one end attached to the supported rod and the other end combined with the connecting member together with the supported rod. When the structure bears load, the supported rod will be bent owing to the bending moment and the support rod and the supported rod will produce opposite forces to strengthen the bending resistance in the joint of the member. The said structure may be used in building, bridge, etc. in steel skeleton structure or reinforced concrete structure.
Description
Technical field
The present invention relates to a kind of bending resistance square structure, supporting rod and preparation method thereof, to strengthen the bending resistance square performance of structure.
Background technology
The structure that the steel framework is formed, rod member are to engage to have opposing moment of flexure ability mode.Bear side direction load-carryings such as seismic forces, wind-force when structure and produce moment of flexure such as Fig. 1 (a), or bear vertical load-carrying moment of flexure such as Fig. 1 (b) on horizontal bars, rod member and other structural element bear than being big moment of flexure near it as linking rod member or basic joint.Promptly according to various load-carrying combinations down, results of structural analysis is with the configuration rod member for customary way, and the design bending resistance square intensity of rod member should surpass the moment of flexure that produces under various load-carrying combinations.
From the earthquake disaster that took place in recent years, find structure at the rod member joint or the phenomenon of brittle fracture takes place near it, as the U.S.'s northern mountain range earthquake in 1994 and Japan's nineteen ninety-five Kobe earthquake reinforcing bar Structure Beam-column joint by considerable damage.Tracing it to its cause, is rod member joint structure most fragile place often, but the welding procedure quality is difficult with control.When structure was born earthquake, stress concentrated on the rod member joint again, because the post that links distortion makes that designing the beam wing plate that should only bear flexural stress need bear very strong shear stress again, and because of welding bead strength deficiency or heat affecting, produces brittle fracture.At FEMA-35,2000, Recommended Seismic Design Criteria For NewSteel Moment-Frame Buildings illustrates this breakoff phenomenon, and the scheme of several solutions.
For the generation of avoiding brittle fracture, the principle of structure design causes the maximal bending moment place for increasing when the rod member load-carrying, material stress is average, so surpasses the elastic strain district and subdues at stress, and scope is not to concentrate on a place and be a zone, increase the toughness of rod member, this zone is referred to as plastic hinge.Except that the announcement of above-mentioned FEMA-350, the relevant structure that increases column beam joint toughness has: Taiwan patent No. 85114354 (United States Patent (USP) number 5913794) and patent No. 85204600, United States Patent (USP) number 5680738,6012256,6138427 etc. are multinomial.
The reinforcing bar structure solves the method for traditional column beam joint toughness deficiency, and two classes are arranged at present.One is the formula column beam joint of putting more energy into, and borrows the moment of flexure intensity that improves the column beam joint place, so that the occurrence positions of plastic hinge moves to the stiffening element outside outward; Another borrows the section that reduces part beam wing plate for weakening the formula column beam joint, makes plastic hinge betide this intensity weakened region.The formula column beam joint of putting more energy into can not improve stress concentrate on joint between topic, topic also fails to improve between welding quality control.Weaken the formula column beam joint and cause the rod member section to reduce, therefore need use the rod member of bigger section.
Eccentric diagonal brace steel structure is another kind of earthquake resistant structure, by diagonal brace moment of flexure and shearing is passed to post, control structure lateral displacement on the one hand, and also general diagonal brace structure has more toughness.Yet have a bit of very strong shearing force that bears in beam, diagonal brace causes infrastructure cost to increase, and causes the inconvenience used.
Existing reinforced concrete structure bears the bigger mode of moment of flexure handling bending resistance square trussed member two ends, and at the more reinforcing bar of rod member two ends configuration, yet overstocked arrangement of reinforcement causes the inconvenience of construction, also the quality of influence construction.And to strengthen the rod member section, and cause dead load to increase, structure also takies excessive space.From collection collection in 1999 earthquake, a large amount of reinforced concrete structures prove also that in the experience that column beam joint destroys the beam column joint bears very big flexural stress simultaneously and shear stress needs to improve.
Summary of the invention
The object of the invention provides a kind of method with the bending resistance square structure of supporting rod and structure enhancing framework opposing moment of flexure that a kind of making has bending resistance square framework.
A kind of bending resistance square structure with supporting rod, it comprises:
Supported rod member more than one, at least one end at its two ends engages with coupling member at joint in bending resistance square mode;
More than one supporting rod, the one end engages in bending resistance square mode with coupling member at joint, and the other end then is located at supported rod member and is subjected to the bending moment effect to produce support place on the deflection path;
When structure is born load-carrying, supported rod member produces moment of flexure and causes deflection, contact in support place with supporting rod, because supporting rod is resisted supported rod member deflection, produce active force each other, active force to supporting rod causes supporting rod and coupling member joint to produce moment of flexure, and structure is strengthened in the opposing of joint moment of flexure; To the active force of supported rod member supported rod member is reduced in the moment of flexure of support place, and make support place and reach unanimity with the moment of flexure value of coupling member joint.
Described bending resistance square structure with supporting rod, wherein supported rod member section configuration is pipe, square tube, and compound rod member, combined member bar, box beam are the rod member of hollow, and supporting rod is a correspondingly-shaped then, and places the space of hollow.
Described bending resistance square structure with supporting rod, wherein supported rod member are that H shaped steel, I shaped steel have two wing plates, the section that wing plate links with web again, and supporting rod then becomes to be opposite to the space of web both sides.
Described bending resistance square structure with supporting rod, wherein the above supporting rod in a place is that two above deflection directions support to the rod member that is supported by it.
Described bending resistance square structure with supporting rod, wherein the supporting rod section configuration is pipe, square tube and is combined into the rod member that box beam is a hollow, supported rod member then is correspondingly-shaped and passes the space of hollow.
Described bending resistance square structure with supporting rod, wherein supporting rod places the side of supported rod member.
Described bending resistance square structure with supporting rod, wherein supported rod member section configuration is a H shaped steel, the rod member of 1 shaped steel, U-steel, angle steel, pipe, square tube, compound rod member and welding combination, supporting rod then is a corresponding shape.
Described structure wherein is provided with spacer between support place supporting rod and supported rod member, this spacer combines with one of supporting rod or supported rod member at least.
Described bending resistance square structure with supporting rod, wherein the spacer material is the material that is selected from steel plate, stone rigidity.
Described bending resistance square structure with supporting rod, wherein the spacer material is a rubber-like rubber-like material.
Described bending resistance square structure with supporting rod, wherein spacer is with the synthetic rubber-like member of spring.
Described bending resistance square structure with supporting rod, wherein contact with supported rod member and do not have active force therebetween bearing load-carrying front support rod spare, cause displacement when supported rod member bears load-carrying generation moment of flexure, promptly produce active force between supporting rod and the supported rod member.
Described bending resistance square structure with supporting rod, wherein gapped between supporting rod and the supported rod member in support place, when supported rod member bears load-carrying, because of moment of flexure produces deflection, so that contact with supporting rod, just produce active force between supporting rod and the supported rod member.
Described bending resistance square structure with supporting rod, wherein between supporting rod and the supported rod member in the Support Position before framework bears load-carrying existing active force, when supported rod member bears load-carrying, because of moment of flexure produces deflection, active force changes thereupon.
The structure that a kind of making has bending resistance square framework strengthens the method that framework is resisted moment of flexure: framework constitutes it by supported rod member, supporting rod and coupling member and comprises the following steps:
(1) selects the Support Position;
(2) decision supporting rod section;
(3) end with supporting rod places the supported rod member in Support Position to be subjected on the path of moment of flexure deflection, and the other end combines in the same bending resistance square mode of sentencing with coupling member;
So that structure is born load-carrying, supported rod member produces deflection because of moment of flexure, with after supporting rod contacts, supporting rod and supported rod member produce relative active force each other, this active force makes supported rod member bending moment between joint and support place be tending towards even, and make supporting rod produce moment of flexure, strengthen the bending resistance square ability of framework at joint with the coupling member binding site.
Description of drawings
The structure that Fig. 1 (a) forms for existing steel framework;
Fig. 1 (b) is for bearing vertical load-carrying moment of flexure on the existing steel framework horizontal bars;
Fig. 2 (a) respectively has a pair of U-steel supporting rod to support for the supported rod member of H section steel beam two ends linking up and down space, web both sides between two wing plates;
Fig. 2 (b) is the sectional view in the b-b cross section of Fig. 2 (a);
Fig. 3 (a) is Fig. 2 (a) embodiment framework when bearing moment of flexure, supported rod member line of deflection, and be subjected to supporting rod and resist supported rod member flexing action power, the tangent line of the rod member line of deflection of doing from rod member terminal A, B at joint.
Fig. 3 (b) resists supported rod member deflection for Fig. 2 (a) frame supports rod member, and the reaction force of supporting rod line of deflection form and the suffered active force of supporting rod is at the tangent line of joint from the rod member line of deflection of rod member terminal A, B work.
Fig. 3 (c) resists supported rod member deflection for supporting rod, causes the moment of flexure of supported rod member to transfer between joint and support place;
Fig. 4 (a) and Fig. 4 (b) be in framework supporting rod 29 with respect to the Support Position of supported rod member 25;
Fig. 5 (a) is that I shaped steel supporting rod supports it in the space of the supported rod member hollow of steel concrete box beam, and support place has spacer transfer function power;
Fig. 5 (b) is Fig. 5 (a) side view (wherein reinforcing bar is not drawn);
Fig. 6 supports the supported rod member of box beam that is welded to form for using spring in spacer with the box beam supporting rod that is welded to form, joint with make the bending resistance square with the box post coupling member that is welded to form and engage, wherein:
Fig. 6 (a) is a top view;
Fig. 6 (b) is the b-b sectional view of Fig. 6 (a);
Fig. 6 (c) is the c-c sectional view of Fig. 6 (b);
The bending moment diagram key diagram 2 embodiment supporting rod Support Positions of Fig. 7 and the method for selecting of section;
Fig. 8 bears the failure mechanism of plastic moment for supported rod member and supporting rod and coupling member junction, and the demonstration rod member is because of plastic moment, corner that causes and amount of deflection;
Fig. 8 (a) is for reaching plastic moment when supported rod member in the moment of flexure of bonding station A, owing to the support of supporting rod, unlikely generation plasticity corner;
Fig. 8 (b) reaches plastic moment for the moment of flexure when the supported rod member of bonding station A, the moment of flexure that bonding station A increases is promptly born by supporting rod, active force also increases thereupon between supported rod member and the supporting rod, also reach plastic moment to the supporting rod moment of flexure, promptly cause the plasticity corner, joint promptly can not bear bigger moment of flexure again;
Fig. 8 (c) promptly causes the plasticity corner for reaching plastic moment when supported rod member in the moment of flexure of Support Position C, and Support Position C promptly can not bear bigger moment of flexure again;
Fig. 8 (d) reaches plastic moment for the moment of flexure when the supported rod member of bonding station A, the moment of flexure that bonding station A increases is promptly born by supporting rod, also reach plastic moment up to supported rod member in the moment of flexure of support place C, no longer bear moment of flexure, supported rod member 25 is all plastic moment between A and C point, form the plastic hinge of a section, reach desirable structural plasticity behavior;
Fig. 9 (a) is that each supports with the U-steel supporting rod the supported rod member of H shaped steel in the web both sides; Fig. 9 (b) is the b-b sectional view of Fig. 9 (a);
Fig. 9 (c) supports with another H shaped steel supporting rod in the deflection direction side of bearing moment of flexure for the supported rod member of H shaped steel;
Fig. 9 (d) is the d-d sectional view of Fig. 9 (c);
Figure 10 (a) to Figure 10 (f) be supported rod member bending moment diagram in the framework; Wherein:
Figure 10 (a) is that the direction of supported rod member two ends moment of flexure is identical, adopts supporting rod when supported rod member one end, the moment of flexure on the supported rod member;
Figure 10 (b) is that the direction of supported rod member two ends moment of flexure is identical, adopts supporting rod when supported rod member two ends, the moment of flexure on the supported rod member;
Figure 10 (c) and Figure 10 (e) are for adopting supporting rod when supported rod member one end, and the direction of supported rod member two ends moment of flexure is different, the moment of flexure on the supported rod member;
Figure 10 (d) and Figure 10 (f) are for adopting supporting rod when supported rod member two ends, and the direction of supported rod member two ends moment of flexure is different direction;
Figure 11 (a) is all supported for the deflection of supported rod member two relative directions for supporting rod, and bearing length is identical;
Figure 11 (b) is all only supported in a side for the deflection of supported rod member for supporting rod;
Figure 11 (c) is all supported for the deflection of supported rod member two relative directions for supporting rod, the bearing length difference;
The supported rod member of embodiment cantilevered H shaped steel of Figure 12 (a) respectively has a pair of U-steel supporting rod to support linking up and down space, web both sides between two wing plates;
Figure 12 (b) is the b-b sectional view of Figure 12 (a).
The specific embodiment
The present invention is a structure that strengthens framework opposing moment of flexure with supporting rod.Among the embodiment of Fig. 2, the supported rod member of Fig. 2 (a) expression H type beam 25 two ends link space, web 36 both sides at 35 of two wing plates up and down respectively has a pair of U-steel supporting rod 29 to support.Between supported rod member 25 and the supporting rod 29 in support place 30 with steel spacer 31 transfer function power.Spacer 31 is made solder joint with one of supported rod member 25 or supporting rod 29, does not link with another rod member.30 pairs in Support Position supporting rods 29 of reinforcement ironware 37,38 and supported rod member 25 are done reinforcement, and reinforcement ironware 39 is done reinforcement at bending resistance square bonding station to H steel column coupling member 26, with transfer function power, avoids concentrated stress to cause local distortion.Fig. 2 (b) is the sectional view in the b-b cross section among Fig. 2 (a), illustrating a pair of angle steel 34 links with bolt 33 and supported rod member 25, supporting rod 29 and supported rod member 25 joint 20 with welding manner with link rod member 26 and link, make between supporting rod 29 and supported rod member 25 and the binding rod member 26 to combine for the bending resistance square.Fig. 2 (c) is the sectional view in the C-C cross section of Fig. 2 (a), and wing plate 35 contacts of 31 pairs of supported rod members 25 of diagram spacer provide support.When structure is born load-carrying, supported rod member produces moment of flexure and causes deflection, because supporting rod is in the deflection of support place opposing supporting rod, supported rod member and supporting rod produce active force each other, active force to supporting rod causes supporting rod and coupling member joint to produce moment of flexure, and framework is strengthened in the opposing of joint moment of flexure; Active force to supported rod member makes supported rod member be tending towards evenly in support place and with the moment of flexure value that links the rod member joint, and supported rod member weakens at joint shear stress.Spacer 31a provides support web 36 contacts of supported rod member 25, prevents supported rod member flexure unber lateral or distortion.
When Fig. 3 (a) is depicted as Fig. 2 (a) embodiment framework and bears moment of flexure, supported rod member 25 lines of deflection, and be subjected to supporting rod and resist supported rod member flexing action power 15a, 15b; At joint 20a, 20b tangent line 11a, 11b from the rod member line of deflection of rod member terminal A, B work, supported rod member 25 lines of deflection are the amount of deflection of supported rod member at support place 30a, 30b from side-play amount 13a, the 13b of tangent line 11a, 11b, are denoted as Δ ma, Δ mb respectively.Fig. 3 (b) is depicted as Fig. 2 (a) frame supports rod member and resists supported rod member deflection, reaction force 16a, the 16b of supporting rod 29 line of deflection forms and the suffered active force 15a of supporting rod, 15b; At joint 20a, 20b tangent line 12a, 12b from the rod member line of deflection of rod member terminal A, B work, supporting rod 29 lines of deflection are the amount of deflection of supporting rod at support place 30a, 30b from side-play amount 17a, the 17b of tangent line 12a, 12b, are denoted as Δ sa, Δ sb respectively.Fig. 3 (c) shows that supporting rod resists supported rod member deflection, cause the moment of flexure 43 of supported rod member between joint and support place, to transfer, just the bending moment at joint reduces relatively, increases relatively in the moment of flexure of support place, and makes that bending moment is tending towards even between joint and support place; Therefore supported rod member adds that supporting rod can bear from joint and transmits bigger moment of flexure, reaches the opposing moment of flexure intensity M that design is adopted up to any some of supported rod member.The moment M s value that this moment, supporting rod bore is: active force multiply by support place to the distance that links rod member perpendicular to the branch vector of rod member between rod member; Because structure deflection side-play amount is minimum to the distance that links rod member compared to support place, the Ms value is similar to that active force multiply by support place to the distance that links rod member between rod member; And supported rod member adds that the moment of flexure of supporting rod opposing is M+Ms, and framework is Ms in joint opposing moment of flexure intensity recruitment.
Fig. 4 (a) and Fig. 4 (b) illustrate that supporting rod 29 is with respect to the Support Position of supported rod member 25 in framework.Fig. 4 (a) and Fig. 4 (b) rod member are pipe, space in the pipe, be with supporting rod 29 in the supported rod member 25 of Fig. 4 (a), be with supported rod member 25 in Fig. 4 (b) supporting rod 29, all make the bending resistance square with the binding rod member 26 that is all pipe and engage and form framework to weld 28 at joint 20.Spacer 31 only links with one of supporting rod 29 or supported rod member 25, supporting rod 29 and supported rod member 25 is separated, also so as to transfer function power.Support place 30 is provided with two spacers 31, makes supporting rod 29 be able to the deflection of supported rod member 25 both directions on the supporting frame plane.
Fig. 5 (a) is shown I shaped steel supporting rod 29 and in the space of supported rod member 25 hollows of steel concrete box beam it is supported, and support place has spacer 31 transfer function power.Fig. 5 (b) is Fig. 5 (a) side view (wherein reinforcing bar is not drawn), and coupling member links rod member 26 by reinforced concrete post and H steel column binding rod member 26a forms, and supporting rod 29 is made the bending resistance square with coupling member and engaged.
When structure is born load-carrying, the active force between supporting rod and the supported rod member with can derive a relational expression in the relative displacement of support place, use the present invention and can utilize this relational expression with the existent method analytical structure.Distance between supporting rod and the supported rod member has three kinds of patterns, derives the relational expression at the supported rod member amount of deflection of support place Δ m and supporting rod amount of deflection Δ s:
(1) supporting rod contacts in the Support Position with supported rod member, but no active force exists before bearing load-carrying between supported rod member and the supporting rod, produces the moment of flexure distortion when supported rod member bears load-carrying, and supporting rod promptly produces active force to supported rod member.The displacement relation formula of rod member is:
Δm＝Δs
(2) gapped S1 between supporting rod and the supported rod member produces the moment of flexure distortion when supported rod member bears load-carrying, and to contacting with supporting rod, supporting rod just produces active force to supported rod member.The displacement relation formula of rod member is:
Δm＝Δs+S
1
(3) supporting rod contacts in the Support Position with supported rod member, and has active force to exist, and produces the moment of flexure distortion when supported rod member bears load-carrying, and supporting rod is to supported rod member active force thereby increase.Apply mode, can impose in advance during supporting rod and expect the power of deflection direction equidirectional, cause supporting rod displacement S2, restraint to make supported rod member then is installed in assembling; After supporting rod bundle system discharges, supported rod member is produced active force, supported rod member promptly has active force to exist before bearing load-carrying.The displacement relation formula of rod member is:
Δm＝Δs-S
2
Supporting rod and supported rod member can add spacers such as upper iron piece, rubber in support place, and one of spacer and supporting rod or supported rod member link, and another rod member is not then done any combination.The formation of spacer and combination are enough to transmit the active force between supporting rod and the supported rod member, and for example welding manner is adopted in the binding of shaped steel rod member and steel plate spacer.
Use rubber-like spacers such as rubber, spring, resist supported rod member deflection at supporting rod and make spacer compression, the deflection S on its force direction
3And has certain relation between the active force.The displacement relation formula of rod member is:
(1) supporting rod and supported rod member in the Support Position flexible spacer, spacer contacts with supporting rod and supported rod member, but no active force exists before supported rod member bears load-carrying, relational expression is:
Δm＝Δs+S
3
(2) flexible spacer and gap S between supporting rod and the supported rod member
1, when bearing load-carrying, supported rod member produces the moment of flexure distortion, so that gap S
1Disappear, supporting rod just produces active force to supported rod member, and relational expression is:
Δm＝Δs+S
1+S
3
(3) supporting rod and supported rod member in the Support Position flexible spacer, and have active force to exist, the pre-application of force makes supporting rod produce displacement S earlier
2, relational expression is:
Δm＝Δs-S
2+S3
Use rubber to be because rubber has when repetitiousness is stressed function with energy dissipation as spacer; Using spring is because spring has the stress deformation storage power as spacer, removes when the power that applies, and promptly discharges the character of storage power.
Fig. 6 shows and uses spring in spacer, supports the supported rod member 25 of box beam that is welded to form with the box beam supporting rod 29 that is welded to form, joint 20 with make the bending resistance square with the box post coupling member 26 that is welded to form and engage, Fig. 6 (a) is a top view.
Fig. 6 (b) is the sectional view in the b-b cross section of Fig. 6 (a), diagram spring 32 combines with bolt 32c with tubulose ironware 32a and constitutes spacer, and spring 32 other ends combine with supporting rod 29 with bolt 32c, tubulose ironware 32a does not combine with supported rod member 25, but four iron plate 32b of welding on supported rod member 25 are with the fixing unlikely sidesway of tubulose ironware 32a.
Fig. 6 (c) is the sectional view in the c-c cross section of Fig. 6 (b), and the centre of the supported rod member 25 of diagram box beam holds box beam supporting rod 29, and spring 32 combines the combination that constitutes spacer with tubulose ironware 32a with bolt 32c.
Use the present invention and have more and make supported rod member, make the zone increase of rod member generation plasticity with to engage the rod member joint approaching to the maximal bending moment value of support place.Bear lateral force with structure and cause beam column spare two ends to bear the equidirectional moment of flexure, unladen weight on the rod member, as an example.With the bending moment diagram key diagram 2 embodiment supporting rod Support Positions of Fig. 7 and the method for selecting of section.Supported rod member ends A, B bear moment of flexure, and rod member respectively is L at the distance two ends
1And L
2Sentence supporting rod and support L
3For supported rod member length L subtracts L
1And L
2Length, when supported rod member ends A, B and support place C and D moment of flexure when allowing moment M, calculate the shearing between the C and D as can be known by known method and be therebetween moment of flexure changing value 2M/ (L-(L
1/ L
2)), to bear shear stress and be no more than rod member design shear intensity V for meeting supported rod member, its condition is:
2M/ (L-(L
1+ L
2))＜V, that is
(L
1+L
2)＜L-(2M/V)，
This formula can determine the length upper limit of supporting rod, and this conditional also is applicable to L
1Or L
2One of value be zero, the situation that promptly only has a place to support.According to the skill of commonly using, the plastic hinge of beam need be shifted out deck-molding distance over half from the beam column joint along beam, the Support Position of policy setting supporting rod is over half above deck-molding apart from engaging rod member according to this.
From supported rod member of support C and supporting rod displacement relation:
ML
12/(2EI)＝M
s1L
12/(3EI
1)+(P
1L
1/(G
1A
s1))
Wherein, I is the moment of inertia of supported rod member, M
S1Be the moment of flexure of supporting rod at joint A, P
1Be the active force between supported rod member of C point and supporting rod, I
1Be the moment of inertia of the supporting rod at C place, G
11 is the shearing modulus of supporting rod, A
S1Be basal area at the opposing shearing of C point supporting rod.ML
1The amount of deflection that 2/ (2EI) causes because of moment of flexure for supported rod member, M
S1L
12/ (3EI
1) be the amount of deflection that causes because of moment of flexure at C point supporting rod, P
1L
1/ (G
1A
S1) be the amount of deflection that causes because of shearing at C point supporting rod. gets
I
1＝2IM
s1L
12(G
1A
s1)/(3(ML
12G
1A
s1-2EIP
1L
1))
Because M
S1=P
1L
1=2ML
1/ L
3
I
1＝4IL
12G
1A
s1/(3(G
1A
s1L
1L
3-4EI))
In kind:
I
2＝2IM
s2L
22(G
2A
s2)/(3(ML
22G
2A
s2-2EIP
2L
2))
Because M
S2=P
2L
2=2ML
2/ L
3
I
2＝4IL
22G
2A
s2/(3(G
2A
s2L
2L
3-4EI))
Wherein, M
S2Be the moment of flexure of supporting rod at joint B, P
2Be the active force between supported rod member of D point and supporting rod, I
2The moment of inertia of the supporting rod that supports for the D place, A
S2Be basal area at the opposing shearing of D point supporting rod.Supporting rod moment of inertia I
1, I
2, and supported rod member is when designing bending resistance square intensity M in C, D Support Position moment of flexure, supported rod member and supporting rod are reaching maximum with the moment of flexure that combines rod member coupling position A and B, are respectively M+M
S1And M+M
S2By M
S1: M
S2=L
1: L
2, longer when supporting rod, the moment of flexure of being born is also bigger, and the decision of moment of flexure size is born in Support Position rod member two ends according to this.
It is set condition that rod member reaches design bending resistance square intensity M simultaneously in the moment of flexure of coupling position A and B and Support Position C and D moment of flexure, and when stress condition changes, this state will can not take place.When the moment of flexure of Support Position D was (1-X) M, supported rod member and supporting rod had been M+M with the moment of flexure that combines rod member coupling position A
S3, and the moment of flexure that supported rod member bears is less than M.Desire to make the moment of flexure of supported rod member to equal M, can adopt second moment of area than I
1Little supporting rod, its moment of inertia can be M in the moment of flexure of coupling position A by supporting rod
S3Displacement relation is tried to achieve.Moment of inertia is provided with supporting rod according to this, and then in the moment of flexure of Support Position D during between (1-X) M to M, the moment of flexure of coupling position A reaches design bending resistance square intensity M earlier than Support Position C.
Fig. 8 shows that supported rod member 25 and supporting rod 29 bear the failure mechanism of plastic moment with coupling member 26 junctions, shows rod member because of plastic moment, corner that causes and amount of deflection, and black round dot 50 these place's moments of flexure of expression reach plastic moment.Fig. 8 (a) shows that working as supported rod member 25 reaches plastic moment in the moment of flexure of bonding station A, since the support of supporting rod 29, unlikely generation plasticity corner.Fig. 8 (b) shows that the moment of flexure when the supported rod member 25 of bonding station A reaches plastic moment, the moment of flexure that bonding station A increases is promptly born by supporting rod 29, active force also increases thereupon between supported rod member 25 and the supporting rod 29, also reach plastic moment to supporting rod 29 moments of flexure, promptly cause the plasticity corner, joint promptly can not bear bigger moment of flexure again.The 8th c Fig. 8 (c) shows that working as supported rod member 25 reaches plastic moment in the moment of flexure of Support Position C, promptly causes the plasticity corner, and Support Position C promptly can not bear bigger moment of flexure again.Fig. 8 (d) shows that the moment of flexure when the supported rod member 25 of bonding station A reaches plastic moment, the moment of flexure that bonding station A increases is promptly born by supporting rod 29, also reach plastic moment up to supported rod member 25 in the moment of flexure of support place C, no longer bear moment of flexure, supported rod member 25 is all plastic moment between A and C point, form the plastic hinge of a section, reach desirable structural plasticity behavior.Preferable supporting rod section intensity is set to its bending resistance square intensity need be enough to avoid supported rod member before the moment of flexure of Support Position C reaches plastic moment, reaches plastic moment earlier.
Supporting rod also can contact with supported rod member and support, and spacer is not set therebetween.Each supports with U-steel supporting rod 29 in the web both sides as the supported rod member 25 of Fig. 9 (a) H shaped steel, and Fig. 9 (b) is the profile in the b-b cross section of Fig. 9 (a).The supported rod member 25 of Fig. 9 (c) H shaped steel supports with another H shaped steel supporting rod 29 in the deflection direction side of bearing moment of flexure, and Fig. 9 (d) is the profile in the d-d cross section of Fig. 9 (c).Rod member is in the deflection of Support Position, can calculate according to customary way and try to achieve, and also can obtain with test method.
The direction that the present invention can be applicable to supported rod member two ends moment of flexure is identical, that is the tensile stress at two ends bears lateral forces such as seismic forces, wind-force and produces moment of flexure in the different both sides of rod member as Fig. 1 (a) structure.The direction that the present invention also can be applicable to supported rod member two ends moment of flexure is different direction, that is the tensile stress at two ends produces moment of flexure in the rod member same side as bearing vertical load-carrying on Fig. 1 (b) horizontal bars.Also can be applicable to framework and be subjected to bearing on lateral force and the rod member situation of load-carrying simultaneously.
Figure 10 (a) to Figure 10 (f) be supported rod member bending moment diagram in the framework, the rod member two ends are A and B, when the A end is established supporting rod, the support kenel that is provided with of the B end of rod member has (1) and A to hold equidirectional support, (2) to hold different direction support and (3) that three kinds of supports are not set with A, moment of flexure is compiled in the tension side of supported rod member, and the active force 15 that is supported causes supported rod member moment of flexure 43 to bend in support place.
Figure 10 (a) is that the direction of supported rod member two ends moment of flexure is identical, adopts supporting rod when supported rod member one end, the moment of flexure 43a on the supported rod member; Figure 10 (b) is that the direction of supported rod member two ends moment of flexure is identical, adopts supporting rod when supported rod member two ends, the moment of flexure 43b on the supported rod member.
Figure 10 (c) and Figure 10 (e) are for adopting supporting rod when supported rod member one end, and the direction of supported rod member two ends moment of flexure is different, the moment of flexure 43c on the supported rod member, 43e; Figure 10 (d) and Figure 10 (f) are for adopting supporting rod when supported rod member two ends, and the direction of supported rod member two ends moment of flexure is different direction, the moment of flexure 43d on the supported rod member, 43f; The beam column spare of picture long span is subjected to vertical load-carrying, and it is very big that moment of flexure is born at the rod member two ends, can adopt the supporting way of this kind form.
Wherein Figure 10 (c) and Figure 10 (d) uniform load-carrying for rod member bears, Figure 10 (e) and Figure 10 (f) bear the situation of concentrated load for rod member.Cause one of situation that Figure 10 (a), Figure 10 (c) and the bigger employing of Figure 10 (e) end moment of flexure one place support to be: horizontal bars is for bearing the moment of flexure that is caused to load-carrying and the vertical load-carrying of rod member by structure side, it is equidirectional to the moment of flexure that load-carrying causes with the moment of flexure that causes because of the vertical load-carrying of rod member because of structure side that its combined effect makes an end, so that moment of flexure value addition and bigger; The other end then moment of flexure is different direction, and the moment of flexure value is subtracted each other, so that less.
The side direction load-carrying of seismic forces and wind-force etc. has two relative directions to structure application of force on the framework plane, and the rod member moment of flexure that it caused also is relative direction, need include in respectively in the design; The load-carrying of adding on the rod member causes the moment of flexure at rod member two ends, causes different directions opposing flexural strength demand difference, the setting of supporting rod thereby difference.Figure 11 (a) is depicted as supporting rod 29 and is all supported for the deflection of 25 liang of relative directions of supported rod member, and bearing length is identical.This embodiment is fit to bear load-carrying and supporting role power situation such as Figure 10 (b).
Figure 11 (b) is depicted as supporting rod 29 and is all only supported in a side for the deflection of supported rod member 25; When this embodiment is fit to bear load-carrying and supporting role power situation such as Figure 10 (a), Figure 10 (c), Figure 10 (d), Figure 10 (e) or Figure 10 (f), can bears structure and be subjected to the moment of flexure that two relative direction horizontal forces cause.
Figure 11 (c) is depicted as supporting rod 29 and is all supported the bearing length difference for the deflection of 25 liang of relative directions of supported rod member.This embodiment is fit to bear load-carrying and supporting role power situation such as Figure 10 (b), but the moment of flexure value is born not simultaneously in the rod member both sides.
The supported rod member 25 of embodiment cantilevered H shaped steel of Figure 12 (a) respectively has a pair of U-steel supporting rod 29 to support linking up and down space, web both sides between two wing plates, support place 30 steel material spacers 31 are welded in supporting rod 29 and contact with the wing plate 35 of supported rod member 25, and support place 30a steel material spacer 31a is welded in supported rod member 25 and contacts with the web 36 of supporting rod 29.One steel plate base plate 41 is fixing with anchorage bolt 42, places on the reinforced concrete foundation.Supported rod member 25 and supporting rod 29 all are welded on the steel plate base plate 41 that places reinforced concrete foundation and with anchorage bolt 42 and fix, and form the combinations of bending resistance square at joint 20.When supported rod member 25 generation deflections, supporting rod 29 is borrowed copper material spacer 31 or 31a transfer function power opposing deflection.Figure 12 (b) is the sectional view in the b-b cross section of Figure 12 (a).
The framework that the present invention is combined into has preferable bending resistance square ability.The present invention is specially adapted to the structure that beam column is combined into the steel framework rod member such as beam based on the bending resistance square is supported, and is applicable to reinforcing bar structure or reinforced concrete structure, is applicable to newly-built structure or structural strengthening, but does not get rid of being suitable for of other.
Claims (16)
1. bending resistance square structure with supporting rod is characterized in that it comprises:
Supported rod member more than one, at least one end at its two ends engages with coupling member at joint in bending resistance square mode;
More than one supporting rod, the one end engages in bending resistance square mode with coupling member at joint, and the other end then is located at supported rod member and is subjected to the bending moment effect to produce support place on the deflection path.
2. structure as claimed in claim 1 is characterized in that, wherein supported rod member section configuration is pipe, square tube, and compound rod member, combined member bar, box beam are the rod member of hollow, and supporting rod is a correspondingly-shaped then, and places the space of hollow.
3. structure as claimed in claim 1 or 2 is characterized in that, wherein supported rod member is that H shaped steel, I shaped steel have two wing plates, the section that wing plate links with web again, and supporting rod then becomes to be opposite to the space of web both sides.
4. structure as claimed in claim 3 is characterized in that, wherein the above supporting rod in a place is that two above deflection directions support to the rod member that is supported by it.
5. structure as claimed in claim 1 is characterized in that, wherein the supporting rod section configuration is pipe, square tube and is combined into the rod member that box beam is a hollow, and supported rod member then is correspondingly-shaped and passes the space of hollow.
6. structure as claimed in claim 1 is characterized in that wherein supporting rod places the side of supported rod member.
7. structure as claimed in claim 6 is characterized in that, wherein supported rod member section configuration is a H shaped steel, the rod member of 1 shaped steel, U-steel, angle steel, pipe, square tube, compound rod member and welding combination, and supporting rod then is a corresponding shape.
8. as claim 2,3 or 6 described structures, it is characterized in that wherein supporting rod is equal section shape not.
9. structure as claimed in claim 1 is characterized in that, wherein between support place supporting rod and supported rod member spacer is set, and this spacer combines with one of supporting rod or supported rod member at least.
10. structure as claimed in claim 9 is characterized in that, wherein the spacer material is the material of steel plate, stone rigidity.
11. structure as claimed in claim 9 is characterized in that, wherein the spacer material is a rubber-like rubber-like material.
12. structure as claimed in claim 9 is characterized in that, wherein spacer is with the synthetic rubber-like member of spring.
13. as claim 1,9 described structures, it is characterized in that, wherein contact with supported rod member and do not have active force therebetween bearing load-carrying front support rod spare, produce moment of flexure and cause displacement, promptly produce active force between supporting rod and the supported rod member when supported rod member bears load-carrying.
14. as claim 1,9 described structures, it is characterized in that, wherein gapped between supporting rod and the supported rod member in support place, when supported rod member bears load-carrying, because of moment of flexure produces deflection,, just produce active force between supporting rod and the supported rod member so that contact with supporting rod.
15. as claim 1,9 described structures, it is characterized in that, wherein between supporting rod and the supported rod member in the Support Position before framework bears load-carrying existing active force, when supported rod member bears load-carrying, because of moment of flexure produces deflection, active force changes thereupon.
16. a making has the method for the structure enhancing framework opposing moment of flexure of bending resistance square framework: structure
Frame is made of supported rod member, supporting rod and coupling member, it is characterized in that:
(1) selects the Support Position;
(2) decision supporting rod section;
(3) end with supporting rod places the supported rod member in Support Position to be subjected on the path of moment of flexure deflection, and the other end combines in the same bending resistance square mode of sentencing with coupling member;
So that structure is born load-carrying, supported rod member produces deflection because of moment of flexure, with after supporting rod contacts, supporting rod and supported rod member produce relative active force each other, this active force makes supported rod member bending moment between joint and support place be tending towards even, and make supporting rod produce moment of flexure, strengthen the bending resistance square ability of framework at joint with the coupling member binding site.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA021514356A CN1500949A (en) | 2002-11-19 | 2002-11-19 | Anti bending moment structure having brace member and method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA021514356A CN1500949A (en) | 2002-11-19 | 2002-11-19 | Anti bending moment structure having brace member and method thereof |
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| Publication Number | Publication Date |
|---|---|
| CN1500949A true CN1500949A (en) | 2004-06-02 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNA021514356A Pending CN1500949A (en) | 2002-11-19 | 2002-11-19 | Anti bending moment structure having brace member and method thereof |
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| CN (1) | CN1500949A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102251613A (en) * | 2010-05-21 | 2011-11-23 | 舒华 | Arched corrugated steel roof with improved use span and method for improving use span of arched corrugated steel roof |
| CN103741791A (en) * | 2014-01-24 | 2014-04-23 | 长沙理工大学 | Assembled self-adaptive anti-seismic frame structure and construction method thereof |
| CN111549905A (en) * | 2020-04-26 | 2020-08-18 | 中国建筑第二工程局有限公司 | Coupling system for coupling buckling restrained brace frame and bending moment resistant frame |
-
2002
- 2002-11-19 CN CNA021514356A patent/CN1500949A/en active Pending
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102251613A (en) * | 2010-05-21 | 2011-11-23 | 舒华 | Arched corrugated steel roof with improved use span and method for improving use span of arched corrugated steel roof |
| CN103741791A (en) * | 2014-01-24 | 2014-04-23 | 长沙理工大学 | Assembled self-adaptive anti-seismic frame structure and construction method thereof |
| CN103741791B (en) * | 2014-01-24 | 2015-10-28 | 长沙理工大学 | A kind of assembling self adaptation anti-seismic frame structure and construction method thereof |
| CN111549905A (en) * | 2020-04-26 | 2020-08-18 | 中国建筑第二工程局有限公司 | Coupling system for coupling buckling restrained brace frame and bending moment resistant frame |
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