CN211447712U - I-shaped steel beam overhanging scaffold for open caisson - Google Patents
I-shaped steel beam overhanging scaffold for open caisson Download PDFInfo
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Abstract
The utility model relates to an open caisson construction technical field is a scaffold frame is encorbelmented to I-shaped steel roof beam for open caisson particularly, including the working well, the working well include the wall of a well and a plurality of interior partition walls that the wall of a well inboard was equipped with, including wall of a well pre-buried component, interior partition wall pre-buried component and the component of encorbelmenting, wall of a well pre-buried component be used for realizing encorbelmenting dismantling between component and the wall of a well and be connected, interior partition wall pre-buried component be used for realizing encorbelmenting dismantling between component and the interior partition. Compared with the prior art, the utility model, according to the structural feature of working well, designed a scaffold frame is encorbelmented to worker word steel roof beam for open caisson to the wall of a well and the interior partition wall of working well, set up wall of a well embedded component and interior partition wall embedded component respectively, make the scaffold frame of encorbelmenting can set up the wall of a well (outer pool wall) inboard and interior partition wall both sides in the working well, use convenient, connect firm, novel structure, realized encorbelmenting the application of scaffold frame in open caisson construction field.
Description
Technical Field
The utility model relates to an open caisson construction technical field is an open caisson recruitment word steel beam scaffold frame of encorbelmenting particularly.
Background
The overhanging scaffold is a simple facility commonly used in buildings, and usually, the bottom of a scaffold upright rod is propped against building parts such as a floor slab, a beam or a wall body, and after the scaffold upright rod is obliquely fixed outwards, a cross rod, a scaffold paving plate and the like are erected on the upper part of the scaffold upright rod to form a construction layer. Chinese patent publication No. CN207582926U discloses a scaffold frame of encorbelmenting, its one end that will encorbelment the support girder steel through the bolt is fixed on horizontal wall structure layer, thereby encorbelment the support girder steel and pass through wire rope and connect the fixing that realizes encorbelmenting the support girder steel at wall structure layer, solves the scaffold frame of encorbelmenting that appears at the in-process of construction and is difficult to the fixed problem.
However, in the open caisson construction, there is not suitable, easily fixed scaffold structure of encorbelmenting yet, because do not have the horizontal structure layer that is used for supplying to encorbelment the support girder steel and connect in the working well, consequently, the scaffold of encorbelmenting of prior art also can't directly be applied to the open caisson construction in, consequently, need design a novel structure, the scaffold of encorbelmenting of I-shaped girder steel that is applicable to the open caisson construction.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to solve prior art not enough, provide a scaffold frame is encorbelmented to I-shaped girder steel for open caisson, can do as a job provide for the open caisson construction use convenient, connect firm scaffold frame is encorbelmented to the I-shaped girder steel.
In order to achieve the purpose, the H-shaped steel beam cantilever scaffold for the open caisson comprises a working well, wherein the working well comprises a well wall and a plurality of inner partition walls arranged on the inner side of the well wall, the well wall comprises well wall embedded members, inner partition wall embedded members and cantilever members, a plurality of groups of well wall embedded members are embedded in the well wall, each group of well wall embedded members comprises two well wall embedded parts located on the same horizontal plane, one ends of the well wall embedded parts are located in the well wall, the other ends of the well wall embedded parts extend out of the inner side of the well wall, and threads matched with the cantilever members are arranged at the other ends of the well wall embedded parts; the inner partition wall is characterized in that a plurality of groups of inner partition wall embedded members are embedded in the inner partition wall, each group of inner partition wall embedded members comprises two inner partition wall embedded sleeves positioned on the same horizontal plane, the middle parts of the inner partition wall embedded sleeves are used for penetrating inner partition wall embedded parts, two ends of each inner partition wall embedded sleeve are communicated to the surface of the inner partition wall, two ends of each inner partition wall embedded part can respectively extend out of two sides of the inner partition wall, and two ends of each inner partition wall embedded part are respectively provided with threads used for being matched with the cantilever members; every the component of encorbelmenting include that one encorbelments shaped steel, the one end of encorbelmenting shaped steel be equipped with the end plate, the end plate on set up two bolt slot holes that are located same horizontal plane, can be used for cooperateing with wall of a well built-in fitting or interior partition built-in fitting, the downside of encorbelmenting shaped steel be equipped with the triangle-shaped support frame, the triangle-shaped support frame be equipped with the backup pad to end plate one side for support in the surface of the wall of a well or interior partition.
The triangle-shaped support frame be right triangle-shaped, a right-angle side of triangle-shaped support frame is connected in the shaped steel downside of encorbelmenting, another right-angle side of triangle-shaped support frame is located the one side that is close to in the end plate.
The supporting plate is arranged on one side of the other right-angle side of the triangular supporting frame towards the end plate.
And one side of the other right-angle side of the triangular support frame, which faces the end plate, is provided with an extension section for connecting the support plate.
The triangular support frame is connected with a telescopic rod through an internal thread, and the outer end of the telescopic rod is connected with the support plate.
The connection between the well wall embedded part and/or the inner partition wall embedded part and the bolt slot hole arranged on the end plate is realized through the matching of the bolt and the gasket.
The overhanging section steel is I-shaped steel.
The center distance between the two embedded parts of the well wall is 100 mm.
The vertical rod, the horizontal rod and the sweeping rod of the scaffold are arranged on the overhanging component.
The scaffold is hung with a net bag.
Compared with the prior art, the utility model, composite structure is simple feasible, easily installs and dismantles, and its advantage lies in: according to the structural feature of working well, the I-shaped steel beam cantilever scaffold for the open caisson has been designed, and to the wall of a well and the interior partition wall of working well, wall of a well embedded component and interior partition wall embedded component have been set up respectively, make the scaffold of encorbelmenting can set up the inboard and interior partition wall both sides of the wall of a well (outer pool wall) in the working well, it is convenient to use, connect firm, novel structure, realized encorbelmenting the application of scaffold in the open caisson construction field, be favorable to the quick firm of scaffold in the working well to be built.
Drawings
FIG. 1 is a schematic illustration of a work well of the present invention in one embodiment;
FIG. 2 is a schematic view of the connection of the cantilevered member of the present invention in one embodiment;
FIG. 3 is a side view of an cantilevered member of the present invention in one embodiment;
FIG. 4 is a schematic view of an inner partition panel insert according to one embodiment of the present invention;
FIG. 5 is a schematic diagram of a borehole wall embedment in one embodiment of the present invention;
fig. 6 is a schematic diagram illustrating the pre-embedding of the inner partition wall pre-embedded casing according to an embodiment of the present invention;
FIG. 7 is a schematic view taken along line A-A of FIG. 6;
FIG. 8 is a schematic view of the direction B-B of FIG. 6;
fig. 9 is a schematic diagram illustrating the pre-embedding of the borehole wall pre-embedded part according to the present invention;
FIG. 10 is a schematic view of the installation of the present invention at an interior partition in one embodiment;
FIG. 11 is a schematic view of the installation of the present invention at a well wall in one embodiment;
FIG. 12 is a schematic view of the erection of scaffolding on the cantilevered members in one embodiment;
FIG. 13 is a diagrammatic illustration of an embodiment cantilevered member coupled to a borehole wall;
FIG. 14 is a simplified force analysis diagram in one embodiment;
FIG. 15 is a schematic view of an embodiment of the present invention deployed within a work well;
in the figure: 1. the cantilever type steel structure comprises cantilever type steel 2, an end plate 3, a bolt slot hole 4, an inner partition wall embedded sleeve 5, a connecting fixing piece 6, a well wall embedded piece 7, an inner partition wall 8, a triangular support frame 9, an extension section 10, an expansion link 11 and a support plate.
Detailed Description
The structure and principles of such apparatus and method will be apparent to those skilled in the art from the following further description taken in conjunction with the accompanying drawings. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Referring to fig. 1, which is a schematic view of a working well, a plurality of inner partition walls for dividing an area in a well wall into a plurality of spaces are further arranged in a circle of well wall (outer pool wall) at the outermost side. The cantilever scaffold is to be built in a working well, the concrete members comprise a well wall embedded member, an inner partition wall embedded member and a cantilever member, the well wall embedded member is used for achieving detachable connection between the cantilever member and the well wall, and the inner partition wall embedded member is used for achieving detachable connection between the cantilever member and the inner partition wall.
Wherein, the setting at the wall of a well embedded component is specifically as follows: the wall of a well on bury underground and have a plurality of groups wall of a well embedded component, every group wall of a well embedded component includes that two are located the wall of a well built-in fitting on same horizontal plane, the one end of wall of a well built-in fitting is located the wall of a well, the other end of wall of a well built-in fitting stretches out to the wall of a well inboard, as shown in figure 5, the other end of wall of a well built-in fitting is equipped with and is used for enco.
The arrangement of the inner partition wall embedded member is as follows: the inner partition wall is characterized in that a plurality of groups of inner partition wall embedded members are embedded in the inner partition wall, each group of inner partition wall embedded members comprises two inner partition wall embedded sleeves located on the same horizontal plane, the middle parts of the inner partition wall embedded sleeves are used for penetrating the inner partition wall embedded parts, two ends of each inner partition wall embedded sleeve are communicated to the surface of the inner partition wall, two ends of each inner partition wall embedded part can penetrate through two ends of each inner partition wall embedded sleeve and extend out of two sides of the inner partition wall, and as shown in fig. 4, threads used for being matched with the cantilever members are arranged at two ends of each inner partition wall embedded part respectively.
As shown in fig. 2 and 3, every the component of encorbelmenting include that one encorbelments shaped steel, this embodiment adopts the I-steel, the left end or the right-hand member welding of the shaped steel of encorbelmenting have the end plate, this embodiment uses the left end welding to explain as an example, the end plate on set up two bolt slotted holes that are located same horizontal plane, the vertical section of bolt slotted hole for the I-steel be bilateral symmetry and arrange, can be used for and cooperate with wall of a well built-in fitting or interior partition wall built-in fitting, the downside welding of the shaped steel of encorbelmenting have the triangle-shaped support frame, the triangle-shaped support frame be equipped with the backup pad to end plate one side for support in the surface of wall. In this embodiment, the triangle-shaped support frame be right triangle-shaped, make by the steel welding, a right angle limit of triangle-shaped support frame welds in the shaped steel downside of encorbelmenting, another right angle limit of triangle-shaped support frame is located and is close to in one side of end plate, the left side of this embodiment promptly, just another right angle limit of triangle-shaped support frame to end plate one side, be the left side promptly, be equipped with the extension section, extension section department is equipped with the through-hole to end plate one side direction, and is equipped with the internal thread in the through-hole, through screw-thread fit connection have a telescopic link, the outer end welding of telescopic link have the backup pad, through rotating the telescopic link. Or among three edges of the triangular support frame of the right triangle, the right-angle edge welded on the lower side of the cantilever section steel at the top can be omitted, namely the cantilever section steel is adopted to be simultaneously used as the right-angle edge at the top of the triangular support frame of the right triangle.
Example 1
The whole construction process comprises the following steps: the construction method comprises the steps of component forming manufacturing → construction preparation → inner partition wall embedded sleeve (outer pool wall embedded well wall embedded member) → structural concrete pouring → installation of cantilever steel sections → steel pipe scaffold erection → scaffold use → scaffold dismantling.
Specifically, firstly, manufacturing a component, wherein the cantilever section steel is made of I-shaped steel, the specification of the I-shaped steel is I23a, the material quality is Q235-A, and the length is 1.5 m; the end plate is made of a steel plate with the thickness of 200 multiplied by 300 multiplied by 12mm and is made of Q235-A, two horizontal slotted holes are formed in the end plate, horizontal construction errors of the embedded steel sleeve can be conveniently adjusted, the I-shaped steel and the end plate are connected through fillet weld girth welding, and the height of a welding leg is 6 mm; and the two embedded parts are both formed by stripping and thread rolling of a reinforcing steel bar with the HRB400 diameter of 28 mm.
In the construction preparation process, scientific calculation is needed to ensure that the stress requirement can be met; and the sample plate is manufactured on site and used, and the subsequent process is carried out after a good effect is obtained.
The steps of embedding the inner partition wall embedded sleeve and the outer pool wall embedded well wall embedded member in the inner partition wall are as follows, referring to fig. 6-8, for the inner partition wall embedded sleeve, the specification of the inner partition wall embedded sleeve is as follows
The length of the embedded sleeves is determined according to the thickness of the well wall, the center distance between two inner partition wall embedded sleeves of each group of inner partition wall embedded members is ensured to be 100mm, all the embedded iron pipes are kept on the same horizontal plane as far as possible, preferably, the embedded iron pipes are also fully fixed in a reliable mode, and displacement is prevented when concrete is cast, for example, a plurality of connecting steel bars are welded between the two inner partition wall embedded sleeves of each group of inner partition wall embedded members to serve as connecting fixing pieces. For the outer tank wall, namely the well wall, see fig. 9, factors such as large wall thickness of the outer tank wall of the open caisson, overlong through-wall bolts, hole filling and leakage prevention in the later period and the like are considered, and the well wall embedded part is directly embedded in the outer tank wall to serve as a stress support of the cantilever section steel.
And for the structural concrete pouring step, after the steps are completed, checking the installation positions of the well wall embedded member and the inner partition wall embedded member, controlling the deviation within an allowable range, closely vibrating the concrete by using a vibrating bar to control quality defects, and timely curing according to the standard requirements after the concrete is poured to prevent cracks and accelerate the improvement of the early strength of the concrete.
And then, the rear side of the concrete can be provided with cantilever section steel when the concrete reaches a certain strength (not less than 75 percent of design strength), before the cantilever section steel of the inner partition wall is installed, firstly, an inner partition wall embedded part is inserted into the inner partition wall embedded sleeve, the cantilever section steel is lifted and installed by adopting a 25t crane, two workers are arranged to be matched to swing the installation position of the cantilever section steel, a gasket is arranged between a nut and a wall, then a bolt slot hole at the top end of the cantilever section steel is embedded into the inner partition wall embedded part in an aligning mode, the gasket is additionally arranged on the inner partition wall embedded part outside the bolt slot hole and is screwed up by the nut, and the effect after the installation is as shown in figure 10. Before the cantilever steel is installed on the outer pool wall, sundries such as mud, laitance and the like on the outer end of the well wall embedded member need to be removed, and the installation method is the same as that of the inner partition wall, and is shown in detail in fig. 11.
Then, the vertical rods, the horizontal rods, the ground sweeping rods and the wall connecting pieces of the scaffold can be erected according to the conventional method, and the vertical rods and the horizontal rods are erected in detail as shown in figure 12. In order to ensure the construction safety, the standard layer scaffold is provided with a railing and a scaffold board, and the bottommost layer adopts a template hardening isolation measure. Every two steps of the scaffold are provided with the string bag in a hanging way, so that the falling of objects is prevented from hurting people. And the installation of the overhanging type steel scaffold is completed, the safety performance detection is required, and the scaffold can be used after being qualified.
And finally, after the scaffold is used, the scaffold is dismantled strictly according to the principle of dismantling after assembling and dismantling before assembling. Meanwhile, the demolition work should be demolished layer by layer from top to bottom, and simultaneous up and down work is strictly forbidden. Before the scaffold is dismantled, the safety complete integrity of the fastener connection, the pulling and connecting piece and the supporting system of the scaffold is comprehensively checked, a perfect dismantling scheme and safety protection measures are formulated according to the checking result, the operation workers are dismantled by the safety technology, and sundries and untreated garbage on the scaffold are cleaned.
Example 2
The embodiment provides a scaffold is encorbelmented to open caisson I-steel beam's correlation strength calculation as follows:
1. scaffold set-up parameters
The vertical distance of the vertical rods of the cantilever scaffold is 1.8m, the transverse distance of the vertical rods is 1.05m, the step distance of the vertical rods is 1.80m, the setting height of the double-row scaffold is 12m, the vertical rods adopt single vertical pipes, the distance between the inner bent frames and the wall is 0.35m, the large cross rods are parallel to the wall, the small cross rods are perpendicular to the wall, the large cross rods are in lap joint with the vertical rods, the small cross rods are in lap joint with the large cross rods, and phi 48 multiplied by 3.5mm steel pipes are adopted. The connecting mode of the cross rod and the vertical rod is a double fastener; and the coefficient of the anti-skid bearing capacity of the fastener is 0.80 during calculation.
2. Load parameter
The standard value of the load is as follows according to the technical safety standard of fastener-type steel pipe scaffold for building construction (JGJ130-2011) section 4.2.
Constant load parameters: the standard of the self weight of the structure born by each meter of vertical rods is 0.1389 kN/m; the standard value of the deadweight of the scaffold board is 0.350kN/m 2; the standard value of the deadweight of the railing foot baffle plate is 0.170 kN/m; the safety facilities and the safety net are 0.01kN/m 2; the number of layers of the scaffold boards is 2; the scaffold board category is wood scaffold board.
Live load: the standard value of construction uniform load is 3.0kN/m2, and the scaffold is a concrete scaffold; meanwhile, the construction layer number is considered according to 2 layers; the scaffold only allows constructors and small-sized equipment such as a small vibrating rod, and strictly prohibits the stacking of materials exceeding 3.0kN/m2 (particularly, a horizontal longitudinal rib).
Wind load: according to the building structure load specification, in the Zhenju Zhenjiang area, the basic wind pressure is 0.400kN/m2, the wind load height change coefficient is 1.0 according to the suburban area consideration Muz, and the wind load size coefficient Mus is 0.96; wind loads are considered.
The scaffold load standard value is calculated as follows:
the constant load standard value comprises the following contents:
(1) the standard of the self-weight of the structure (kN/m) borne by each meter of vertical rods is 0.1389;
NG1＝0.1389×12＝1.67kN。
(2) the dead weight standard value (kN/m2) of the scaffold board, the engineering adopts the wooden scaffold board, and the standard value is 0.35;
NG2＝0.35×1.8×(1.05+0.5)×2＝1.95kN。
(3) the dead weight standard value (kN/m) of the railing foot baffle plate is 0.17;
NG3＝0.17×1.8×2＝0.61kN。
(4) the weight standard value of the suspended safety facility (safety net) is 0.01kN/m 2;
NG4＝0.01×1.8×12＝0.216kN。
the constant load standard value N is obtained by calculationGk＝NG1+NG2+NG3+NG4＝4.45kN。
Live load standard value NQ＝3×1.8×1.05×2/2＝5.67kN。
Wind load standard value wk＝μz·μs·wo＝1×0.4×0.96＝0.384kN。
According to the technical safety standard of construction fastener type steel pipe scaffold (JGJ130-2011) section 5.2.7, the design value N of the axial force of the vertical rod section is calculated according to the following formula:
irrespective of the wind load: 1.2NGk+1.4NQ＝1.2×4.45+1.4×5.67＝13.28kN。
3. Selection of overhanging section steel
The end part is welded with a horizontal I-shaped steel beam (No. 20a I-shaped steel), wherein the overhanging length of the horizontal steel beam is 1.5m, the end plate is a steel plate with the thickness of 200mm, 300mm and 12mm, the I-shaped steel is connected with the end plate and is welded by fillet welding, and the height of a welding leg is 6 mm; a section of round steel with the length of about 5cm and the diameter of 25mm is vertically welded on the overhanging I-shaped steel so as to place a scaffold steel pipe.
4. Calculation of local and overall stress of scaffold
The scaffold is calculated according to a floor scaffold. The stress and the winding degree of the large and small cross rods and the vertical rods of the calculation result all meet the design specification requirement. The upper structure of the scaffold is transferred to the design value of the average vertical axial force of the bottom upright rod of the scaffold: n is 13.28 kN; the acting force between the scaffold and the I-shaped steel beam is calculated, and the cantilever I-shaped steel beam is anchored with the end part.
5. Stress stability and safety calculation of overhanging I-steel
Designing: calculating the welding seam between the I-shaped steel beam and the steel plate;
and calculating shearing resistance and tensile resistance of the bolts, calculating bending resistance, shearing force, deflection and overall stability of the I-shaped steel beam, calculating anchoring length of the embedded bolts of the outer pool wall, and calculating compression resistance of the concrete well wall.
The axial force N transmitted to the cantilever beam by the erected scaffold of the cantilever type scaffold is 13.28kN, and is increased by 1.1 times for the safety calculation of the cantilever I-shaped steel beam. The cantilevered scaffold was placed on an i-beam and the 20a i-beam was taken for calculations, see fig. 13 and 14.
(one) calculation of connection Strength
(1) Calculation of weld joints between I-steel ends and end plates
The vertical axial force N1 of the double-row scaffold is 13.28KN multiplied by 1.1 is 14.61 kN;
the self weight of the I-beam N3 is 27.9kg/m multiplied by 1.5m multiplied by 1.2 multiplied by 10N/kg is 0.502 kN;
bending moment M ═ N1 × (0.35+1.4) + N3 × 0.75 ═ 25.95 kn.m;
the shearing force V is N1+ N2+ N3 is 29.72 kN;
the bending moment generates tensile force on the upper flange welding seam and pressure on the lower flange welding seam. The tensile force generated on the upper flange weld was 25.95 ÷ 0.2 ÷ 129.75 (KN). The height of an upper flange weld joint is measured according to 7mm, the length of the weld joint is measured according to the value of 90 multiplied by 2 to 180 mm (taking a 20a I-steel as an example, the width of an upper flange is 100mm, in actual manufacturing, the periphery between the I-steel and an anchor plate is required to be welded, the height of the weld joint is not less than 7mm, the thickness of the weld joint between the I-steel beam and a steel plate is 7mm according to the requirement of a welding standard, the effective width he is 0.7x7mm to 4.9mm), and the design value of the tensile strength of an angle weld joint is 160N/mm 2.
The tensile force that the upper flange weld can bear is:
180 × 0.7 × 7 × 160 ═ 141120(N) ═ 141.12KN > 129.75KN, and is safe.
(2) Calculation of bolt Strength
The tension 129.75N generated by two embedded bolts is HRB400
And (3) carrying out straight thread rolling processing on the common hot-rolled steel bar. Calculate the ordinary rough bolt according to 7.2.1 ordinary bolted connection intensity of steel construction design specification (GB50017) rule, its single bolt's tensile bearing capacity is:
in the formula: f. oft bHRB400 is adopted in the project for designing the tensile strength of the bolt
Taking a design value of the calculated tensile strength of the steel bar as an embedded bolt as 360KN/mm 2; deThe effective diameter of the bolt outside the thread is 25 mm; n is a radical oft b＝360x3.14x252x0.25＝176.625KN。
The two through beam bolts can resist the pulling force of 353.25KN, and are far greater than 129.75KN, so that the safety is realized.
According to steel structure design specification (GB50017) 7.2.1, a formula for calculating shear resistance of a common bolt is as follows:
in the formula: f. ofv bFor the design value of the shearing resistance bearing capacity of the bolt, HRB400 is generally adopted
The shearing resistance of the steel bar is 0.5 of the tensile design strength of the steel bar, and f is selected for ensuring the safety of the calculation resultv b140KN/mm 2; n is a radical ofv b＝2x140x3.14x252x0.25＝137.2KN；
Therefore, the shearing resistance bearing capacity of the two bolts is 137.2KN and is far larger than 25.95KN, namely the structure is safe.
And (II) calculating the I-shaped steel:
the longitudinal horizontal rod at the bottom of the vertical rod of the steel pipe scaffold has the function of preventing the I-steel cantilever beam from laterally displacing, so that the vertical rod can be regarded as a lateral supporting point. The distance between the lateral supporting points is 1050 mm, the ratio of the distance to the width of the upper flange of the 20a I-shaped steel of 100mm is 10.5 < 16, and the strength and the integral stability of the cantilever beam do not need to be calculated according to the specification of the steel structure design. But the stiffness of the cantilever beam should be calculated. In the method, the rigidity of the 20a I-steel cantilever beam is calculated as follows:
the distance between the inner vertical rod of the scaffold and the outer side of the edge beam of the structure is 350 mm, and the distance between the inner vertical rod and the outer vertical rod is 1050 mm, so that the distance between the outer vertical rod and the outer side of the edge beam of the structure is 1400 mm, and the total length of the cantilever beam is 1500 mm. Looking at the cantilever beam of the structural static force calculation table, it can be known that:
1) the deflection generated by the inner vertical rod is as follows:
W1＝(N1*3502*1500/6EI)*(3-350/1500)。
2) the deflection generated by the outer vertical rod is as follows:
W2＝(N1*14002*1500/6EI)*(3-1400/1500)。
the inertia moment I of the I-steel No. 20a is 2170.7cm4 is 21.70x106mm 4; the modulus of elasticity E is 2.06 × 105, and the leg axial force F is 10.93KN 10930N. Substituting the formula to calculate: w1-0.207 mm and W2-2.476 mm.
According to technical safety code for steel tube scaffold with fasteners (JGJ130-2011) table 5.1.8, the allowable deflection W of the cantilever steel beam of the steel-section cantilever scaffold is: l/400, where l is the span of the cantilever member and 2 times the cantilever length for the cantilever bar.
Namely, the total deflection W is W1+ W2 is 2.683mm < [ W ], [ 3000/400 ] is 7.5 mm. Meets the requirements.
(III) calculation of length of anchoring bolt on outer pool wall
And determining the length of the embedded anchoring steel bars according to the anchoring of the steel bars in chapter 8.3 of the design Specification of concrete structures (GB 50010-2011).
la＝ψalao
In the formula: lao-a basic anchoring length of the tensioned reinforcement bar;
la-the anchoring length of the tensioned bar;
fpy-design value of tensile strength of the steel bar;
ftthe design value of the axial tensile strength of the concrete is adopted according to the relevant regulations of the design specifications of the concrete structure;
d-nominal diameter of the bar;
alpha is the form factor of the anchoring steel bar;
ψa-an anchor length correction factor.
The method is characterized in that HRB400 phi 28 twisted steel is selected, the design value of the tensile strength of the twisted steel is 360N/mm2, the grade of concrete poured by the well wall beam is C35, the design value of the axial tensile strength is 1.57N/mm2, and alpha is 0.13, so that: la is 0.13 × 360/1.57 × 0.028 is 0.835 m.
Two bolt holes are reserved in each steel plate, HRB400 phi 28 twisted steel bars are connected behind the bolts, and the length of each bolt is 1 m. The tensile strength of the HRB400 phi 28 twisted steel bar is as follows: 360MPa, namely: f360 × 3.14 × 282x0.25 221.56 kN. The bearing capacity of a group of embedded thread steel bars is F total (F multiplied by 2) (221.56 x 2) (443.12 KN). Much greater than the pulling out force 105.72 KN. The bearing capacity requirement is met.
(IV) concrete compressive Strength calculation
A steel pad plate with the thickness of 200mm multiplied by 300mm is adopted between the cantilever beam and the well wall to protect the well wall and maximize the effective contact area of the steel pad plate. The contact effective area S is 200 multiplied by 300 which is 60000mm2, the well wall concrete is C35P8, the sinking of the open caisson is not less than 70% of the design strength, and the strength of the well wall concrete is at least 25MPa in the process of heightening the open caisson structure. P105.72 x1000/60000 1.762MPa < 25 MPa. The well wall meets the compressive strength.
Claims (10)
1. A H-shaped steel beam overhanging scaffold for an open caisson comprises a working well, wherein the working well comprises a well wall and a plurality of inner partition walls arranged on the inner side of the well wall, and is characterized by comprising a well wall embedded member, an inner partition wall embedded member and an overhanging member,
the well wall is embedded with a plurality of groups of well wall embedded members, each group of well wall embedded members comprises two well wall embedded parts positioned on the same horizontal plane, one ends of the well wall embedded parts are positioned in the well wall, the other ends of the well wall embedded parts extend out to the inner side of the well wall, and the other ends of the well wall embedded parts are provided with threads used for being matched with the overhanging members;
the inner partition wall is characterized in that a plurality of groups of inner partition wall embedded members are embedded in the inner partition wall, each group of inner partition wall embedded members comprises two inner partition wall embedded sleeves positioned on the same horizontal plane, the middle parts of the inner partition wall embedded sleeves are used for penetrating inner partition wall embedded parts, two ends of each inner partition wall embedded sleeve are communicated to the surface of the inner partition wall, two ends of each inner partition wall embedded part can respectively extend out of two sides of the inner partition wall, and two ends of each inner partition wall embedded part are respectively provided with threads used for being matched with the cantilever members;
every the component of encorbelmenting include that one encorbelments shaped steel, the one end of encorbelmenting shaped steel be equipped with the end plate, the end plate on set up two bolt slot holes that are located same horizontal plane, can be used for cooperateing with wall of a well built-in fitting or interior partition built-in fitting, the downside of encorbelmenting shaped steel be equipped with the triangle-shaped support frame, the triangle-shaped support frame be equipped with the backup pad to end plate one side for support in the surface of the wall of a well or interior partition.
2. The I-shaped steel beam cantilever scaffold for open caisson of claim 1, wherein the triangular support frame is in the shape of a right triangle, one right-angle side of the triangular support frame is connected to the lower side of the cantilever steel section, and the other right-angle side of the triangular support frame is positioned at one side close to the end plate.
3. The I-shaped steel beam overhanging scaffold for open caisson of claim 2, wherein the supporting plate is arranged at one side of the other right-angle side of the triangular supporting frame towards the end plate.
4. The I-shaped steel beam overhanging scaffold for open caisson of claim 3, wherein the other right-angle side of the triangular support frame is provided with an extension section towards one side of the end plate for connecting the support plate.
5. The I-shaped steel beam cantilever scaffold for open caisson of claims 1 to 4, wherein the triangular support frame is connected with an expansion link through an internal thread, and the outer end of the expansion link is connected with the support plate.
6. The I-beam overhanging scaffold for the open caisson according to claim 1, wherein the connection between the wall embedded part and/or the inner partition wall embedded part and the bolt slot hole provided on the end plate is realized by the cooperation of the bolt and the gasket.
7. The I-shaped steel beam overhanging scaffold for open caisson of claim 1, wherein the overhanging shaped steel is I-shaped steel.
8. The I-shaped steel beam overhanging scaffold for the open caisson according to claim 1, wherein the center distance between two wall embedded parts is 100 mm.
9. The I-shaped steel beam overhanging scaffold for open caisson of claim 1, wherein the overhanging member is provided with a vertical rod, a horizontal rod and a sweeping rod of the scaffold.
10. The I-shaped steel beam overhanging scaffold for the open caisson of claim 9, wherein a net bag is hung on the scaffold.
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| CN110725526A (en) * | 2019-09-30 | 2020-01-24 | 中铁上海工程局集团有限公司 | I-shaped steel beam overhanging scaffold for open caisson and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110725526A (en) * | 2019-09-30 | 2020-01-24 | 中铁上海工程局集团有限公司 | I-shaped steel beam overhanging scaffold for open caisson and construction method thereof |
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Address after: 200436 No. 278, three JIANGCHANG Road, Jingan District, Shanghai Patentee after: SHANGHAI CIVIL ENGINEERING Co.,Ltd. OF CREC Patentee after: China Railway Municipal Environmental Construction Co.,Ltd. Address before: 200436 No. 278, three JIANGCHANG Road, Jingan District, Shanghai Patentee before: SHANGHAI CIVIL ENGINEERING Co.,Ltd. OF CREC Patentee before: China Railway Shanghai Engineering Bureau Group Municipal Engineering Co.,Ltd. |