CN116537534A - Construction method of high and large formwork engineering supporting system - Google Patents
Construction method of high and large formwork engineering supporting system Download PDFInfo
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- CN116537534A CN116537534A CN202310476882.8A CN202310476882A CN116537534A CN 116537534 A CN116537534 A CN 116537534A CN 202310476882 A CN202310476882 A CN 202310476882A CN 116537534 A CN116537534 A CN 116537534A
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- 238000009415 formwork Methods 0.000 title claims abstract description 80
- 238000010276 construction Methods 0.000 title claims abstract description 70
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 62
- 239000010959 steel Substances 0.000 claims abstract description 62
- 238000000034 method Methods 0.000 claims abstract description 22
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 7
- 239000002023 wood Substances 0.000 claims description 21
- 238000009434 installation Methods 0.000 claims description 18
- 230000000149 penetrating effect Effects 0.000 claims description 17
- 238000013461 design Methods 0.000 claims description 10
- 238000005553 drilling Methods 0.000 claims description 8
- 230000008569 process Effects 0.000 claims description 8
- 238000006073 displacement reaction Methods 0.000 claims description 7
- 238000007789 sealing Methods 0.000 claims description 7
- 238000010408 sweeping Methods 0.000 claims description 7
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 6
- 229910052742 iron Inorganic materials 0.000 claims description 3
- 238000001514 detection method Methods 0.000 claims description 2
- 239000000463 material Substances 0.000 abstract description 6
- 238000009435 building construction Methods 0.000 abstract description 3
- 230000007306 turnover Effects 0.000 abstract description 3
- 238000012544 monitoring process Methods 0.000 description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 8
- 238000010586 diagram Methods 0.000 description 3
- 238000007689 inspection Methods 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 238000004140 cleaning Methods 0.000 description 2
- 210000001503 joint Anatomy 0.000 description 2
- 229920000728 polyester Polymers 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000037237 body shape Effects 0.000 description 1
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- 239000004570 mortar (masonry) Substances 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000000704 physical effect Effects 0.000 description 1
- 239000011120 plywood Substances 0.000 description 1
- 238000010079 rubber tapping Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G17/00—Connecting or other auxiliary members for forms, falsework structures, or shutterings
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Forms Removed On Construction Sites Or Auxiliary Members Thereof (AREA)
Abstract
The invention relates to the technical field of building construction, in particular to a construction method of a high and large formwork engineering supporting system, which comprises the following construction procedures: setting up a formwork support, binding wall and column steel bars, mounting a wall and column formwork, mounting a beam and a plate formwork, reinforcing the beam and the plate formwork, checking the safety of the formwork, pouring wall and column concrete, binding the beam and the plate steel bars, pouring and curing the beam and the plate concrete, and removing the formwork. The support system constructed by the construction method is more stable in support, the tray buckle type support is quicker to set up, the disassembly and the assembly are easy, the turnover of materials are convenient, the firmness of the support system and the construction safety of personnel are ensured to the maximum extent, and finally the construction quality of a building is improved.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a construction method of a high and large formwork engineering supporting system.
Background
The building form is a temporary supporting structure, which is manufactured according to the design requirement, so that the concrete structure and the components are formed according to the specified position and geometric dimension, the correct position of the concrete structure and the components is kept, and the self weight of the building form and the external load acted on the building form are borne. The template engineering is carried out to ensure the concrete engineering quality and construction safety, accelerate the construction progress and reduce the engineering cost. The building template structure for the construction of the cast-in-place concrete structural engineering mainly comprises a panel, a supporting structure and a connecting piece. The panel is a bearing plate directly contacted with the newly poured concrete; the supporting structure is a temporary structure for supporting the panel, the concrete and the construction load, so that the building template structure is firmly combined, and deformation and damage are avoided; the connecting member being a fitting for integrally connecting the panel to the support structure
With the rapid development of national economy and the increasing material culture living demands of people, the scale of engineering construction in China is continuously enlarged, the body shape is also continuously increased and complicated, and particularly, the large space, the large span, the novel modeling and the like required by some public facilities are required, so that the high and large formwork support system is more widely and frequently used in the building construction field. The horizontal concrete member formwork support system has the height of more than 8m or the span of more than 18m, the total construction load is more than 15 KN/-square meter, or the concentrated line load is more than 20KN/m, the formwork support system belongs to high and large formwork engineering, in actual construction, the high and large formwork support system has the characteristics of large load, high height, diversity, complexity, high risk and the like, collapse accidents occurring in the past years are mostly caused by overlarge deformation or load under the load action, and the high and large formwork support system is unstable, so that building collapse is caused, the construction safety of a large building is seriously influenced, and therefore, the stability of the high and large formwork support system plays a vital role in success or failure of engineering construction.
Disclosure of Invention
In view of the above, the invention aims to provide a construction method of a high and large formwork engineering support system, which ensures the stability of the whole support system, improves the construction quality of a building and ensures the construction safety under the principle of convenient assembly and disassembly and flexible erection.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
the construction method of the high and large formwork engineering support system comprises the following construction procedures:
setting up a formwork support, binding wall and column steel bars, mounting a wall and column formwork, mounting a beam and a plate formwork, reinforcing the beam and the plate formwork, checking the safety of the formwork, pouring wall and column concrete, binding the beam and the plate steel bars, pouring beam and plate concrete, curing and removing the formwork;
the template support is a plate buckle support, and the erection process comprises the following steps: paying off and positioning, placing an adjustable base according to positioning, placing a standard base on the adjustable base, installing a sweeping cross bar on the standard base, straightening a frame body by using a steel tape and a wire rope, leveling the frame body by using a leveling instrument and the wire rope, installing two or more upright rods and cross bars, installing diagonal rods, sealing the top of the cross bars and diagonal rods at the installation end, and installing a U-shaped jacking and a primary secondary ridge;
beam form mounting includes: spring beam axis and rechecking, erecting a die frame, adjusting a joist, swinging a girder, placing a girder bottom die and fixing, arching a girder bottom, binding girder ribs, an Cemo, side die stay wire supporting, rechecking the size, elevation and position of a girder die and connecting and fixing with an adjacent die plate;
the pillar panel template mounting includes: checking a chassis control line, checking and accepting column steel bars, closing a mold, adjusting and correcting, reinforcing column hoops, pulling through a long line, and self-checking and repairing;
wall form installation includes: checking wall position ink lines, installing in place, side wall templates, drilling opposite-pulling screw holes and installing wall penetrating screws, installing another side wall template, drilling opposite-pulling screw holes and opposite-pulling wall penetrating screws, checking or adjusting vertical inner edge square tube spacing, installing horizontal double steel tube outer edges, temporarily fixing the wall penetrating screws, checking or adjusting template verticality and installing support, fastening wall penetrating screw nuts, and installing reserved hole side templates.
Further, when the disc buckle support is installed, firstly positioning, lofting and placing an adjustable base, then installing an initial rod on the adjustable base, erecting a first-layer horizontal cross rod on the initial rod, installing a first-layer vertical rod at the connection position of the first-layer horizontal cross rod and the initial rod, then installing a second-layer horizontal cross rod at the end part of the first-layer vertical rod, and then installing a first-layer vertical diagonal draw bar between the two-layer horizontal cross rods; orderly erecting according to the sequence until reaching the erecting height, and installing a jacking at the end part of the vertical rod at the top; the installation direction of each layer of vertical diagonal draw bars is the same.
Furthermore, when the beam template is installed, rectangular square tubes with grooves are required to be paved neatly according to the design interval requirement, then a beam bottom die is paved, the beam bottom die is firstly in butt joint with column heads and nailed, square woods are used as vertical stops and vertical stop supports, iron side die clamps are used for hooking beam side die presser feet, then the beam side die is hung, and finally fixing is carried out.
Further, when the beam span is greater than 4 meters, arching is carried out at the bottom of the midspan beam, when the primary and secondary beams are connected, the primary beams arch, the secondary beams arch, the arching height is 1/1000-3/1000 of the beam span, and a row of vertical rods are added in the middle of the beam bottom die to be connected with the high-formwork bent frame.
Further, the upper opening of the beam side die is provided with a longitudinal through long supporting wood, the lower opening is provided with a longitudinal through long clamping wood, and a vertical stop is arranged between the through long supporting wood and the through long clamping wood.
Further, a double-groove steel joist is connected between two upright posts at the two beam side dies, the double-groove steel joist is formed by oppositely arranging two channel steel and adopting high-strength bolt connection, upright post discs are arranged at the upper side and the lower side of the double-groove steel joist, and are correspondingly connected with the upright posts at the beam side dies and are in stop fit with the double-groove steel joist in the up-down direction; at least two rooting pieces are arranged on the double-groove steel joist at the position of the beam bottom die, and an adjustable upper support is arranged on the rooting pieces and used for supporting a lower horizontal rod of the beam.
Further, the top parts of the vertical rods which are positioned on the same side of the beam side die and connected with the corresponding double-groove steel joists are connected with a through long jacking.
Furthermore, when the column template is installed, the vertical secondary ridge arrangement of the column template is required to penetrate through the whole column length, and the column template is not disconnected at the joint of the beam and the column; the first column hoop of the column template is not less than 150mm away from the column bottom, the distance between the two column hoops at the lowest side is not less than 500mm, when the column penetrating split bolts are arranged, the distance between the upper and lower adjacent split bolts is the same as the distance between the adjacent two column hoops, and the number of the split bolts is the same as that of the column hoops.
Furthermore, before the concrete pouring construction, a plurality of detection points are arranged on each construction section and are used for detecting the sedimentation and horizontal displacement of the template support.
The beneficial effects of the invention are as follows:
the support system constructed by the construction method is more stable in support, the tray buckle type support is quicker to set up, and the support system is easy to assemble and disassemble, so that the turnover of materials is facilitated; and the base height in the supporting system can be adjusted, so that the rod pieces of the corresponding layers can be stably connected, and the deformation, settlement and horizontal displacement of the template support are monitored by a plurality of monitoring points in the supporting system, so that personnel can monitor in real time and make early warning, the firmness of the supporting system and the construction safety of the personnel are ensured to the maximum extent, and the construction quality of a building is finally improved.
Drawings
FIG. 1 is a schematic view of the installation of a column and shear wall blank face formwork in the construction method of a high and large formwork engineering support system of the invention;
FIG. 2 is a schematic view of a shear wall formwork support in a method of constructing a high and large formwork engineering support system of the present invention;
FIG. 3 is a schematic view of beam form installation in the method of construction of the high and large form engineering support system of the present invention;
FIG. 4 is a schematic view of the installation of a side span beam form in the construction method of the high and large form engineering support system of the present invention;
FIG. 5 is a schematic diagram of the installation of a side span beam formwork tool type column support in the construction method of the high and large formwork engineering support system of the present invention;
FIG. 6 is a schematic diagram of a detail node in FIG. 5A;
FIG. 7 is a schematic diagram of a node B of FIG. 6;
FIG. 8 is a schematic view of a split bolt for an interior wall column in a construction method of a high and large formwork engineering support system of the present invention;
FIG. 9 is a schematic view of a split bolt for an exterior wall stud in a construction method of a high and large formwork engineering support system of the present invention;
FIG. 10 is a schematic illustration of a double channel steel joist node in a method of construction of a high and large formwork engineering support system of the present invention;
FIG. 11 is an elevational view of the dual channel steel joist of FIG. 10 attached to a pole disc;
fig. 12 is a plan view of the double channel steel joist of fig. 10 connected to a pole disc.
Detailed Description
The invention is described in further detail below with reference to the drawings and detailed description.
The concrete embodiment of the construction method of the high and large formwork engineering supporting system comprises the following steps:
this embodiment is described with specific engineering examples. The construction method of the high and large formwork engineering supporting system mainly comprises the following construction procedures:
setting up a formwork support, binding wall and column steel bars, mounting a wall and column formwork, mounting a beam and a plate formwork, reinforcing the beam and the plate formwork, checking the safety of the formwork, pouring wall and column concrete, binding the beam and the plate steel bars, pouring and curing the beam and the plate concrete, and removing the formwork.
Specifically, the template support is a plate buckle support, the height-width ratio of the template support is controlled within 3, and the template support with the height-width ratio larger than 3 is required to adopt anti-overturning measures such as rigid connection with the existing structure. And (3) arranging vertical diagonal rods on the template support with the standard step length of 1.5m according to the set-up height of the template support, the model of the template support and the design value of the axial force of the vertical rods. When the template support is constructed, computing operation is strictly carried out according to the specification; the transverse direction and the longitudinal direction are ensured during erection, and the pole body of the vertical pole is vertical. The longitudinal horizontal rods are straight, the transverse horizontal rods are parallel, the vertical rod spacing, the step pitch, the longitudinal distance, the transverse distance and the like all meet the standard requirements, and the whole frame is kept firm, stable, safe, applicable and attractive.
The horizontal scissors support adopts a common steel pipe fastener. When the height of the frame body is 8m or more, continuous horizontal scissors supports are respectively arranged at the top, the bottom and the vertical interval of the frame body not more than 8m, and the angles of the scissors supports are 45-60 degrees. The bridging should be adopted when the bridging length, and overlap joint length need not be less than 1000mm to should equidistantly set up not less than 3 rotatory fastener, the rotatory fastener of bridging is fixed on the horizontal pole or the pole setting that intersect with it, and the distance of rotatory fastener central line to the major node should not be greater than 150mm.
In addition, a safety flat net is additionally arranged every 2 layers and not more than 10m, and the safety net meets the following regulations: (1) The material, specification, requirement and physical property, fire resistance and flame retardance of the safety net meet the requirements of the current national standard 'safety net' GB 5725; (2) The safety net should be firmly, tightly, completely and effectively erected and be easy to detach. The template support of the safety net has enough strength and stability, and proper hanging points are selected when the safety net is hung, so that sharp corners (such as pins, flower discs and the like) are avoided; (3) The side ropes of each tying point of the flat net are close to the template support, the breaking tension of the side ropes is not less than 7kN, the tying ropes are uniformly distributed along the net edge, and the distance is not more than 750mm; (4) The lower part of the working layer of the steel structure factory building, the frame structure and the structure is provided with a safety net, the floor type template support is a template support, and the overhanging type flat net support is a steel wire rope which is directly not less than 9.3 mm; (5) The gap between the flat net body and the well wall in the elevator well is not more than 25mm, and the safety net is firmly tied; (6) The safety net must be ventilated, shaded and insulated during storage and transportation, meanwhile, the corrosion of chemical articles is avoided, hooks are forbidden during transportation, the used safety net must be used after being checked and tested to be qualified, and the safety net exceeding the service life is forbidden.
Based on the requirements, the setting up flow of the template bracket is as follows: paying off and positioning, placing an adjustable base according to positioning, placing a standard base on the adjustable base, installing a sweeping cross bar on the standard base, straightening a frame body by using a steel tape and a wire rope, leveling the frame body by using a leveling instrument and the wire rope, installing two or more upright rods and cross bars, installing diagonal rods, sealing the top of the cross bars and diagonal rods at the installation end, installing a U-shaped jacking and a primary secondary ridge, and checking and accepting.
Firstly, paying off a wire for positioning, then accurately establishing the position for placing the adjustable base according to the paying off position, and then placing the standard base into the adjustable base; then, a level bar or a level meter is used for adjusting the level and the vertical of the whole basic part, a hanging wire is used for adjusting whether a vertical standard base and a horizontal standard base are on the same straight line, and a steel tape is used for checking the square of each square; and after the inspection is qualified, erecting the upper standard layer frame body. During construction, the verticality of the frame body is checked and corrected at any time along with the lifting of the frame body, the verticality is controlled within 3 per mill, and the locking pin is required to be tightened.
The detailed flow of the installation sequence is as follows: step one: positioning, lofting and placing an adjustable base; step two: placing a starting rod; step three: placing a first-layer horizontal cross bar; step four: installing a first-layer upright rod; step five: installing a second layer of horizontal cross bars; step six: installing a first layer of vertical diagonal draw bars; step seven: installing a third layer of cross bars according to the fifth step; step eight: according to the sixth group lapping mode, overlapping the inclined rods of the second layer in the same direction as the first layer, and if the first layer is assembled in the anticlockwise direction, the inclined rods above the second layer are assembled in the anticlockwise direction; step nine: the upright posts are installed in a lengthening way; step ten: and after the jacking frames are sequentially installed to reach the erection height, installing jacking frames.
After the template support is erected, a construction platform is required to be arranged around the template support, and edge protection is arranged at the edge of the template support to prevent safety accidents. The overhanging type construction platform and the edge protection are adopted in the erecting mode, a 900mm tripod matched with a disc buckle type steel pipe support is attached to the template support, so that the overhanging type protection forms a stable structure, the edge protection is required to be ensured to be higher than an operation layer of a constructor by not less than 1.2m, and a wood springboard is placed on a cross rod to serve as the construction platform and the construction channel.
In order to ensure the safety of the upper and lower frame bodies and the operation surface in the construction process of workers, the special disc buckle type steel pipe support is matched with the construction vertical channels, and the positions and the number of the vertical channels are correspondingly configured according to the operation surface. The vertical channel is used for hanging the steel product stair on the cross rod of the frame body. And meanwhile, a matched stair railing is arranged. The construction vertical channel can be connected with the main frame body, and the column holding and knot pulling measures can be carried out at a step distance of 4-6 steps under the condition that the construction vertical channel cannot be connected with the main frame body.
The modulus of the horizontal rod of the disc-buckle type steel pipe support is 300mm, and the connecting position which does not meet the modulus of 300mm can be possibly met in the construction process, and cannot be connected through the horizontal rod matched with the disc-buckle type steel pipe support, and the template supports on the two sides are connected into a whole through steel pipe fasteners. The connection position is located the master node horizontal pole position of template support, and every master node all needs to be connected.
When the high-low cross-region construction is met, (1) when the foundation height difference is small, the screw rod of the adjustable collet can be used for adjusting, and the exposed length of the screw rod of the adjustable collet is not more than 300mm. (2) When the foundation height difference is large, the node potential differences of the upright posts 1m, 0.5m and 0.25m can be used for adjusting by matching with the adjustable base. The connecting disc of the vertical rods of the high-position frame body and the low-position frame body are arranged on the same horizontal plane, the horizontal rods of the high-position frame body extend to the low position for two spans to be fixed with the vertical rods, and the step distance is ensured not to be larger than 1.5m.
When the inside of the template support frame body is required to be provided with a pedestrian passageway with the same width as a single horizontal rod, the first layer of horizontal rods and the vertical diagonal rods can be drawn at intervals to form a constructor access passageway, and the vertical diagonal rods are required to be arranged between vertical rods on two sides orthogonal to the passageway. The top of the channel opening should be paved with a closed protection plate, and two sides should be closed with a dense mesh net for protection. And a lamp belt is arranged along the direction of the channel to indicate constructors to get in and out and withdraw in a correct direction in time when a safety accident occurs.
In the above construction process, the installation of the panel form includes: (1) And positioning and paying off, putting out a single axis according to the positioning pile point, dividing the axis into a wall line, a beam line and a channel line, and finally further ejecting the steel pipe erection line. (2) the support body sets up, includes: placing longitudinal sweeping rods, erecting bottom upright posts on two sides sequentially from corners, fastening and fixing the bottom ends with the longitudinal sweeping rods, installing transverse sweeping rods and fixing the bottom ends with the upright posts, erecting 3-4 upright posts on each side, installing a first-step longitudinal flat rod and a transverse flat rod immediately, correcting the levelness of the upright posts and the horizontal rods to meet the requirements, connecting bolts to form an initial section of a framework, erecting forward sequentially according to the requirements until the intersection of the first-step support frame is completed, erecting the second-step longitudinal horizontal rods, and erecting the second-step transverse horizontal rods, and repeating the steps until the design elevation is reached. (3) Checking elevation, and after the frame body is erected, checking correctness in time. And the project department technicians check the acceptance elevation.
When the plate mold is installed, the jacking elevation of the supporting system is adjusted, after repeated inspection, the transverse main edges are installed, longitudinal secondary edges are paved on the transverse main edges, the positions and the intervals of the transverse secondary edges are adjusted, and finally the template is paved. And (3) installing floor templates, paving the floor templates from the periphery to the center, paving the templates in the direction perpendicular to the secondary edges, supplementing gaps among the templates with three-ply plates, and arching according to the specification or design requirements when the span is more than or equal to 4 m. The plate seams are required to be tightly spliced, and the spliced seams are tidy. The embedded part and the reserved hole fixed on the template are firmly installed and have accurate positions. The height difference of the surfaces of the adjacent beam plates is controlled within 2mm, and the surface flatness is controlled within 5mm. When concrete is poured, a group of concrete test blocks and the poured concrete are set for curing under the same condition, and the concrete test blocks and the poured concrete are taken as the basis of demolding.
The mounting of the column template comprises: checking a chassis control line, checking and accepting column steel bars, closing a die, adjusting and correcting, reinforcing column hoops, pulling through a long line, self-checking and repairing, and checking and accepting. Firstly checking the control line of the popped column, sealing the column mould after the steel bars are subjected to concealed inspection, cleaning sundries in the column before installation, hanging the straight template firstly during installation, and then tightening the column hoop and the wall penetrating screw. When the column mould is sealed, the beam column joint templates can be installed together. In order to ensure the construction quality of concrete, the column hoop is used by adopting square and round buckles to match a rectangular square pipe with grooves of 40 multiplied by 1.5 mm.
The mounting of the beam template comprises: spring beam axis and rechecking, erecting a die frame, adjusting a joist, swinging a girder, placing a girder bottom die and fixing, arching a girder bottom, binding girder ribs, an Cemo, side die stay wire supporting (girder height and split bolts), rechecking the size, elevation and position of a girder die and connecting and fixing with an adjacent die plate. Rectangular square tubes with grooves of 40 multiplied by 1.5mm are orderly paved according to the design interval requirement, then a beam bottom die is paved, the beam bottom die is firstly butted with column heads and nailed when paved, square woods are used as vertical stops and vertical stop supports, iron side die clamps are used for hooking side die presser feet, then side dies are hung up, and finally the beam bottom die is fixed. In addition, when the beam span is greater than 4 meters, the bottom of the midspan beam should be arched according to the standard requirement, and when the primary and secondary beams are connected, the primary beam should be arched first, and the secondary beam should be arched later, and the arch height is preferably 1/1000-3/1000 of the beam span. In order to ensure that the girder does not have quality accidents such as sinking deformation, a row of upright posts are added in the middle of the girder bottom mould and are connected with the high-formwork bent frame.
The installation of the wall form includes: checking wall position ink lines, installing in place, side wall templates, drilling opposite-pulling screw holes and installing wall penetrating screws, installing another side wall template, drilling opposite-pulling screw holes and opposite-pulling screw rods, checking (or adjusting the distance between vertical inner edge square tubes), installing horizontal double-steel-tube outer edges, temporarily fixing the wall penetrating screws, checking, adjusting the perpendicularity of the templates, installing supports, fastening screw nuts of the wall penetrating screws, installing side templates of reserved holes, and checking quality.
The wall form needs to meet the following requirements when being installed: (1) And after the steel bar binding, embedded part pipeline, embedded part and other hidden projects are accepted, the mould can be erected. (2) And installing a side wall template in place according to the wall position line, installing a temporary pull rod or a diagonal bracing for fixing, drilling a counter-pull screw hole, and penetrating a wall bolt. (3) Cleaning sundries in the wall, installing the template on the other side in place, drilling a counter-pulling screw hole, putting on the counter-pulling screw hole, and putting on the counter-pulling screw hole. The inner mold and the outer mold are made of 15mm thick laminated plywood, the 3-shaped fastener is fixed neatly, 1/3 part of screw rods at the bottom of the wall are added with double screw caps, and one screw rod is arranged every 45.5cm horizontally and vertically. (4) The water sealing sheet is welded at the middle of the outer wall of the water structure and the bolt of the inner partition wall with waterproof requirement, the water sealing sheet is sleeved in the middle of the bolt by using 50 multiplied by 4 flat steel drill holes, and the two sides are fully welded, so that the welding quality is strictly controlled in the welding process, and the water sealing effect is ensured without welding leakage and sand holes. The wall thickness is controlled by a limit plate of the screw. And (4) after the bolt holes are removed, chiseling the wood gasket and trowelling with waterproof mortar. And (5) checking and correcting the perpendicularity of the template. And (5) pulling through the long wire, correcting each shaft, and checking whether the bearing frame and the supporting system are firmly fixed. And (5) after the wall template is installed, checking whether the split bolts are fastened or not, and whether the template splice joint and the lower opening are tight or not, and finishing the pre-checking procedure.
In addition, the construction structure of the column and the wall template meets the following requirements: (1) The vertical secondary ridge of the column mould is arranged to penetrate through the whole column length, and when the joint of the beam and the column is not broken, liang Jinggao mm or more, the column head is additionally provided with a split bolt. The square column four corners vertical secondary stupefied wood should be symmetrical to the top. (2) When the column penetrating split bolt is required to be arranged, the split bolt is arranged in equal distance with the column hoops along the height direction of the column. (3) The form panels and minor edges of the columns, wall blank should extend 200mm downwardly from the floor and be sealed with 2mm thick double sided tape in the inner form and floor Liang Ce, as shown particularly in fig. 1. Furthermore, the first main edge of the wall mould is not less than 150mm away from the wall bottom, and the first row of split bolts at the wall edge is not more than 305mm away from the end. The distance between the main secondary edges and the split bolts of the wall mould should meet the design and calculation requirements, and the vertical secondary edges are not more than 305mm; the main ridge is not suitable for being larger than 455mm; the split bolts are not suitable for use with the bolts of > 455X 455mm. The outer wall column of the upper main body structure and other walls with waterproof requirements adopt three water-stop type split bolts, and the split bolts are shown in figure 2.
The construction structure of the beam template meets the following requirements: (1) The upper opening of the beam side die is provided with a longitudinal through long supporting wood, the lower opening is provided with a longitudinal through long clamping wood which can not be used as a primary edge and a secondary edge of the beam bottom die, and a vertical standing rail is arranged between the supporting wood and the clamping wood, wherein the distance between the supporting wood and the clamping wood is not more than 800mm. The butt joint of the beam and the panel should be tight, and the outside of the panel should be additionally provided with a wood bar. (2) The beam with the height more than 400mm is provided with a main beam and a secondary beam, and the secondary beam cannot be optionally canceled and replaced by a longitudinal main beam. By adopting the traditional installation method, the spacing between the secondary stupefied wood meets the design and calculation requirements, and is not suitable for being more than 350mm; the installation method of longitudinal arrangement of the secondary beam parallel to the beam span is adopted, and the requirement of fig. 3 is met. (3) When Liang Jinggao is more than or equal to 600mm, a beam penetrating split bolt is arranged, and two square timber or double-limb phi 48.3 multiplied by 3.5mm steel pipes which are parallel and communicated are fixed to the split bolt to serve as supports, so that the split bolt cannot be directly fixed to a beam side panel, and reference can be made to FIG. 3.
Furthermore, the construction structure of the vertical support of the beam and the plate template meets the following requirements: (1) The transverse arrangement of the upright posts of the beam template support is symmetrical, the number and the interval of the upright posts are in accordance with the design and calculation requirements, and the number is not less than 2. (2) The height of the sweeping rod of the beam and plate template support from the floor is not more than 200mm, and the steel pipe scaffold is coiled. The upper end of the vertical rod comprises a jacking adjustable screw rod, and when the length of the horizontal rod extending out of the top layer is greater than the specification of the related specification, the horizontal rod is additionally arranged. (3) The upright posts of the beam and plate template support with the beam structure are mutually pulled and connected in the horizontal direction. The frame body with the supporting height more than 3.5m is provided with vertical and horizontal scissor supports according to the requirements of the full-hall frame. (4) The stress points above the transverse upright posts of the side span beam template are symmetrically and reasonably arranged. The adjustable inclined outer upright mode is adopted, each horizontal pull rod on the upright shall be connected with at least 3 upright rods of the structural formwork support, and the tool type upright support mode is adopted, so that the requirements shown in fig. 4, 5, 6 and 7 are met.
Regarding the split bolt, the following are satisfied: (1) The M14 split bolt is used for the inner wall column, the split bolt is sleeved with a phi 14mm hard plastic sleeve, polyester vertebral sleeves are respectively sleeved at the contact positions of the two ends of the hard plastic sleeve and the templates, and a sponge water stop pad is additionally arranged on the polyester vertebral sleeves to ensure that concrete is not leaked. A schematic illustration of a split bolt for an interior wall stud is shown in fig. 8. (2) The upper main body structure inner wall is reinforced by using three-section split bolts, and the middle is provided with a water stop sheet. The external wall and the column are provided with split bolts as shown in figure 9. (3) The length of the formwork is 300mm length at two ends of wall thickness (column side length and beam width), the water stopping bolt is welded with a water stopping sheet with thickness of 3mm and thickness of 50X 50mm in the middle, and two ends are provided with limiting sheets.
When the beam template is installed, the double-groove steel joist is connected between the two upright posts at the two beam side dies, and is formed by oppositely arranging two channel steel and adopting high-strength bolt connection, and the high-strength bolt plays roles of connecting and limiting the displacement of the double-channel steel joist. The upper side and the lower side of the double channel steel joist are respectively provided with a vertical rod disc, and the vertical rod discs are correspondingly connected with vertical rods at the side dies of the beams and are in stop fit with the double channel steel joist in the up-down direction; at least two rooting pieces are arranged on the double-groove steel joist at the position of the beam bottom mould, an adjustable upper support is arranged on the rooting pieces, the rooting pieces are arranged on the double-groove steel joist, a connecting disc is arranged on the rooting pieces, and the connecting disc can prevent the rooting pieces and the upper support from tilting, as shown in figures 10, 11 and 12.
The double-channel steel joist/square steel tube cross rod is directly placed on the upright rod disc/long jacking disc, and the position of the double-channel steel joist, which is far from the upright rod point, is provided with a limit bolt, so that the joist cannot fall off, and the joist can be obliquely placed in the construction process of erection and disassembly.
The long jacking is used as follows: (1) the position of the joist/square steel tube cross bar can be adjusted by rotating the disc nut; (2) the large spanner nut is arranged at the upper end part of the vertical rod and is used for adjusting the extending length of the screw rod; (3) the sleeve plate can be rotated to a proper position for connecting the cross rod and the vertical diagonal rod, so that the utility of the whole structure is enhanced.
Because the high and large formwork support system is in the concrete pouring process and in a period of time after pouring, certain settlement and displacement can occur due to compression, and collapse accidents can occur if the changes are too large, seven monitoring points are arranged in total at each construction section before concrete pouring construction, and the high formwork safety monitoring system is arranged, wherein the main monitoring content comprises support, formwork settlement, support displacement and deformation.
The high formwork safety monitoring system has the main functions of monitoring the formwork settlement, the support deformation and the vertical rod axial force of the high and large formwork support system in real time, and can realize monitoring targets of real-time monitoring, overrun early warning, danger warning and trend prediction. Besides the peripheral condition of the high formwork, the sensor can be used for conveniently monitoring the change of a formwork system and improving the monitoring level. And the high formwork real-time monitoring alarm system innovates audible and visual alarm. When the monitoring value exceeds the early warning value, constructors can read early warning signals from the machine during operation.
The removal of the template follows the first support and then the second support and then the first support and the second support are removed; firstly, detaching a template which is not bearing, and then detaching a template of a bearing part; the support is firstly disassembled from top to bottom to support laterally, and then the support is disassembled vertically. The method comprises the steps of removing a high and large formwork, firstly removing the position of a channel on a plane, then sequentially removing the formwork to two sides along the channel, adopting a step-type removing method on a vertical face to form a slope system taking a supporting area as a low point of a discharge hole, ensuring that a horizontal safety net and a wood springboard are arranged at a personnel operation position during removing, and manually transferring a removed tray buckle frame, a wood purlin and a template downwards, wherein the removed frame material must be cleaned and piled in the same day, otherwise, the next section of frame body is not allowed to be removed.
When the beam and plate templates are removed, horizontal pull rods and scissor supports of the bracket parts are removed firstly so as to facilitate operation, then horizontal steel pipes on the beam side templates are removed, and the beam side templates are lightly pried to be separated from the concrete surface; after the support is downwards adjusted to jack the screw, the keel under the template is lightly pried to separate the keel from the template, or a wooden hammer is used for tapping, the first block is disassembled, and then the blocks are disassembled section by section. It is not possible to use steel sticks or hammers to slam against a tamper. When each template is detached, the template is manually supported on the ground, or the support is jacked by a jacking screw rod and then is downwards adjusted to be at the same height so as to support the detached template. The template is forbidden to fall on the ground freely. The method of removing the beam bottom formwork is substantially the same as the floor formwork. When the beam bottom template with a large span is removed, the supporting seat jacking screw rods are downwards adjusted from the midspan, then the supporting seat jacking screw rods are downwards moved towards the two ends one by one, and when the beam bottom template upright rod is removed, the beam bottom template is also operated from the midspan to the two ends.
The support system constructed by the construction method is more stable in support, the tray buckle type support is quicker to set up, and the support system is easy to assemble and disassemble, so that the turnover of materials is facilitated; and the base height in the supporting system can be adjusted, so that the rod pieces of the corresponding layers can be stably connected, and the deformation, settlement and horizontal displacement of the template support are monitored by a plurality of monitoring points in the supporting system, so that personnel can monitor in real time and make early warning, the firmness of the supporting system and the construction safety of the personnel are ensured to the maximum extent, and the construction quality of a building is finally improved.
The embodiments of the present invention described above do not limit the scope of the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the scope of the present invention as set forth in the appended claims.
Claims (9)
1. The construction method of the high and large formwork engineering supporting system is characterized by comprising the following construction procedures:
setting up a formwork support, binding wall and column steel bars, mounting a wall and column formwork, mounting a beam and a plate formwork, reinforcing the beam and the plate formwork, checking the safety of the formwork, pouring wall and column concrete, binding the beam and the plate steel bars, pouring beam and plate concrete, curing and removing the formwork;
the template support is a plate buckle support, and the erection process comprises the following steps: paying off and positioning, placing an adjustable base according to positioning, placing a standard base on the adjustable base, installing a sweeping cross bar on the standard base, straightening a frame body by using a steel tape and a wire rope, leveling the frame body by using a leveling instrument and the wire rope, installing two or more upright rods and cross bars, installing diagonal rods, sealing the top of the cross bars and diagonal rods at the installation end, and installing a U-shaped jacking and a primary secondary ridge;
beam form mounting includes: spring beam axis and rechecking, erecting a die frame, adjusting a joist, swinging a girder, placing a girder bottom die and fixing, arching a girder bottom, binding girder ribs, an Cemo, side die stay wire supporting, rechecking the size, elevation and position of a girder die and connecting and fixing with an adjacent die plate;
the pillar panel template mounting includes: checking a chassis control line, checking and accepting column steel bars, closing a mold, adjusting and correcting, reinforcing column hoops, pulling through a long line, and self-checking and repairing;
wall form installation includes: checking wall position ink lines, installing in place, side wall templates, drilling opposite-pulling screw holes and installing wall penetrating screws, installing another side wall template, drilling opposite-pulling screw holes and opposite-pulling wall penetrating screws, checking or adjusting vertical inner edge square tube spacing, installing horizontal double steel tube outer edges, temporarily fixing the wall penetrating screws, checking or adjusting template verticality and installing support, fastening wall penetrating screw nuts, and installing reserved hole side templates.
2. The construction method of the high and large formwork engineering supporting system according to claim 1, wherein when the plate buckle bracket is installed, the adjustable base is positioned, lofted and placed firstly, then an initial rod is installed on the adjustable base, a first-layer horizontal cross rod is erected on the initial rod, a first-layer vertical rod is installed at the connection position of the first-layer horizontal cross rod and the initial rod, then a second-layer horizontal cross rod is installed at the end part of the first-layer vertical rod, and then a first-layer vertical diagonal rod is installed between the two-layer horizontal cross rods; orderly erecting according to the sequence until reaching the erecting height, and installing a jacking at the end part of the vertical rod at the top; the installation direction of each layer of vertical diagonal draw bars is the same.
3. The construction method of the high and large formwork engineering supporting system according to claim 1, wherein when the beam formwork is installed, rectangular square tubes with grooves are required to be paved neatly according to the design interval requirement, then a beam bottom die is paved, the beam bottom die is firstly butted with column heads and nailed, square woods are used as vertical stops and vertical stop supports, the beam side die presser foot is hooked by iron side die clamps, then the beam side die is hung, and finally fixing is carried out.
4. The construction method of the high and large formwork engineering supporting system according to claim 3, wherein when the beam span is greater than 4 meters, arching is carried out at the bottom of the midspan beam, when the primary and secondary beams are connected, the primary beam arches, the secondary beam arches, the arch height is 1/1000-3/1000 of the beam span, and a row of vertical rods are added in the middle of the beam bottom formwork to be connected with the high formwork bent frame.
5. The construction method of a tall and big formwork engineering supporting system according to claim 3 or 4, wherein the upper opening of the beam side mold is provided with a longitudinal through long supporting wood, the lower opening is provided with a longitudinal through long clamping wood, and a vertical standing rail is arranged between the through long supporting wood and the through long clamping wood.
6. The construction method of a high and large formwork engineering supporting system according to claim 3 or 4, wherein a double-groove steel joist is connected between two upright posts at two beam side moulds, the double-groove steel joist is formed by oppositely arranging two channel steel and adopting high-strength bolt connection, upright post discs are arranged at the upper side and the lower side of the double-groove steel joist, and the upright post discs are correspondingly connected with the upright posts at the beam side moulds and are in stop fit with the double-groove steel joist in the upper and lower directions; at least two rooting pieces are arranged on the double-groove steel joist at the position of the beam bottom die, and an adjustable upper support is arranged on the rooting pieces and used for supporting a lower horizontal rod of the beam.
7. The method of claim 6, wherein the tops of the uprights on the same side of the beam side forms, which are connected to the corresponding double-channel steel joists, are connected together to form a through-length jacking.
8. The construction method of the high and large formwork engineering support system according to claim 1, wherein when the column formwork is installed, the column formwork vertical minor ridge arrangement is required to penetrate through the whole column length, and the column formwork vertical minor ridge arrangement is not disconnected at the joint of the beam and the column; the first column hoop of the column template is not less than 150mm away from the column bottom, the distance between the two column hoops at the lowest side is not less than 500mm, when the column penetrating split bolts are arranged, the distance between the upper and lower adjacent split bolts is the same as the distance between the adjacent two column hoops, and the number of the split bolts is the same as that of the column hoops.
9. The construction method of a tall and large formwork engineering support system according to claim 1, wherein a plurality of detection points are provided on each construction section for detecting settlement and horizontal displacement of the formwork support before the concrete pouring construction.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202310476882.8A CN116537534A (en) | 2023-04-28 | 2023-04-28 | Construction method of high and large formwork engineering supporting system |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117868483A (en) * | 2024-03-13 | 2024-04-12 | 山西冶金岩土工程勘察有限公司 | House building template and method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117868483A (en) * | 2024-03-13 | 2024-04-12 | 山西冶金岩土工程勘察有限公司 | House building template and method |
| CN117868483B (en) * | 2024-03-13 | 2024-05-14 | 山西冶金岩土工程勘察有限公司 | House building template and method |
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