224results about How to "Save steel" patented technology

The invention relates to a 600-MPa grade vanadium-containing high-strength hot-rolled steel bar and a production method thereof, and belongs to the technical field of metallurgical steel-making and processing; the technical scheme is that the steel bar is prepared by the following components by mass: 0.21-0.25% of C, 0.35-0.60% of Si, 1.35-1.55% of Mn, 0.08-0.12% of V, 0.005-0.04% of N, not more than 0.040% of S, not more than 0.040% of P, and the balance of Fe and inevitable impurities; by adopting vanadium-increasing, nitrogen-increasing, and nitrogen-fixing processes during the smelting process, and by decreasing the initial rolling temperature and the finish rolling temperature during the rolling process, fine-grain, solid-solution and precipitation strengthening are realized at a lowtemperature and a high pressure, so the strength is increased; the hot-rolled steel bar contains a dual-phase structure of ferrite and pearlite, wherein the pearlite accounts for 25-50%; good cooperation of strength and toughness can be reached by controlling ratios, forms and sizes of the phases.

The invention discloses a self-heat-preservation mortar-free distributed steel block masonry shear wall system and a construction method of the self-heat-preservation mortar-free block masonry shear wall system. A self-heat-preservation mortar-free block masonry shear wall is made of self-heat-preservation mortar-free die clamping blocks (1), horizontal reinforcing bars (2), vertical reinforcing bars (3) and grout concrete. The self-heat-preservation mortar-free die card blocks (1) are connected through rabbets (4) and mortises (5) in a die card mode, and the vertical reinforcing bars (3) are arranged into vertical holes (6) formed by the self-heat-preservation mortar-free die card blocks, and the horizontal reinforcing bars (2) are arranged in horizontal holes (7) formed by the self-heat-preservation mortar-free die clamping blocks (1). The grout concrete is finally poured so as to form the self-heat-preservation mortar-free block masonry shear wall. The construction method of the self-heat-preservation mortar-free block masonry shear wall sequentially comprises the following steps of performing preparatory work, building blocks of the bottommost layer, building blocks of other layers, inserting the bars and pouring the concrete.

The integral building truss lifting method features that the lifting process includes assembling the main truss on ground in two units; manufacturing and installing corresponding lifting frame; setting cable system on the elevating frame and installing hydraulic elevator in corresponding position; installing the truss ground end shifting units; lifting the two elevated ends of the truss units with the hydraulic elevator synchronously while ensuring the horizontal shift of the ground ends of the truss units under the control of main computer; dismantling the ground end shifting units after the overhead butt joints are in place; elevating and fixing the ground ends; and assembling the overhead butt joints.

A process for fixing veneer on wall surface includes embedding forked tail embedding nail on wall, coating strong adhesive on forked tail notch and glue notch at back surface of veneer then applying hook-hanging and adhesive-binding means to stick veneer on wall firmly and closely.

The invention discloses an HRB600E vanadium-containing high-strength hot-rolled earthquake-resistant reinforced bar and a production method thereof. The reinforced bar comprises the following chemical components in percentage by weight: 0.23-0.30% of C, 0.5-0.8% of Si, 1.20-1.60% of Mn, 0.15-0.20% of V, no more than 0.035% of P, no more than 0.030% of S, 0.015-0.025% of N and the balance of Fe and inevitable impurities. The production method comprises the following steps: performing converter or electric furnace smelting, performing external refining, performing continuous casting, heating a casting blank, rolling and performing air cooling on a cooling bed. According to the invention, the V and N contents in steel are controlled, thereby promoting formation and precipitation of V (C, N) fine particles; steel making and steel rolling process parameters are strictly controlled, thereby obviously enhancing the strength of the reinforced bar and having certain hydrogen corrosion resistance; indicators of the reinforced bar meets the requirements of an earthquake-resistant reinforced bar; and the reinforced bar has the practical meanings of energy saving, emission reduction, high safety and environment friendliness.

The invention relates to a composite frame system with beam column flanges being made of steel pipe concrete and a construction method. The composite frame system with the beam column flanges being made of the steel pipe concrete is formed by connecting composite columns with composite beams through joints. The composite beams are horizontally arranged among the composite columns. The joints are steel pipe concrete integral type joints. The composite columns are cross-shaped or I-shaped composite columns with the flanges being made of the circular steel pipe concrete. The composite beams are I-shaped honeycombed beams with the flanges being made of the steel pipe concrete. The joints and the composite columns are fixedly connected at respective connecting plates through high-strength bolts. The joints and the composite beams are connected through buffer sections which are I-shaped honeycombed beams with the flanges being made of the steel pipe concrete. The cross sections of the buffer sections are variable cross sections gradually diminished from the two ends to the centers, and the cross sections of the buffer sections are smallest at the midpoints. The problems that according to an existing steel-concrete composite structure, construction is complex, connection and stability between the composite structure are poor, and the joints are liable to damage under the earthquake effect are solved.

A method for improving the stability of U-shaped steel arch support and a connecting component, which are used in the field of roadway excavation support. The retractable support must rely on the friction of the overlapping section to conduct the support, and the failure of the card to loosen accounts for 50% of the accident rate. According to the principle of mechanics, any roadway section, regardless of whether the shape of the arch frame is closed or not, when the steel section is determined, the longer the connection with the card, the more complete, the lower the critical load, and even the overall strength of the material fails due to local weakness. Steady and crumbling. The new method enhances the critical load and support through comprehensive measures such as local reinforcement with moderately variable cross-section to increase the moment of inertia of the weakest part, effective fractured top-to-top connection at the part with large curvature, and mutual pulling between the supports. overall stability. Based on this method, technology and the internal force characteristics of the arch under pressure, several sets of special connecting components are designed. The new method can reduce support accidents, increase shed spacing, reduce support strength and greatly reduce steel consumption.

The invention discloses a karst-area underwater bridge pier drilled pile construction method. The construction drilled pile passes through one or more karst caves from top to bottom according to the following steps that (1) measuring staking-out is conducted; (2) a steel protection barrel is put downwards and fixed; (3) drilling is carried out, namely, the steel protection barrel is put downwards and drilled from top to bottom through a percussion drill until the designed depth is reached, a slurry breast wall is adopted in the drilling process, when the drilled pile is drilled to enter the karst caves needing passing from top to bottom in the drilling process, an energy transfer method is firstly adopted to process the karst caves needing passing under the current state, then downward drilling is continuously carried out through the percussion drill; (4) a steel reinforcement cage is put downwards and concrete pouring is conducted. The karst-area underwater bridge pier drilled pile construction method is simple in step, reasonable in design, low in input cost, convenient to achieve, good in construction effect and capable of simply, conveniently and fast finishing the karst-area drilled pile construction process at a low cost in a high-quality mode.

The invention relates to a continuous roll type cold-bending forming method for a steel sheet pile, including scrolling, continuous cold-bending forming and cutting; the method is characterized in that the continuous cold-bending forming refers to that the scrolled steel band is fed into a production line of a multi-pass continuous roll type cold-bending forming machine set for multi-pass continuous roll type cold-bending forming, a frame at each pass is provided with an upper rotation axis and a lower rotation axis which are equipped with inosculated dies, the upper rotation axis and the lower rotation axis rotate oppositely, one rotates along the clockwise direction, while the other rotates along anticlockwise direction; in this way, a scrolled steel plate moves forwards depending on friction force in the roll gap of rotation dies inosculated up and down after being well adjusted and enters the next pass for continue forming, when entering each pass for forming, the steel plate is forced to deform under the action of the inosculated dies, each pass completes setting forming amount, and the forming of the steel sheet pile is finally completed through a plurality of passes, thus rolling the products of the steel sheet pile in line with requirements. The method has the advantages of energy saving, environmental protection, high production efficiency and complete specification, length and size of products.

The invention discloses spring steel which is prepared from the following components in percentage by weight: 0.56-0.64% of C, 1.5-2.0% of Si, 0.70-1.00% of Mn, less than or equal to 0.035% of P, less than or equal to 0.035% of S, 0.10-0.35% of Cr, 0.01-0.04% of Nb and the balance of Fe and impurity elements. High-end spring steel which is uniform in structure, stable in performance, high in strength, good in plasticity, and especially has excellent controlled performance of a surface decarburized layer can be developed by adopting a niobium micro-alloying method and integrating a proper clean steel smelting process, a continuously-cast blank surface defect control technology, a heating furnace fuel and in-furnace atmosphere optimization technology, and the problems such as a complex production process, high alloy cost and low production efficiency in an existing spring steel preparation method are effectively solved.

The invention discloses a C200 strength-grade concrete for a formed steel concrete composite structure, which is composed of 473 parts of cement, 846 parts of fine aggregate, 1054 parts of coarse aggregate, 98.8 parts of water, 19.6 parts of concrete superplasticizer, 1.1 parts of defoaming agent, 84 parts of silicon powder, 123 parts of expanding agent, 7.2 parts of activator and 40 parts of expanding agent. The preparation method comprises the following steps: blending the concrete superplasticizer and activator into weighed water to obtain a mixture, sequentially adding the fine aggregate and 1/3 of the mixture into a stirrer according to parts by weight, and stirring; adding the coarse aggregate and 1/3 of the mixture, and stirring; adding the cement, expanding agent, silicon powder and fly ash, and stirring; and adding the defoaming agent and the rest of mixture, stirring and discharging. The concrete can obviously improve the bonding property between the formed steel and the concrete in a natural state, effectively displays the respective mechanical properties and the synergic working performance of the steel and concrete, greatly enhances the loading capacity, service performance and durability of the structural member, and has high volume stability and economical efficiency.

The invention provides an active coke gas purifying method and a device thereof with high desulfurization and denitrification efficiency, energy conservation, little resistance of a bed layer, high utilization rate of the space in an absorption tower and low construction cost. The device comprises a main feed inlet and a gas main outlet which are arranged at the upper part of the absorption tower, a main discharge outlet and a gas main inlet which are arranged at the lower part of the absorption tower and an active coke bed layer which is positioned in the absorption tower, and the active coke bed layer is tilted and has an included angle Alpha with the vertical line. The method has the following steps: gas enters the active code bed layer from the gas main inlet, gas in the tilted bed layer is flowed to the top from the bottom; active coke simultaneously enters the active coke bed layer from the main feed inlet, the active coke in the tilted bed layer is flowed to the bottom from the top; the gas is exhausted from the gas main outlet after the fully tilted convection contact is formed between the gas and the active coke, and the active coke after the saturation by absorption can be discharged from the main discharge outlet.

The invention discloses concrete with strength grade of C140 used for a profile steel-concrete composite structure. The concrete is characterized by being prepared from cement, fine aggregate, coarse aggregate, water, a water reducing agent, an antifoaming agent, siliceous dust, coal ash(kg/m<3>) in a mixing proportion of 485:660:1,173:117:13:0.7:65:100. A preparation method of the concrete comprises the following steps of: adding the fine aggregate and the water in an amount of which is a half based on the total weight of the used water into a forced mixer according to the weight proportion in turn; uniformly stirring for 1 to 2 minutes; adding the coarse aggregate into the mixer; uniformly stirring for 2 to 4 minutes; adding the cement, the siliceous dust and the coal ash into the mixer; uniformly stirring for 2 to 3 minutes; adding the water reducing agent, the antifoaming agent and the rest water into the mixer; uniformly stirring for 2 to 5 minutes; and discharging to obtain a concrete mixture. The concrete can obviously improve the adhesive property between profile steel and the concrete in a natural state, effectively exert respective capacity and cooperative work performance of both materials, greatly improve the carrying capacity and performance of members, and improve the durability, high volume stability and economy of the members.

An assembled packaging shelf for transporting the unit plates of a curtain wall is disclosed, which solves the problems of the waste of steel after the use of customized shelf, the low working efficiency of forklift and the like existing in the present shelf. The assembled packaging shelf for transporting the unit plates of a curtain wall comprises a bottom fixed seat, vertical columns assembled on the bottom fixed seat, adjusting cross beams, pull rods and a connecting bolt assembly, which is technically characterized in that: the bottom fixed seat is composed of a left bottom cross beam and a right bottom cross beam with bottom legs and connecting insertion cores, as well as the lower adjusting cross beam; the upper vertical column and the lower vertical column compose a split vertical column; insertion holes for hanging and connecting a support plate are distributed at the opposite sides of the upper vertical column and the lower vertical column along a longitudinal direction; the movable pull rod at the bottom end of the upper vertical column and the middle adjusting cross beam compose a middle fixed frame; and the top end of the upper vertical column is fixedly connected with the fixed roll rod and the upper adjusting cross beam to compose a top fixed frame. The assembled packaging shelf for transporting the unit plates of a curtain wall is reasonable in structural design, convenient in adjustment, wide in application range, fast and convenient in bearing and installation for the unit plates of curtain wall, increased in the working efficiency of forklift, steady and safe in transportation, easy in assembly and disassembly, as well as capable of being recovered and reused so as to save steel and decrease packaging cost.

The invention discloses a section-variable crossed circular tube switching steel column. The section-variable crossed circular tube switching steel column comprises an upper circular tube column, a middle conical column, a lower circular crossed column and a steel bracket, wherein the top end of the conical column is welded to the upper circular tube column and the bottom end of the conical column is welded to the circular crossed column; and the steel bracket is welded to the outer surface of the upper circular tube column. The invention also discloses a manufacturing method for the section-variable crossed circular tube switching steel column. By the invention, switching of steel column structural styles on underground and aboveground parts of high buildings is realized; a large quantity of steel materials are saved for the steel structures on the underground parts; and aims of minimizing the section and maximizing the bearing capacity are fulfilled.

The invention discloses a prefabricated bearing platform mounting method and relates to the field of bridge construction. The prefabricated bearing platform mounting method comprises the following steps that a bearing platform and bottom pier bodies are prefabricated in a prefabrication field, and steel pile hole positions are reserved in the bearing platform; the bearing platform is lifted to a pile site by a large floating crane; a pile top guiding device is pre-mounted on steel piles in the pile site before the bearing platform is lifted; after the bearing platform is lifted down and is in place, a carrying pole is arranged on a pile top longitudinal direction adjusting position in a hanging manner, and the horizontal plane of the bearing platform is regulated as required; and the pouring of bottom-sealing concrete of a steel cylinder cofferdam, the water pumping, the binding of reserved hole steel reinforcing bars, and the pouring of reserved hole concrete at non-lifting points and lifting points are sequentially finished, and the steel cylinder cofferdam is detached, so that the mounting of the prefabricated bearing platform is finished. According to the prefabricated bearing platform mounting method disclosed by the invention, a small steel cylinder cofferdam replaces a large bearing platform steel cofferdam, so that the steel material can be effectively saved, the on-water operation time is shortened, and the construction cost is reduced; and meanwhile, the influence of water flow to the construction of the bearing platform is reduced, and the construction quality of the bearing platform is ensured.

The invention discloses a U-shaped steel-concrete composite beam, relates to a composite beam, and solves the problems that the conventional I-shaped steel-concrete composite beam has poor fire resistance and poor overall stability, an outsourcing steel-concrete laminated plate composite beam has low anti-shear bearing capacity, the complete cooperative work of a steel beam and concrete is not guaranteed easily. The U-shaped steel-concrete composite beam comprises a concrete plate, U-shaped steel, a plurality of pieces of angle steel, a plurality of longitudinal stress reinforcing steel bars, a plurality of erect reinforcing steel bars and the concrete; each web plate of the U-shaped steel is fixedly connected with a flange plate which is arranged horizontally; the U-shaped steel and the flange plate are integrated; the plurality of pieces of angle steel are fixedly connected in the U-shaped steel along the length direction of the U-shaped steel; an erect reinforcing steel bar is welded on the side surface of each piece of angle steel; the longitudinal stress reinforcing steel bars are fixedly connected with the corresponding erect reinforcing steel bars along the length direction of the U-shaped steel; the concrete plate is arranged on the top of the U-shaped steel; the reinforcing steel bars in the concrete plate are bent and then extend into the U-shaped steel; the concrete is cast in the U-shaped steel. The U-shaped steel-concrete composite beam is applied to civil engineering construction.

A technology for constructing the prestressed support piles and walls for deep foundation pit is disclosed. Its advantages are less investment, and high effect on preventing the shift deformation of foundation pit periphery.

The invention relates to an overhead cable track and a special track traveling crane thereof, belonging to the transportation technical field. The overhead cable track consists of a lower support system and an upper cable track platform, wherein, the lower support system is fixed on a ground base and the cable track platform is overhung; the cable track platform is a traffic platform composed of an upper track and a lower pre-stressed chord cable; and the track is connected with the chord cable through a plurality of vertical support rods, the whole overhead main body is longitudinally composed of a plurality of span units, and the head and the tail of the pre-stressed chord cable are anchored on the ground by an anchor. The invention further discloses a special track traveling crane which travels on the overhead chord cable, wherein, the track traveling crane is provided with a special wheel disk. In the invention, a cable structure is adopted for supporting transport load, thus the cable structural self-weight can be almost ignored compared with the existing bridge structure, which greatly saves steel and even requires no any concrete; and the track traveling crane can reach thespeed of about 300km/h of a wheel-track train, thus being an efficient, energy-saving and environmental-friendly transportation mode.

The invention relates to an anti-slide tie-steel pipe pile composite structure for repairing a cave-in roadbed and a method, which belong to the technical field of constructional engineering. The anti-slide tie-steel pipe pile composite structure for repairing the cave-in roadbed comprises prefabricated anti-slide ties, a prefabricated steel pipe pile and inhaul cables, wherein the prefabricated anti-slide tie is fixed in a stable soil under a cave-in body; the prefabricated steel pipe pile is arranged at the front edge of the cave-in body and fixed in the stable soil body; the inhaul cable is flatly laid in a fill; and two ends of the inhaul cable are respectively fixed on the prefabricated anti-slide tie and the prefabricated steel pipe pile. The anti-slide tie-steel pipe pile composite structure further comprises geogrids, wherein the geogrids and the inhaul cable are simultaneously laid in the fill; and the two ends of the geogrids are respectively fixed on the prefabricated anti-slide tie and the prefabricated steel pipe pile. The invention further provides a method for repairing the cave-in roadbed by using the anti-slide tie-steel pipe pile composite structure. The whole repairing method is simple in the construction process, the road repairing time is saved, and the method is suitable for roadbed cave-in projects which need to be rapidly repaired. The anti-slide tie-steel pipe pile composite structure for repairing the cave-in roadbed exerts a very good anti-slide supporting and retaining effect and can also preferably reduce roadbed settlement due to being provided with the geogrids.

The invention discloses a concrete with strength grade of C100 for composite structure of section steel reinforced concrete, wherein the mix proportion of the concrete is 450 : 510 :1190 :144 : 12 : 60 : 90 of cement : coarse aggregate : fine aggregate : water : high efficiency water reducing agent : silica fume : fly ash, and the unit is Kg/m3. The concrete has the advantages of good mechanical property (comprises strength property, plasticity property and bonding capacity among the section steels), sound working property, good durability and relatively low cost and is adapted for composite structure of section steel reinforced concrete, further using the concrete can reduce construction procedure, save steels, increase construction efficiency and obtain significant economic benefit.

The invention discloses a bonded post-tensioned prestressed anchoring construction method for a cast-in-place concrete structure. The method comprises the following steps of: manufacturing and placing a steel bar cage, a steel conduit end check valve and cast-in-place concrete to form an underground structure, descending a prestressed steel strand to a design connecting part after the underground structure is molded and reaches the age, and tensioning the steel strand, anchoring and relaxing an end and grouting in a steel conduit by using special equipment, so that a prestressed steel bar is protected, and bonded connection is realized. The problem that a pile and an underground continuous wall bear buoyant force and horizontal force is solved; for the underground continuous wall which bears high bending moment, the problem that the wall on the side with higher bending moment is cracked is solved; steel is saved, the structure is easy and convenient to construct, environment is not polluted, the working surface and the construction period are not influenced, the quality guarantee rate is high, and the prestressed steel strand is inserted in a short time when the concrete is poured; and a bonded prestress applying mode is realized, the prestressed steel strand can be protected, and the durability of the underground structure is guaranteed.

The invention discloses a prefabricated pre-stressed beam member, a fabricated combined frame structure and an installation method of the fabricated combined frame structure. The fabricated combined frame structure comprises prefabricated column members with hollow steel pipes inside, prefabricated pre-stressed beam members, cast-in-place concrete inside the prefabricated column hollow steel pipes, a laminated floor slab prefabricated base plate and laminated surface layer concrete. The middle sections of the hollow steel pipes of the prefabricated column members are covered with concrete, anda beam-column joint zone provided with short H-shaped steel beams is arranged at both ends of each middle section. The prefabricated pre-stressed beam member comprises a concrete laminated pre-stressed beam and interposed H-shaped steel beams at both ends of the pre-stressed beam. The short H-shaped steel beams in the beam-column joint zone and the interposed H-shaped steel beams of the prefabricated pre-stressed beam member are combined by bolt welding or connected by bolting. Joints of the hollow steel pipes of the upper and lower sections of the prefabricated column members are connected by welding. The fabricated combined frame structure integrates the advantages of a steel structure and a prefabricated concrete structure, and has high installation efficiency and good safety, and manpower and material resources are greatly saved.

The invention provides a full-tension cable-strut roof structural system and a construction method thereof. The structure comprises a Levy-type cable dome and a ring-shaped tension entirety, wherein the ring-shaped tension entirety is connected to the edge of the Levy-type cable dome; each middle pressure lever and two outer pressure levers of each group of outer pressure levers are connected to the common pitch point; common cables are connected between the middle pressure levers and the outer pressure levers. The construction method comprises the steps of form finding, assembling and connecting of the common pitch points and the common cables. The structural system and the construction method have the advantages of high material utilization, low construction cost and the like.

The invention provides a self-resetting steel support with a pre-pressing disc spring and a friction damper. The self-resetting steel support comprises a resetting system and a friction energy consumption system, wherein the resetting system comprises a left anchoring plate and a right anchoring plate; a first high-strength bolt and a plurality of second high-strength bolts penetrate the two anchoring plates; the composite combined disc spring is arranged at the position, between the two anchoring plates, of the first high-strength bolt in a penetrating manner; the two ends of the composite combined disc spring are anchored to the left anchoring plate and the right anchoring plate correspondingly; nuts at the two ends are screwed to extrude the left anchoring plate and the right anchoring plate, and therefore pre-tightening force is applied to the composite combined disc spring; the friction energy consumption system comprises a left friction sleeve and a right friction sleeve; the left friction sleeve penetrates the right friction sleeve or the right friction sleeve penetrates the left friction sleeve to form friction, and reciprocating motion and limiting are achieved through connection of a round hole, a long hole in the penetrating direction and a third high-strength bolt; and the interiors of the left friction sleeve and the right friction sleeve which are combined are enough to contain the resetting system. The self-resetting steel support has the beneficial effects that functions can be recovered, stress is reasonable, the structure is simple, and manufacturing is convenient and fast.

The invention discloses a cover die for construction of a composite-section ribbed floor and a construction method thereof. The cover die comprises two cylinders or one cylinder and one box or two boxes, wherein each cylinder is of a cylindrical surrounding body structure of which the upper part and lower part are communicated; the cylinders comprise a cylinder I and/or a cylinder II; each box isof a cavity body structure of which one end is opened and the other end is sealed; the boxes comprise a box I and/or a box II; the cylinder I is sheathed above the exterior of the cylinder II, and/orthe box I is sheathed above the exterior of the cylinder II, and/or the box I is sheathed above the exterior of the box II; a lower flange die cavity of a cast-in-situ concrete rib is formed between the cylinder and/or the box; a web plate die cavity of a cast-in-situ concrete dense rib is formed between the adjacent cylinders and/or the boxes. One of the cover die is reserved in a reinforced concrete prefabricated rib cylinder or box, and the other one is a detachable and repeatedly used cylinder die, or is a prefabricated concrete cylinder reserved in the floor. The cover die is a construction die with the advantages that the production is simple; the construction is convenient; the construction period is short; the manufacturing cost is low; the good use effect is obtained.

The invention discloses a production method of a cold extrusion gear wire rod. Steel comprises the following chemical components in percentage by weight: 0.17-0.23% of C, 0.15-0.35% of Si, 0.80-1.15%of Mn, P not more than 0.015%, S not more than 0.015-0.025%, 1.00-1.30% of Cr, 0.03-0.08% of Ti, Ni not more than 0.25%, Cu not more than 0.20%, B not more than 0.0003%, Mo not more than 0.05%, Al notmore than 0.025%, and the balance of Fe and inevitable impurities. Key process steps comprise smelting, continuous casting, heating, rolling and cooling. The invention creates a low-carbon high-alloying-component design system, and adopts a LF+VD compound refining technology; the produced wire rod can achieve the yield strength above 100 Mpa and the normal-temperature impact toughness above 100 Jin the heat treatment mechanical performances; the terminal hardenability control is stable; each index of the heat treatment after cold extrusion gear molding meets the requirements; the gear deformation condition in the heat treatment cannot occur; and the production method can be widely applied to the mechanical manufacturing and vehicle industry.

The invention discloses an integrated fixation and installation method for a bolt, which comprises the following steps of: assembling U-steel with a bolt hole in pairs into a frame-shaped U-steel fixing mount; determining the central line of each edge and obviously marking the central line; mounting upright poles and cross bars of a rigid bracket on spot; welding the rigid bracket solidly; performing spot welding on a bonding strip preliminarily; horizontally placing the U-steel fixing mount on the cross bars, welding the U-steel fixing mount and the cross bars and fixing the two after the central line of the U-steel fixing mount is consistent with a pre-determined central line; allowing an embedded bolt to penetrate a bolt hole at the bottom; adjusting the height of the top end by using a nut for leveling the top end; bonding and fixing the whole body by using the bonding strip after the alignment is performed completely and the measurement and re-checking show no error. The integrated fixation and installation method for the bolt is simple, feasible, high in efficiency and reliable in construction equality, can be performed under a plurality of conditions and increase the working efficiency by at least four times, greatly saves cost and improves production efficiency.

The invention discloses a jacket offshore wind turbine foundation with brackets. The jacket offshore wind turbine foundation with the brackets comprises a jacket, foundation piles, bracket flanges and the construction brackets, wherein the foundation piles are arranged in guide pipes of the jacket and extend to be embedded into a foundation; the bracket flanges are arranged on the guide pipes; and the construction brackets are connected with the guide pipes through the bracket flanges. According to the jacket offshore wind turbine foundation with the brackets, a temporary supporting system is formed through auxiliary piles constructed in advance, the jacket is placed on the supporting system in a suspended mode through the construction brackets, then the guide pipes of the jacket serve as a positioning guiding device so that the foundation piles can be piled, and finally grouting connection is conducted on the foundation piles and the guide pipes. By the adoption of the jacket offshore wind turbine foundation with the brackets, structure fixing and stabilizing of the suspended jacket during the construction period are achieved; positioning, guiding, pile clamping and the like of offshore construction of the foundation piles are achieved; and in addition, the height of the jacket can be reduced, and steel materials are saved. The structure is easy and convenient to construct, good in feasibility and suitable for areas with large water depths and thick covering layers and has broad application prospects in offshore wind power projects. The invention further discloses a construction method of the jacket offshore wind turbine foundation with the brackets.

The invention provides a construction method of a deep water pile foundation without steel pile casings. The construction method comprises the following steps that (1) a covering layer and sludge on a riverbed at a pier position are cleaned, and rock of the riverbed is completely exposed; (2) a steel cofferdam is placed downwards at the pier position; (3) underwater bottom sealing concrete is poured in the steel cofferdam, and pouring is paused when the bottom sealing concrete is poured by 50cm lower than a preset height; (4) after the bottom sealing concrete reaches the design strength, water in the steel cofferdam is completely pumped out, lofting of bored pile positions is conducted in the steel cofferdam, and meanwhile lofting of steel pipe pile positions used for setting-up of a drilling platform is conducted; (5) drill guide steel pile casings with the height of 150cm are installed at the bored pile positions, steel pipe piles are installed at the steel pipe pile positions, the scale height of the top of each steel pipe pile is arranged in the mode that the top of each steel pipe pile is flush with the top of the steel cofferdam, and then the remaining portion, with the height of 50 cm, of the bottom sealing concrete is poured; (6) lower supporting is conducted by the steel pipe piles and the steel cofferdam, and the drilling platform is set up; (7) drilling machines are placed in position to conduct drilling.