CN112084552A

CN112084552A - Serial computerized combined modeling method for continuous casting circulating water pump room equipment foundation

Info

Publication number: CN112084552A
Application number: CN202010702828.7A
Authority: CN
Inventors: 宋赛中; 安吉福; 张婷; 张书峰; 金辽东; 赵建
Original assignee: China MCC20 Group Corp Ltd
Current assignee: China MCC20 Group Corp Ltd
Priority date: 2020-07-20
Filing date: 2020-07-20
Publication date: 2020-12-15
Anticipated expiration: 2040-07-20
Also published as: CN112084552B

Abstract

The invention provides a serial electric computation combined modeling method for continuous casting circulating water pump room equipment foundation, which comprises the following steps: establishing a base bottom plate primitive of a continuous casting circulating water pump room with a special-shaped area section; drawing continuous casting circulating water pump room wall primitives on the continuous casting circulating water pump room foundation bottom plate primitives; arranging and adjusting the stressed steel bar bent anchor between the foundation slab and the rectangular bearing platform; arranging and adjusting the steel bars in the unequal-side three-pile bearing platform; arranging and adjusting the reinforcing steel bars in the overlapped foundation; drawing a cable trench primitive on the primitive of the foundation slab, and arranging and adjusting the reinforcing steel bars in the cable trench; and drawing the double-layer bidirectional stress reinforcing steel bars on the bottom slope primitive. According to the invention, after the unconventional structure in the continuous casting circulating water pump room equipment foundation is subjected to electric calculation combined modeling, the steel bars are finely adjusted, the calculation of the reinforced concrete template is completed at the same time through one-time electric calculation modeling, the defects of repeated calculation and calculation omission are avoided, and an accurate basis is provided for construction, binding and the like depending on a BIM model.

Description

Serial computerized combined modeling method for continuous casting circulating water pump room equipment foundation

Technical Field

The invention relates to the technical field of building construction, in particular to a serial computer combined modeling method for continuous casting circulating water pump house equipment foundations.

Background

With the development of society, the engineering cost industry is more and more emphasized, and is embodied in the aspects of social economy and life, namely the engineering cost is paid unprecedented attention by government investment projects, enterprise investment projects, external investment projects, personal investment projects and engineering contractors. At present, no matter investment estimation, approximate calculation, budget and settlement are closely related to the engineering quantity, and no engineering cost exists independently of the engineering quantity, so that strong attention needs to be paid to basic calculation work which is extremely important in engineering cost management to determine and control the engineering cost. Under the era background of the vigorous development of the application of the BIM technology, the fusion of the traditional engineering cost and the BIM technology is a great trend and is also a necessary condition for making the fine engineering calculation. Various BIM modeling calculation amount software in the current market is in a hundred-flower buzz state, and is mainly developed and optimized for building construction engineering. In addition, due to the fact that the BIM modeling computation amount software of the current metallurgical industrial engineering, municipal engineering and the like has software technology development problems or software engineers do not deeply know relevant professional engineering specifications and rules and the like, the development of the functions of the professional engineering BIM modeling software is not thorough, and the actual use requirements of engineering participants cannot be met.

Disclosure of Invention

In view of the above, the invention provides a basic serialized computerized combined modeling method for continuous casting circulating water pump room equipment, and aims to solve the problems that the engineering workload of the current continuous casting circulating water pump room equipment is huge and accurate calculation is difficult.

The invention provides a serial electric computer combined modeling method for continuous casting circulating water pump room equipment foundations, which is characterized by comprising the following steps of 1, establishing a continuous casting circulating water pump room foundation bottom plate primitive with a special-shaped area section; step 2, after the arrangement and adjustment of stress steel bars between the plate strips of the foundation slab and the wall of the continuous casting circulating water pump room are carried out, drawing the wall primitives of the continuous casting circulating water pump room on the primitives of the foundation slab of the continuous casting circulating water pump room; step 3, drawing a rectangular bearing platform primitive on the foundation slab primitive of the continuous casting circulating water pump room, and arranging and adjusting the stressed steel bar bent anchor between the foundation slab and the rectangular bearing platform; step 4, drawing inequilateral three-pile bearing platform primitives on the primitives of the foundation slab of the continuous casting circulating water pump house, and arranging and adjusting the reinforcing steel bars in the inequilateral three-pile bearing platform; step 5, drawing overlapped foundation primitives on the foundation base plate primitives, and arranging and adjusting the reinforcing steel bars in the overlapped foundations; step 6, drawing a cable trench primitive on the foundation slab primitive, and arranging and adjusting the reinforcing steel bars in the cable trench; and 7, drawing a bottom slope primitive on the outer edge of a cast-in-place top plate of the continuous casting circulating water pump room on the primitive of the foundation bottom plate, and drawing double-layer bidirectional stress reinforcing steel bars on the bottom slope primitive.

Further, in the above method for modeling of a basic series of electric computers for a continuous casting circulating water pump house, the step 2 further includes: arranging and adjusting stressed steel bars between the constraint edge construction wall and the bottom of the foundation slab band; arranging and adjusting the stressed steel bars at the bottoms of the intermediate construction wall and the foundation slab band; arranging and adjusting the plate strip stressed steel bars of the foundation slab with the height difference variable cross section; and arranging and adjusting the plate strip stressed steel bars between the overhanging structure at the end part of the foundation slab and the foundation slab.

Further, in the above-mentioned serial electric computation combined modeling method for the foundation of the continuous casting circulating water pump house equipment, in the step of arranging and adjusting the stressed reinforcing steel bars between the constraint edge structural wall and the bottom of the foundation slab band, the primitives of the stressed reinforcing steel bars of the bottom slab band are respectively drawn according to the structural forms of different sections in the design drawing, and after the bending length of the reinforcing steel bars is adjusted, the summarized computation and locking are performed.

Further, in the above method for serially and electrically computing and assembling the foundation of the continuous casting circulating water pump house, the step of arranging and adjusting the stressed steel bars between the intermediate structural wall and the bottom of the slab band of the foundation further comprises: dividing the primitive of the foundation slab into a left part and a right part according to a drawing; respectively adjusting the primitives of the left base plate according to different elevations on a drawing to form a left constraint edge structure, drawing the primitives of the plate belt stress reinforcing ribs positioned at different elevations in the primitives of the left base plate according to a profile structure form on the drawing, and summarizing and calculating the primitives of the locking plate belt stress reinforcing ribs after setting and adjusting the bending lengths of the plate belt stress reinforcing ribs; respectively adjusting the primitives of the right base plate according to different elevations on a drawing to form a right constraint edge structure, drawing the primitives of the plate strip stress reinforcing ribs positioned at different elevations in the primitives of the right base plate according to a profile structure form on the drawing, and summarizing and calculating the primitives of the locking plate strip stress reinforcing ribs after setting and adjusting the bending lengths of the plate strip stress reinforcing ribs; and merging and recovering the sections of the divided primitives, completing the combined computer modeling and the steel bar arrangement adjustment of the plate strip between the middle construction wall of the foundation slab and the bottom of the plate strip of the foundation slab, and ensuring the volume of the concrete and the computer quality of the engineering quantity of the steel bar template.

Further, in the above method for serially computing and assembling the foundation of the continuous casting circulating water pump house, the step of arranging and adjusting the stressed steel bars of the foundation slab band with the height difference variable cross section further includes: dividing the base bottom board primitive into a left base primitive and a right base primitive at a variable cross section according to the reinforcement arrangement form of a high-difference cross section node on a drawing; drawing a primitive of the base bottom plate stress reinforcing ribs in the left base primitive according to the arrangement range of a drawing, and summarizing and calculating to lock the primitive of the left plate stress reinforcing ribs after adjusting the bending and straight lengths of the stress reinforcing ribs; drawing a primitive of the base plate and strip stress reinforcing ribs in the right base primitive according to the layout range of a drawing, and summarizing and locking the primitive of the right plate and strip stress reinforcing ribs after adjusting the bending and straight lengths of the stress reinforcing ribs; and combining the primitives on the left side and the right side, setting the cross sections of the primitives according to the cross section form of a drawing, completing combined computer modeling and fine adjustment of the steel bars of the height difference variable cross section foundation slab band, and ensuring the volume of the concrete and the electric computing quality of the engineering quantity of the steel bar template.

Further, in the above method for serially computing and assembling the foundation of the continuous casting circulating water pump house, the step of arranging and adjusting the stressed steel bars of the plate strip between the overhanging structure at the end of the foundation slab and the foundation slab further includes: adjusting the overhanging primitives at the end part of the foundation bottom plate to the outer edge of the outer wall according to a drawing to form constrained edge structure primitives; and setting the bending length of the plate strip stress reinforcing ribs on the constraint edge structure primitive according to the layout range of a drawing, drawing the plate strip stress reinforcing ribs, summarizing, calculating and locking the plate strip stress reinforcing rib primitive, and recovering the primitive extending out of the end part of the foundation bottom plate.

Further, in the above method for modeling of a basic series of electric computers for a continuous casting circulating water pump house, step 3 further includes: establishing a rectangular bearing platform component on the foundation slab primitive; drawing the rectangular bearing platform graphic primitive and forming a bottom height difference with the foundation baseplate graphic primitive; drawing double-layer bidirectional stressed steel bars on the primitive of the rectangular bearing platform, setting the top stressed steel bar anchoring to be zero, and setting the bottom stressed steel bar according to the drawing profile structure form to adjust the length of the bent anchor.

Further, in the above method for modeling the continuous casting circulating water pump house equipment by combining basic series of electric computers, the step 4 further includes: building a inequilateral three-pile cap component on the primitive of the foundation slab and drawing the inequilateral three-pile cap primitive; respectively defining the arrangement ranges of the stressed steel bars along three preset directions of the edge of the unequal three-pile bearing platform; drawing the upper and lower stressed steel bar primitives of the unequal-side three-pile bearing platform within the arrangement range of the stressed steel bars in the three directions, and adjusting the length of the bent anchor to be zero.

Further, in the above method for modeling a basic series of electric computers of a continuous casting circulating water pump house, the step 5 further includes: newly building a foundation component, drawing the foundation component on the foundation base plate primitive to form an overlapped foundation primitive, drawing a double-layer bidirectional stress steel bar in an overlapped bottom foundation, adjusting the end bending of the double-layer bidirectional stress steel bar to be zero, and summarizing, calculating and locking the double-layer bidirectional stress steel bar; dividing the bottom foundation primitive according to the range of the upper foundation, and adjusting the height of the section to form a height difference between the upper foundation and the bottom foundation; drawing a top stressed steel bar primitive of the upper foundation and enabling the top stressed steel bar to form standard anchoring at a height difference section; building a foundation pier side wall distribution rib component on the wall body primitive; drawing the base pier side wall distribution rib primitives, and summarizing, calculating and locking the base pier side wall distribution rib primitives.

Further, in the above method for modeling of a basic series of electric computers for a continuous casting circulating water pump house, the step 7 further includes: building a cast-in-place plate member on the foundation slab primitive; drawing a primitive of the cast-in-place plate, editing the attribute of a slope at the bottom of the edge of the cast-in-place plate, and setting a slope height difference; and drawing double-layer bidirectional stressed steel bars on the primitive of the cast-in-place plate.

According to the invention, after the unconventional structure in the continuous casting circulating water pump room equipment foundation is subjected to electric calculation combined modeling, the steel bars are finely adjusted, the calculation of the reinforced concrete template is completed at the same time through one-time electric calculation modeling, the defects of repeated calculation and calculation omission are avoided, an accurate basis is provided for construction and binding operation depending on a BIM model, the budget period is shortened, and the calculation quality of engineering quantity is improved.

Drawings

Various other advantages and benefits will become apparent to those of ordinary skill in the art upon reading the following detailed description of the preferred embodiments. The drawings are only for purposes of illustrating the preferred embodiments and are not to be construed as limiting the invention. Also, like reference numerals are used to refer to like parts throughout the drawings. In the drawings:

fig. 1 is a schematic flow chart of a basic serialized computer-aided modeling method for continuous casting circulating water pump house equipment according to an embodiment of the invention;

FIG. 2 is a schematic diagram illustrating elevation cross-section adjustment drawn by a base plate computer model of a circulation water pool according to an embodiment of the present invention;

FIG. 3 is a diagram of wall module primitives in an embodiment of the present invention;

FIG. 4 is a schematic diagram of the embodiment of the invention in which the length of the bent anchor and the anchoring form are finely adjusted by the steel bars to meet the requirements of design specifications;

FIG. 5 is a top view of a foundation column reserved joint bar in an embodiment of the present invention;

FIG. 6 is a front view of a reserved dowel of a foundation column according to an embodiment of the present invention;

FIG. 7 is a diagram illustrating editing of a corner rib attribute according to an embodiment of the present invention;

FIG. 8 is a schematic diagram illustrating an arrangement of longitudinal ribs extending into a foundation node according to an embodiment of the present invention;

FIG. 9 is a schematic view of 4 angle bars anchored into the base and bent 150mm in the embodiment of the invention;

FIG. 10 is a schematic view of an anchoring Lae in which 13 corner ribs are anchored into a foundation in the embodiment of the present invention;

FIG. 11 is a diagram illustrating a result of performing combined modeling by using column-reserved dowels according to an embodiment of the present invention;

FIG. 12 is a schematic diagram illustrating the arrangement of the stressed steel bars of the middle plate strip on the first cross-sectional view of the wall and the foundation slab in the embodiment of the present invention;

FIG. 13 is a schematic diagram illustrating the arrangement of the stressed steel bars of the middle plate strip on the second cross-sectional view of the wall and the foundation slab in the embodiment of the present invention;

FIG. 14 is a schematic structural diagram of a left-side foundation slab forming an edge construction primitive satisfying a rebar placement condition according to an embodiment of the present invention;

FIG. 15 is a schematic diagram illustrating that an edge structure primitive formed by a right-side foundation slab meets a rebar placement condition in an embodiment of the invention;

FIG. 16 is a schematic diagram of the left plate strip stressed steel bar bending length drawing node of the embodiment of the invention completely achieving the synchronization with binding and sample turning;

FIG. 17 is a schematic diagram of synchronization of the complete consistency of binding and sample turning of a drawing node of the bending length of the stressed steel bar of the right plate strip in the embodiment of the invention;

FIG. 18 is a schematic structural diagram of a wall foundation slab and slab band combined modeling model consistent with a steel bar and a drawing node in the embodiment of the invention;

FIG. 19 is a schematic diagram of a split left plate strip force stiffener in a base mat primitive in accordance with an embodiment of the present disclosure;

FIG. 20 is a schematic diagram of a right side plate strip stress stiffener separated from a foundation mat primitive in accordance with an embodiment of the present invention;

FIG. 21 is a schematic diagram showing a variable cross-section of a foundation slab, a plate strip stressed steel bar primitive and a drawing in accordance with the embodiment of the present invention;

FIG. 22 is a schematic diagram of the embodiment of the present invention in which the stressed steel bars of the base slab band are refined and adjusted to be consistent with the drawing;

FIG. 23 is a schematic view of conditions created by adjusting a foundation slab model with an overhanging structure at the end part to bend and anchor plate and strip reinforcing ribs in the embodiment of the invention;

FIG. 24 is a schematic view showing that the bending anchoring of the plate strip reinforcing ribs of the foundation slab with the overhanging structure at the end part is consistent with that of the node in the drawing in the embodiment of the invention;

FIG. 25 is a schematic diagram of the embodiment of the present invention in which the stressed steel bars on the top of the rectangular bearing platform are consistent with the drawing;

FIG. 26 is a schematic diagram of a portion of an interface for a summary calculation in a graph of a rectangular bearing platform according to an embodiment of the present disclosure;

FIG. 27 is a schematic view of the embodiment of the present invention in which the stressed steel bars at the bottom of the rectangular bearing platform meet the requirements of the joints;

FIG. 28 is a schematic diagram illustrating a layout range of stressed steel bars of a inequilateral bearing platform according to an embodiment of the present invention;

FIG. 29 is a three-dimensional effect diagram of upper and lower stressed steel bars in a inequilateral bearing platform in the embodiment of the present invention;

FIG. 30 is a schematic diagram of drawing a foundation pier sidewall horizontal rib primitive in a foundation pier primitive according to an embodiment of the present invention;

FIG. 31 shows a cross-sectional structure and a reinforcement pattern of a cable trench according to an embodiment of the present invention;

FIG. 32 is a fine adjustment diagram of the bending arrangement of the stressed steel bars at the bottom of the foundation slab in the embodiment of the invention;

FIG. 33 is a diagram illustrating an adjustment of the top stress bars of the foundation slab in accordance with an embodiment of the present invention;

FIG. 34 is a model of a combination of base plate primitives and wall element primitives in accordance with an embodiment of the present invention;

FIG. 35 is a bottom slope editing setup view of a cast-in-place slab in accordance with an embodiment of the present invention;

fig. 36 is a bottom slope primitive of an edge of a cast-in-place slab according to an embodiment of the present invention;

FIG. 37 is a plan view of a double layer of stressed steel bars on top of a cast-in-place slab in an embodiment of the present invention;

FIG. 38 is a schematic view of double-layer stressed steel bars on the top of a cast-in-place slab according to an embodiment of the present invention.

Detailed Description

Exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. While exemplary embodiments of the present disclosure are shown in the drawings, it should be understood that the present disclosure may be embodied in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the disclosure to those skilled in the art. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict. The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings.

Referring to fig. 1, the basic serial computer combined modeling method for the continuous casting circulating water pump house equipment of the embodiment of the invention comprises the following steps:

and step S1, establishing a base bottom plate primitive of the continuous casting circulating water pump room with the special-shaped area cross section.

Specifically, the foundation slab components are respectively established according to the structural form; gradually drawing BIM (building information modeling) electric computing primitives according to the elevation of the section form; and setting and adjusting the height difference of the cross section to ensure that the BIM electrical calculation primitive is completely consistent with the drawing.

In specific implementation, referring to fig. 2, the raft FB- (foundation slab) thickness of foundation slab components is 650mm, the FB- (CT3) thickness is 1300mm, the foundation slab is drawn according to the foundation range of the drawing, the top elevation of the foundation is adjusted to-2000 mm, -3000mm, -3500mm, the section form is set according to the drawing editing height difference, and the BIM electric calculation model is gradually drawn according to the elevation of the drawing.

In step S1, the method further includes: and arranging and adjusting the reserved dowel bars during one-time pouring of the foundation slab. The method specifically comprises the following steps:

(1) building wall module components, and editing attribute and reinforcing steel bar information, such as reinforcing steel bar forms of horizontal stressed reinforcing steel bars, longitudinal stressed reinforcing steel bars and the like (as shown in fig. 3) according to drawing requirements in an editing column.

(2) Drawing the top elevation of the wall module graphics primitives higher than the preset height of the foundation slab step by step according to different elevations, summarizing and calculating to keep consistent with the drawing and the nodes, and finely adjusting and setting the bending anchor length and the anchoring form of the reinforcing steel bars to meet the requirements of design specifications (as shown in figure 4).

It can be seen that the wall reserved joint bar computer modeling starts to reserve by the top elevation +500mm of the foundation bottom plate, and meanwhile, the reserved space for installing the water stop plate is consistent with the construction, and an accurate basis is provided for the feed rate report.

Step S1 further includes: the fine adjustment of the reserved dowel bars and the anchoring arrangement of the dowel bars are carried out on the foundation baseboard columns, and the step specifically comprises the following substeps:

(1) referring to fig. 5 and 6, a corner rib 3 and a side rib 4 are constructed, and attribute editing and node setting are performed on the corner rib 3 and the side rib 4, respectively.

The property editing of the angle rib 3 comprises the following steps: the number and size of the said angle ribs 3, and the relative distribution position of each said angle rib 3. And editing the quantity and the size of the angle ribs 3 according to the actual requirements of a drawing, and then setting the relative distribution positions of the angle ribs 3. In the present embodiment, the number of the corner ribs 3 is at least four, and taking four corner ribs 3 as an example, the four corner ribs 3 are respectively disposed at four corners of a rectangle (it should be understood that the rectangle is not a specific structure, but is for better describing the relative distribution positions of the four corner ribs 3).

Then carry out the node setting to angle muscle 3, to the node setting of angle muscle 3 includes at least 3 anchor of angle muscle are gone into the basic bottom and are buckled preset length. Through right the node setting of angle muscle 3 has realized that angle muscle 3 anchors into basic bottom and has buckled preset length.

The editing of the properties of the edge beads 4 comprises the following steps: the number and size of the said edge ribs 4, and the relative distribution position of each said edge rib 4. Similarly, set up according to the drawing actual demand the quantity and the size of beads 4, in this embodiment, each bead 4 is located each the edge of the rectangle that angle muscle 3 formed respectively, every edge sets up a plurality of promptly beads 4, and each angle muscle 3 and each 4 parallel arrangement of bead.

And then, node setting is carried out on the edge rib 4, wherein the node setting of the edge rib 4 at least comprises that the edge rib 4 extends into the foundation anchor Lae, so that the edge rib 4 extends into the foundation anchor Lae (see fig. 7 and 8).

(2) And setting basic elevations for the corner ribs 3 and the side ribs 4 respectively, and performing summary calculation respectively. The base elevation comprises a base bottom elevation and a base top elevation.

Specifically, the basic elevations of the corner ribs 3 and the side ribs 4 are set as default values, in this embodiment, according to the drawing requirements, the corner ribs 3 are set at preset basic positions in the first step, then the corner ribs 3 are subjected to summary calculation, then the corner ribs 3 are locked, and the corner ribs are moved out of the preset basic positions; and secondly, setting the edge ribs 4 at the preset basic positions, performing summary calculation on the edge ribs 4, and locking the corner ribs 3. For example, referring to fig. 9, the default of the elevation of the arranged angle bars is-1500 mm of the base bottom elevation and-500 mm of the base top elevation, the summary calculation of the arranged angle bars and the bending of 4 angle bars anchored into the base bottom are carried out according to the column range marked by the drawing. Referring to fig. 10, at the same position, the default base bottom elevation-1500 mm and the default base top elevation-500 mm of the edge bar elevation are arranged, and 13 edge bars are locked and stretched into the base anchoring Lae in a summarizing and calculating mode.

Through the summarizing calculation of the corner rib 3 and the edge rib 4, the refined calculation amount of the corner rib 3 and the edge rib 4 is realized.

(3) Adjust respectively the angle muscle 3 with the boundary bar 4 the basis elevation makes angle muscle 3 with the combination of boundary bar 4. The method of combining the corner bead 3 and the side bead 4 is: and (3) moving the angle rib 3 which is moved out of the preset base position in the step two back to the preset base position (as shown in fig. 11).

The purpose of adjusting the basic level of the corner bead 3 and the side bead 4 is: the combination of the corner rib 3 and the edge rib 4 is realized, and the relative position relation of the corner rib 3 and the edge rib 4 is adjusted, so that the actual position relation of the corner rib 3 and the edge rib 4 in the drawing is realized.

It can be seen that the corner ribs 3 and the edge ribs 4 are respectively constructed, then the attribute editing and node setting are respectively carried out on the corner ribs 3 and the edge ribs 4, the summary calculation and the locking are respectively carried out, and finally the corner ribs 3 and the edge ribs 4 are combined. The angle rib 3 stretches into the bottom of the foundation and is bent for the preset length, and the edge rib 4 stretches into the foundation anchoring Lae, so that the fine calculation amount of the steel bar of the reserved inserted steel bar of the foundation column formed by combining the angle rib 3 and the edge rib 4 is reduced, the manual calculation period is shortened, a solid and accurate foundation is provided for later construction blanking, and a method is provided for fine calculation amount modeling of software.

It can be seen that, in step S1, the BIM computer model is completely consistent with the drawing through the sequential modeling in segments and the setting of section adjustment, so as to ensure the computer modeling quality of the concrete module, i.e. the adjustment primitives can be set according to the design requirements of the travel rule of the reinforcement bar in the foundation, thereby creating conditions for the stressed steel bar bending anchor.

And step S2, after the arrangement and adjustment of the stress steel bars between the plate strips of the foundation slab and the wall of the continuous casting circulating water pump room, drawing the wall primitives of the continuous casting circulating water pump room on the primitives of the foundation slab of the continuous casting circulating water pump room.

Specifically, the step S2 further includes the following sub-steps:

and a substep S21 of arranging and adjusting the stressed steel bars between the constraint edge structure wall and the bottom of the base slab band. And respectively drawing the primitive of the bottom plate belt stressed reinforcing rib according to the structural forms of different sections in the design drawing, and performing summary calculation and locking after adjusting the bending length of the reinforcing steel bar.

Taking fig. 12 as an example, the bottom plate strip stress reinforcing ribs at the first section (section 4-4) are arranged according to the drawing, specifically, wall-containing parts are arranged in the range of 2500mm according to the mode of c20@150, the wall-containing parts are bent upwards by 1400mm (overhanging length) +650mm (bottom plate thickness) and the base plate thickness is 2010mm, and the protection layers are summarized, calculated and locked.

Taking fig. 13 as an example, the bottom plate belt stress reinforcing ribs at the second section (section 5-5) are arranged according to the drawing, specifically, wall-containing parts with the range of 2500mm are arranged according to the mode of c20@150, the wall-containing parts are bent upwards to the range of 1700mm +650mm, the base plate is thick, the thickness is equal to 40mm, and the protective layers 2310mm are gathered, calculated and locked.

And a substep S22 of arranging and adjusting the stressed steel bars at the bottoms of the intermediate construction wall and the foundation slab band.

Specifically, the step specifically includes the following substeps:

and a substep S221, dividing the primitive of the base bottom plate into a left part and a right part according to a drawing.

During specific implementation, the primitives of the foundation bottom plate are respectively divided into the left foundation bottom plate and the right foundation bottom plate according to a drawing, conditions are created for arranging and bending the reinforcing steel bars, and edge structures are formed at two positions with the top elevations of-200 mm and-3000 mm respectively.

And a substep S222, respectively adjusting the primitives of the left base plate according to different elevations on the drawing to form a left constrained edge structure, drawing the primitives of the plate belt stressed reinforcing ribs positioned at different elevations in the primitives of the left base plate according to a section structure form on the drawing, and summarizing and calculating the primitives of the locked plate belt stressed reinforcing ribs after setting and adjusting the bending lengths of the plate belt stressed reinforcing ribs.

In specific implementation, referring to fig. 14 and 16, the elevation of the left middle plate strip model is arranged and adjusted to be 2000mm, the bending length is set according to the arrangement range defined in the model by the drawing, the arrangement range of the plate strip stress steel bars (c20@150) is drawn to be 2500mm, the plate strip stress steel bars are bent into the upper wall for 2010mm, and the plate strip stress steel bars are gathered and calculated to be locked, so that the plate strip stress steel bars are consistent with the drawing nodes.

Arranging and adjusting the elevation of the left middle plate belt model to be-3000 mm, setting the bending length according to the arrangement range defined by a drawing in the model, drawing the arrangement range of the plate belt stressed steel bars (c20@150) to be 2500mm, bending the plate belt stressed steel bars towards the interior of the upper wall for 2310mm, summarizing and calculating the locked stressed steel bars, and enabling the plate belt stressed steel bars to be consistent with the drawing nodes.

And a substep S223 of respectively adjusting the primitives of the right base plate according to different elevations on the drawing to form a right constrained edge structure, drawing the primitives of the plate strip stress reinforcing ribs at different elevations in the primitives of the right base plate according to a section structure form on the drawing, and summarizing and calculating the primitives of the locking plate strip stress reinforcing ribs after setting and adjusting the bending lengths of the plate strip stress reinforcing ribs.

Referring to fig. 15 and 17, the elevation of the right middle plate strip model is arranged and adjusted to be-2000 mm, the bending length is set according to the arrangement range defined in the model by the drawing, (c20@150) the arrangement range is 2500mm, the plate strip is bent inwards to be 2010mm, the locking stress steel bars are summarized and calculated, and the plate strip stress steel bars are consistent with the drawing nodes.

Arranging and adjusting the elevation of the right middle plate belt model to be 3000mm, setting the bending length according to the arrangement range defined by a drawing in the model, (c20@150) bending the plate belt model to be 2310mm towards the interior of the upper wall within the arrangement range of 2500mm, and summarizing and calculating to lock the plate belt stressed steel bars, wherein the plate belt stressed steel bars are consistent with the drawing nodes.

And a substep S224, combining and recovering the sections of the divided primitives, completing the combined computer modeling and the steel bar arrangement adjustment of the plate strip between the middle construction wall of the foundation slab and the bottom of the plate strip of the foundation slab, and ensuring the computer quality of the concrete volume and the steel bar template engineering quantity. Referring to fig. 18, the model for modeling the plate and strip combination of the wall foundation and the base plate is consistent with the nodes of the reinforcing steel bars and the drawing.

And a substep S23, arranging and adjusting the plate strip stress steel bars of the foundation slab with the height difference variable cross section.

Specifically, the step specifically includes the following substeps:

and a substep S231 of dividing the base bottom board primitive into a left base primitive and a right base primitive at the variable cross section according to the reinforcement form of the high-difference cross section nodes on the drawing.

In the concrete implementation, the left and right computer models are respectively divided and adjusted in the form of node section reinforcing bars, and conditions are created for fine adjustment and bending of the itemized arranged reinforcing bar anchors, such as the left base bottom plate with the elevation of-3000 mm and the right base bottom plate with the elevation of-3500 mm.

And a substep S232, drawing a primitive of the base bottom plate strip stress reinforcing ribs in the left base primitive according to the layout range of the drawing, and summarizing and calculating to lock the primitive of the left plate strip stress reinforcing ribs after adjusting the bending and straight lengths of the stress reinforcing ribs.

Referring to fig. 19, in the left base model, an arrangement range is defined in the model according to a drawing, the plate strip stressed steel bars are drawn according to the bending length, and the arrangement range is 2500mm and is 2310mm when the plate strip stressed steel bars are bent towards the interior of the upper wall according to the c20@150 mode.

And a substep S233, drawing a primitive of the base bottom plate strip stress reinforcing ribs in the right base primitive according to the layout range of the drawing, and summarizing and calculating to lock the primitive of the right plate strip stress reinforcing ribs after adjusting the bending and straight lengths of the stress reinforcing ribs.

Referring to fig. 20, in the right basic model, the bending length is set according to the arrangement range defined in the model by the drawing, the plate strip stressed steel bar is drawn, and the arrangement range is 2500mm, and the plate strip stressed steel bar is bent 1810mm towards the interior of the upper wall according to the mode of c20@ 150.

And a substep S234 of combining the primitives on the left side and the right side, setting the section of the primitive according to the section form of a drawing, completing combined computer modeling and fine adjustment of the steel bar of the height difference variable-section foundation slab band, and ensuring the computer quality of the concrete volume and the steel bar template engineering quantity.

Referring to fig. 21 and 22, the divided primitive models are combined and adjusted, the primitive sections are set according to the drawing section form, combined computer modeling and steel bar fine adjustment of the height difference variable section foundation slab band are completed, the primitives are recovered, and the concrete volume and the steel bar template engineering quantity computer quality are ensured.

And a substep S24, arranging and adjusting the plate strip stress steel bar between the overhanging structure at the end part of the foundation slab and the foundation slab.

The method specifically comprises the following substeps:

and a substep S241 of adjusting the overhanging primitives at the end part of the foundation slab to the outer edge of the outer wall according to the drawing to form the constrained edge structural primitives.

Specifically, the end overhanging primitive is adjusted to the outer edge of the outer wall to create conditions for anchoring and bending the plate and the stressed rib (as shown in fig. 23).

And a substep S242, setting the bending length of the plate strip stress reinforcing ribs on the constraint edge structure primitive according to the drawing layout range, drawing the plate strip stress reinforcing ribs, summarizing, calculating and locking the plate strip stress reinforcing rib primitive, and recovering the primitive extending out of the end part of the foundation slab (as shown in the left drawing of FIG. 23). In this step, the bending and anchoring of the foundation slab band reinforcing ribs of the end overhanging structure are consistent with those of the nodes in the drawing (as shown in fig. 24).

In step S2, the plate strip reinforcing ribs are drawn on the constrained edge primitive, the primitives such as the middle plate strip primitive, the elevation plate strip primitive, the overhanging plate strip and the like are edited and adjusted in advance to be the constrained edge primitive, the plate strip reinforcing ribs are drawn on the constrained edge primitive, the plate strip reinforcing rib primitives are summarized, calculated and locked, and the adjusted primitives are adjusted and recovered.

And step S3, drawing a rectangular bearing platform primitive on the foundation slab primitive of the continuous casting circulating water pump room, and arranging and adjusting the stressed steel bar bent anchor between the foundation slab and the rectangular bearing platform.

Step S3 further includes the following sub-steps:

and a substep S31 of building a rectangular cap member on the foundation base plate primitive.

For example, a rectangular bearing platform member is newly built, the cross section 2600mm x 3700mm of the member is edited according to the dimension of the bearing platform arrangement range on the drawing, the height 1300mm of the bearing platform is edited, the stress steel bar c25@150 on the top of the editing bearing platform is bent to be zero, and the concrete volume is zero, so that repeated calculation is avoided (as shown in fig. 26).

And a substep S32, drawing the rectangular bearing platform primitive and forming a bottom height difference with the base bottom plate primitive.

For example, newly building a foundation slab component, and adjusting the height to 1300mm according to a drawing and the top elevation to-3000 mm.

And a substep S33, drawing double-layer bidirectional stressed steel bars on the primitive of the rectangular bearing platform, setting the top stressed steel bar anchoring to be zero, and setting the bottom stressed steel bar according to the sectional structure form of the drawing to adjust the bending anchor length.

For example, the bottom stressed steel bars c25@150 are drawn and arranged on the foundation slab member, the length of the bent anchor is set, other stressed steel bars are arranged step by step according to the conventional method, and the fine adjustment of the steel bars of the foundation slab bearing platform is completed, so that the bottom stressed steel bars of the rectangular bearing platform meet the node requirements (see fig. 25).

And step S4, drawing inequilateral three-pile bearing platform primitives on the primitives of the foundation slab of the continuous casting circulating water pump room, and arranging and adjusting the reinforcing steel bars in the inequilateral three-pile bearing platform.

Step S4 further includes:

and a substep S41, newly building a scalene three-pile cap component on the primitive of the foundation slab and drawing the scalene three-pile cap primitive.

Specifically, according to the drawing requirements, editing attribute information of the inequilateral three-pile cap component, and drawing the inequilateral three-pile cap component primitives.

And a substep S42 of respectively defining the arrangement ranges of the stressed steel bars along three preset directions of the unequal-side three-pile bearing platform edge.

For example, according to the drawing requirements, the stressed steel bars are arranged in three directions with vertical distances of 1250mm, 1250mm and 1600mm from the edge to the center of the inequilateral three-pile cap primitive respectively (see fig. 28).

And a substep S43, drawing the primitive of the upper and lower stressed steel bars of the inequilateral three-pile bearing platform within the arrangement range of the stressed steel bars in the three directions, and adjusting the length of the bent anchor to be zero (see fig. 29).

And step S5, drawing an overlapped base primitive on the primitive of the base plate, and arranging and adjusting the reinforcing steel bars in the overlapped base.

Step S5 further includes the following sub-steps:

and a substep S51, newly building a foundation component, drawing the foundation component on the foundation base plate primitive to form an overlapped foundation primitive, drawing a double-layer bidirectional stress steel bar in the overlapped bottom foundation, adjusting the end bending of the double-layer bidirectional stress steel bar to be zero, and summarizing, calculating and locking the double-layer bidirectional stress steel bar.

And a substep S52, dividing the bottom base primitive according to the upper base range, and adjusting the height of the cross section to form a height difference between the upper base and the bottom base.

And a substep S53, drawing a top stress steel bar primitive of the upper foundation and enabling the top stress steel bar to form a standard anchoring at the height difference section.

And a substep S54, establishing a foundation pier side wall distribution rib member on the wall primitive.

Referring to fig. 30, the step specifically includes: (1) constructing and drawing a basic pier primitive; (2) and constructing a wall module, defining the wall module as a foundation pier side wall distribution rib component, and editing the attribute of the foundation pier side wall distribution rib component. The property editing of the foundation pier side wall distribution rib member at least comprises the following steps: the size of the foundation pier side wall distribution ribs and the distance between the adjacent foundation pier side wall distribution ribs.

And a substep S55, drawing the primitive of the distribution rib on the side wall of the foundation pier, and summarizing and calculating to lock the primitive of the distribution rib on the side wall of the foundation pier.

Specifically, drawing a foundation pier side wall distribution rib primitive by using a foundation pier side wall distribution rib component in the foundation pier primitive; obtaining a foundation pier side wall distribution rib primitive matched with the foundation pier primitive, so that the foundation pier side wall horizontal rib primitive meets the actual drawing required size; moving the foundation pier graphic primitives out to another position, and performing summary calculation on the foundation pier side wall horizontal rib graphic primitives; after summarizing and calculating the primitives of the horizontal ribs on the side wall of the foundation pier, locking the primitives of the horizontal ribs on the side wall of the foundation pier; and moving the foundation pier primitive back to the original position.

The purpose of locking the basic pier side wall horizontal rib primitive is to prevent the basic pier side wall horizontal rib primitive component from changing. And (4) independently summarizing and calculating the primitives of the horizontal ribs on the side wall of the foundation pier, thereby realizing the calculation of the engineering quantity of the primitives of the horizontal ribs on the side wall of the foundation pier. And moving the basic pier primitives back to the original positions, realizing the combination of the basic pier primitives and the basic pier side wall horizontal rib primitives, and performing summary calculation on the basic pier side wall horizontal rib primitives alone, so that the problem of deduction of the basic pier side wall horizontal rib primitives during engineering quantity calculation is avoided, the integrity of the total process quantity of the basic pier side wall distribution ribs is ensured, and the refined calculation quantity of the basic pier side wall distribution ribs is realized.

It can be seen that, in step S5, the wall module is defined as the distribution rib member of the side wall of the foundation pier, the distribution rib member of the side wall of the foundation pier is drawn into the horizontal rib primitive of the side wall of the foundation pier which is adapted to the primitive of the foundation pier, and then the horizontal rib primitive of the side wall of the foundation pier is separately collected, calculated and locked, so that the fine calculation amount of the steel bars of the distribution rib of the side wall of the foundation pier is realized, and the situation that the distribution rib of the side wall of the foundation pier is deducted due to the fact that the distribution rib of the side.

And step S6, drawing a cable trench primitive on the foundation slab primitive, and arranging and adjusting the steel bars in the cable trench.

The step 6 further comprises:

and a substep S61, drawing the cable trench foundation bottom plate primitive according to the drawing layout range.

Referring to fig. 31, a cable pit foundation slab 1 is newly created, and the properties of the foundation slab 1 are edited. The component foundation bottom plate is the raft of the cable trench. And editing the attribute of the foundation slab when the cable trench foundation slab is newly built in the BIM software. The attributes may include: the thickness and the top elevation of the component foundation bottom plate. The thickness and the top standard height of the base plate of the component can be determined according to actual conditions

And a substep S62, drawing bottom stressed steel bars of the foundation slab, and performing node setting on the bottom stressed steel bars to enable the bottom stressed steel bars to be bent for a first preset length when meeting the wall, so as to ensure that the wall body is connected and communicated with the foundation slab.

Specifically, the bottom stressed steel bars 11 of the foundation slab 1 can be arranged in an arrangement form of a10@ 200; the horizontal distribution ribs 13 may be arranged in the arrangement of A8@ 200. The engineering quantity of the bottom stressed steel bars can be obtained after summarizing and calculating, and material waste is avoided.

Adjusting the bending length of the node in the parameter node of the BIM software to ensure that the bottom stressed steel bar is bent when meeting the wall, wherein the length L of the bottom stressed steel bar when meeting the strong bending can be determined according to the following formula: l ═ W-H, wherein: w is the height of the wall body, and H is the thickness of the protective layer. The bottom stress steel bars 1 are bent for a first preset length when meeting the wall body 2, so that the wall body 2 and the foundation slab 1 are ensured to be connected and communicated (as shown in fig. 32), and after the wall body 2 and the foundation slab 1 are ensured to be connected and communicated, the bottom stress steel bars 11 are collected, calculated and locked.

And a substep S63, drawing top stressed steel bars of the foundation slab, and performing node setting on the top stressed steel bars to enable the top stressed steel bars to be bent for a second preset length when meeting the wall, so as to ensure that the top stressed steel bars form standard anchored stressed steel bars when meeting the wall and are anchored into the wall and keep consistent with the drawing as shown in FIG. 33.

Specifically, the top stressed steel bars 12 of the foundation slab can be arranged in an arrangement form of A10@ 200; the horizontal distribution ribs may be arranged in the arrangement of A8@ 200.

And adjusting the node bending length in an attribute editing bar of the BIM software to bend the top stressed steel bar when meeting the wall, wherein the length of the top stressed steel bar when meeting strong bending can be adjusted according to the specification, so that the second preset length can be consistent with or inconsistent with the first preset length.

And a substep S64, newly building wall component primitives, drawing the wall component primitives on the primitives of the foundation slab, and completing the cable trench computer combination modeling.

Specifically, attribute information is edited in an attribute editing column of BIM software, the wall component primitives are drawn on the primitives of the foundation slab, and a cable trench computer-aided combined model is formed as shown in fig. 34, so that the volume of the wall component BIM model primitives is completely consistent with that of a drawing, and horizontal wall steel bars are finely adjusted to meet the node and specification requirements as shown in fig. 34.

In the step, the base plate module and the wall body module are used, so that the stressed steel bars at the top of the base plate are bent when meeting a wall and are connected and communicated with the wall body, the stressed steel bars at the bottom of the base plate form standard connection anchoring at the joint of the base plate and the wall body, the calculation of a plurality of different single project quantities is completed in one model simultaneously, an accurate project quantity calculation basis is provided for the construction process, the quantity difference generated by the electric calculation of the project quantity is reduced, the calculation period is shortened, the calculation quality is improved, a firm foundation is laid for the later-stage workload, a modeling thought is provided for software development, and a technical support basis is provided for a data information management (BIM) platform.

And step S7, drawing a bottom slope primitive on the outer edge of a cast-in-place top plate of the continuous casting circulating water pump room on the primitive of the foundation bottom plate, and drawing double-layer bidirectional stress steel bars on the bottom slope primitive.

Specifically, this step includes the following substeps:

and a substep S71 of creating cast-in-place panel members on the foundation floor primitives.

And (3) newly building a cast-in-place plate member on the foundation slab primitive, and editing the attributes, wherein the thickness is 650mm, and the top elevation is 3500 mm.

And a substep S72, drawing a cast-in-place plate primitive (as shown in FIG. 36), performing attribute editing on the bottom slope of the edge of the cast-in-place plate, and setting a slope height difference. For example, the height difference is set to 150mm (as shown in fig. 35).

And a substep S73, drawing double-layer bidirectional stress steel bars on the primitive of the cast-in-place plate, and keeping the double-layer bidirectional stress steel bars consistent with the drawing. As shown in fig. 37 and 38, the upper and lower stressed steel bars are arranged according to the specification and arrangement of a10@ 150.

Therefore, the combined modeling of the edge bottom slope structure is completed by using the primitive conversion, and the problem that the edge bottom slope cannot be drawn due to the limitation of the calculation rule of the cast-in-place board module in the prior art is solved.

In conclusion, the invention carries out the electric calculation combination modeling on the unconventional structure in the equipment foundation of the continuous casting circulating water pump room, then carries out the fine adjustment on the reinforcing steel bars, completes the calculation of the reinforced concrete template at the same time of one-time electric calculation modeling, avoids the defects of repeated calculation and neglected calculation, provides an accurate basis for the construction and binding operation depending on the BIM model, shortens the budget period and improves the calculation quality of engineering quantity.

It will be apparent to those skilled in the art that various changes and modifications may be made in the present invention without departing from the spirit and scope of the invention. Thus, if such modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include such modifications and variations.

Claims

1. A serial electric computation combined modeling method for continuous casting circulating water pump room equipment foundation is characterized by comprising the following steps:

step 1, establishing a base bottom plate primitive of a continuous casting circulating water pump room with a special-shaped area section;

step 2, after the arrangement and adjustment of stress steel bars between the plate strips of the foundation slab and the wall of the continuous casting circulating water pump room are carried out, drawing the wall primitives of the continuous casting circulating water pump room on the primitives of the foundation slab of the continuous casting circulating water pump room;

step 3, drawing a rectangular bearing platform primitive on the foundation slab primitive of the continuous casting circulating water pump room, and arranging and adjusting the stressed steel bar bent anchor between the foundation slab and the rectangular bearing platform;

step 4, drawing inequilateral three-pile bearing platform primitives on the primitives of the foundation slab of the continuous casting circulating water pump house, and arranging and adjusting the reinforcing steel bars in the inequilateral three-pile bearing platform;

step 5, drawing overlapped foundation primitives on the foundation base plate primitives, and arranging and adjusting the reinforcing steel bars in the overlapped foundations;

step 6, drawing a cable trench primitive on the foundation slab primitive, and arranging and adjusting the reinforcing steel bars in the cable trench;

and 7, drawing a bottom slope primitive on the outer edge of a cast-in-place top plate of the continuous casting circulating water pump room on the primitive of the foundation bottom plate, and drawing double-layer bidirectional stress reinforcing steel bars on the bottom slope primitive.

2. The continuous casting circulating water pump house equipment foundation serialization combined electric calculation modeling method as claimed in claim 1, wherein said step 2 further comprises:

arranging and adjusting stressed steel bars between the constraint edge construction wall and the bottom of the foundation slab band;

arranging and adjusting the stressed steel bars at the bottoms of the intermediate construction wall and the foundation slab band;

arranging and adjusting the plate strip stressed steel bars of the foundation slab with the height difference variable cross section;

and arranging and adjusting the plate strip stressed steel bars between the overhanging structure at the end part of the foundation slab and the foundation slab.

3. The continuous casting circulating water pump house equipment foundation seriation electric calculation combined modeling method as claimed in claim 2, wherein in the step of arranging and adjusting the stress steel bars between the constraint edge structural wall and the bottom of the foundation slab band, the primitive of the stress reinforcing bars of the bottom slab band is respectively drawn according to the structural forms of different sections in the design drawing, and after the bending length of the steel bars is adjusted, the summary calculation and locking are carried out.

4. The serial electric computer combined modeling method for the continuous casting circulating water pump house equipment foundation according to claim 1, wherein the step of arranging and adjusting the stress steel bars between the middle construction wall and the bottom of the foundation slab band further comprises the steps of:

dividing the primitive of the foundation slab into a left part and a right part according to a drawing;

respectively adjusting the primitives of the left base plate according to different elevations on a drawing to form a left constraint edge structure, drawing the primitives of the plate belt stress reinforcing ribs positioned at different elevations in the primitives of the left base plate according to a profile structure form on the drawing, and summarizing and calculating the primitives of the locking plate belt stress reinforcing ribs after setting and adjusting the bending lengths of the plate belt stress reinforcing ribs;

respectively adjusting the primitives of the right base plate according to different elevations on a drawing to form a right constraint edge structure, drawing the primitives of the plate strip stress reinforcing ribs positioned at different elevations in the primitives of the right base plate according to a profile structure form on the drawing, and summarizing and calculating the primitives of the locking plate strip stress reinforcing ribs after setting and adjusting the bending lengths of the plate strip stress reinforcing ribs;

and merging and recovering the sections of the divided primitives, completing the combined computer modeling and the steel bar arrangement adjustment of the plate strip between the middle construction wall of the foundation slab and the bottom of the plate strip of the foundation slab, and ensuring the volume of the concrete and the computer quality of the engineering quantity of the steel bar template.

5. The serial electric-computer combined modeling method for the continuous casting circulating water pump house equipment foundation according to claim 1, wherein the step of adjusting the arrangement of the stressed steel bars of the foundation slab band with the height difference variable cross section further comprises the following steps:

dividing the base bottom board primitive into a left base primitive and a right base primitive at a variable cross section according to the reinforcement arrangement form of a high-difference cross section node on a drawing;

drawing a primitive of the base bottom plate stress reinforcing ribs in the left base primitive according to the arrangement range of a drawing, and summarizing and calculating to lock the primitive of the left plate stress reinforcing ribs after adjusting the bending and straight lengths of the stress reinforcing ribs;

drawing a primitive of the base plate and strip stress reinforcing ribs in the right base primitive according to the layout range of a drawing, and summarizing and locking the primitive of the right plate and strip stress reinforcing ribs after adjusting the bending and straight lengths of the stress reinforcing ribs;

and combining the primitives on the left side and the right side, setting the cross sections of the primitives according to the cross section form of a drawing, completing combined computer modeling and fine adjustment of the steel bars of the height difference variable cross section foundation slab band, and ensuring the volume of the concrete and the electric computing quality of the engineering quantity of the steel bar template.

6. The serial electric-computer combined modeling method for the continuous casting circulating water pump house equipment foundation according to claim 1, wherein the step of arranging and adjusting the stressed steel bars between the overhanging structure at the end part of the foundation slab and the foundation slab further comprises the steps of:

adjusting the overhanging primitives at the end part of the foundation bottom plate to the outer edge of the outer wall according to a drawing to form constrained edge structure primitives;

and setting the bending length of the plate strip stress reinforcing ribs on the constraint edge structure primitive according to the layout range of a drawing, drawing the plate strip stress reinforcing ribs, summarizing, calculating and locking the plate strip stress reinforcing rib primitive, and recovering the primitive extending out of the end part of the foundation bottom plate.

7. The continuous casting circulating water pump house equipment foundation serialization combined electric calculation modeling method as claimed in claim 1, wherein said step 3 further comprises:

establishing a rectangular bearing platform component on the foundation slab primitive;

drawing the rectangular bearing platform graphic primitive and forming a bottom height difference with the foundation baseplate graphic primitive;

drawing double-layer bidirectional stressed steel bars on the primitive of the rectangular bearing platform, setting the top stressed steel bar anchoring to be zero, and setting the bottom stressed steel bar according to the drawing profile structure form to adjust the length of the bent anchor.

8. The continuous casting circulating water pump house equipment basic serialization combined modeling method as claimed in claim 1, wherein said step 4 further comprises:

building a inequilateral three-pile cap component on the primitive of the foundation slab and drawing the inequilateral three-pile cap primitive;

respectively defining the arrangement ranges of the stressed steel bars along three preset directions of the edge of the unequal three-pile bearing platform;

drawing the upper and lower stressed steel bar primitives of the unequal-side three-pile bearing platform within the arrangement range of the stressed steel bars in the three directions, and adjusting the length of the bent anchor to be zero.

9. The continuous casting circulating water pump house equipment foundation serialization combined electric calculation modeling method as claimed in claim 1, wherein said step 5 further comprises:

newly building a foundation component, drawing the foundation component on the foundation base plate primitive to form an overlapped foundation primitive, drawing a double-layer bidirectional stress steel bar in an overlapped bottom foundation, adjusting the end bending of the double-layer bidirectional stress steel bar to be zero, and summarizing, calculating and locking the double-layer bidirectional stress steel bar;

dividing the bottom foundation primitive according to the range of the upper foundation, and adjusting the height of the section to form a height difference between the upper foundation and the bottom foundation;

drawing a top stressed steel bar primitive of the upper foundation and enabling the top stressed steel bar to form standard anchoring at a height difference section;

building a foundation pier side wall distribution rib component on the wall body primitive;

drawing the base pier side wall distribution rib primitives, and summarizing, calculating and locking the base pier side wall distribution rib primitives.

10. The continuous casting circulating water pump house equipment foundation serialization combined electric calculation modeling method as claimed in claim 1, wherein said step 7 further comprises:

building a cast-in-place plate member on the foundation slab primitive;

drawing a primitive of the cast-in-place plate, editing the attribute of a slope at the bottom of the edge of the cast-in-place plate, and setting a slope height difference;

and drawing double-layer bidirectional stressed steel bars on the primitive of the cast-in-place plate.