CN111321727A - Design method of slide-resistant pile retaining wall structure - Google Patents
Design method of slide-resistant pile retaining wall structure Download PDFInfo
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- CN111321727A CN111321727A CN201911317994.9A CN201911317994A CN111321727A CN 111321727 A CN111321727 A CN 111321727A CN 201911317994 A CN201911317994 A CN 201911317994A CN 111321727 A CN111321727 A CN 111321727A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
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- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
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Abstract
The invention provides a design method of an anti-slide pile retaining wall structure, which is characterized in that the soil pressure strength in the calculated depth range of each section of retaining wall is calculated, and the maximum value of the soil pressure strength is taken as the uniformly distributed transverse load in the unit area of a steel plate of the corresponding retaining wall; determining the lengths of the long side and the short side of the retaining wall and the distance between two opposite inner-layer steel plates according to the size of the slide-resistant pile; and calculating the thickness of the inner steel plate, the thickness of the outer steel plate, the thickness of the interlayer rib plate, the distance between the interlayer rib plates and the thickness of the steel structure of each section of the protective wall according to the uniformly distributed transverse load in the unit area of the steel plate of each section of the protective wall and the maximum deflection limit of the steel plate. The invention can be suitable for different soil conditions and excavation depths, and can save about 87.5 percent of construction period.
Description
Technical Field
The invention relates to the technical field of slide-resistant pile construction, in particular to a design method of a slide-resistant pile wall protection structure.
Background
The anti-slide pile is used as a reinforced concrete retaining structure, and has the advantages of large soil pressure bearing capacity, strong structural stability and small occupied area, so that the anti-slide pile is widely applied to side slope and landslide support. However, the construction of the slide-resistant piles needs the cooperation of retaining walls, the traditional retaining walls are cast-in-place reinforced concrete structures, and the construction is carried out by adopting a reverse method, so that one section of support is required to be excavated (the general depth of each section is 1 m). The protective wall is bound with steel bars, supported by a vertical mold, and then poured and vibrated with concrete. This section dado template and support need can support dado structure indeformable rear detachable at dado concrete intensity, and lower section dado needs to be after this section dado intensity reaches the design requirement, and can go on. Each section of retaining wall takes about seven days on average, so that the construction of the slide-resistant pile takes a long time, and the construction period is seriously influenced.
Disclosure of Invention
The invention aims to provide a design method of a slide-resistant pile retaining wall structure, which aims at overcoming the defects of the prior art, is suitable for different soil conditions and excavation depths and can save about 87.5 percent of construction period.
The invention provides a design method of an anti-slide pile retaining wall structure, which is characterized by comprising the following steps:
the anti-slide pile retaining wall structure comprises a plurality of sections of retaining walls, wherein each retaining wall is a shell structure which is formed by fixedly connecting four steel structures end to end and is provided with an upper opening and a lower opening; the outer wall of the retaining wall is tightly attached to the soil around the anti-slide pile; adjacent protecting walls are fixedly connected; the steel structure comprises an outer steel plate and an inner steel plate which are oppositely arranged, and a plurality of interlayer rib plates which are equidistantly and parallelly distributed from top to bottom are welded between the outer steel plate and the inner steel plate;
the design method of the slide-resistant pile retaining wall structure comprises the following steps:
calculating the soil pressure strength of each section of the retaining wall within the calculated depth range, and taking the maximum value of the soil pressure strength as the uniformly distributed transverse load in the unit area of the steel plate of the corresponding retaining wall; determining the lengths of the long side and the short side of the steel plate and the distance between two opposite inner steel plates according to the size of the slide-resistant pile; and calculating the thickness of the inner steel plate, the thickness of the outer steel plate, the thickness of the interlayer rib plate, the distance between the interlayer rib plates and the thickness of the steel structure of each section of the protective wall according to the uniformly distributed transverse load in the unit area of the steel plate of each section of the protective wall and the maximum deflection limit of the steel plate.
In the above technical scheme, the soil strength pressure is calculated according to the formula (1):
q＝γztg2(45°-φ/2)-2ctg(45°-φ/2)+q1tg2(45°-φ/2) (1)
wherein
q-soil pressure strength (Kpa); gamma-volume weight of soil (KN/m)3) (ii) a z-calculated depth (m); phi-internal friction angle of soil (°); c-cohesion of the soil (Kpa); q. q.s1-an additional load (Kpa);
wherein, gamma, phi and c are characteristic parameters of soil and are provided by a geological survey report of a project; z is determined according to the selected actual calculation depth; q. q.s1And selecting according to the actual situation of the field.
In the technical scheme, the thickness of an inner steel plate, the thickness of an outer steel plate, the thickness of a rib plate, the distance between rib plates and the thickness of a steel structure of each section of protective wall which are arranged in pairs in an opposite mode are calculated by adopting formulas (2) and (3);
wherein q is0Uniformly distributing transverse loads (Kpa) in a unit area of the protective wall; e is the elastic modulus (Gpa) of the selected steel plate; i iszMoment of inertia (m 4); l is the distance (m) between two opposite inner-layer steel plates; a is the interlayer rib spacing (m); b is steelA structure thickness (m); h is1The thickness (m) of the inner layer steel plate and the outer layer steel plate is the same value; h is2Is the interlayer rib thickness (m); w is amaxIs the maximum deflection of the steel plate, wmax＜1mm。
In the technical scheme, the outer surface of the bottom of the protective wall is provided with a positioning steel bar extending downwards; the top of the retaining wall is provided with a positioning reinforcing steel bar groove; between two adjacent dado, the location reinforcing bar card that is located the dado of upside is located the location reinforcing bar inslot that is located the dado of downside.
Among the above-mentioned technical scheme, the steel construction includes the relative first steel construction (the long limit of dado) that sets up and the relative second steel construction (the minor face of dado) that sets up of two, and two second steel constructions set up between two first steel constructions, and the tip of first steel construction all sets up in the outside of second steel construction, and the length of first steel construction reserves welding width for friction pile length limit width +2 second steel construction thickness +2 mm.
In the technical scheme, the top end of the protective wall of the uppermost section is not less than 20cm higher than the platform surface.
In the technical scheme, the distance between two opposite inner-layer steel plates is the sum of the size of the corresponding anti-slide pile body and the maximum deflection of the steel plate which is 2 times of the size of the anti-slide pile body.
Among the above-mentioned technical scheme, through welded fastening between adjacent steel construction and the adjacent two sections dado, the welded joint is not less than the second grade standard, adopts the ordinary type right angle welding seam of T type connection and reserves 20mm welding seam position outside the junction.
In the technical scheme, the positioning reinforcing steel bars are phi 30 HPB300 reinforcing steel bars, are welded on the outer side of the second steel structure, and have a distance of 10cm with the first steel structure, the positioning reinforcing steel bar grooves can be machined by circular pipes, and the inner diameter of each circular pipe is 32 mm.
Compared with the traditional concrete supporting structure design method, the method can determine the shape and the size of the retaining wall before construction, does not need to consume time to wait for the forming of the supporting structure, and can effectively save the construction time of the slide-resistant pile. Meanwhile, the method is suitable for different soil conditions and excavation depths, and different retaining wall structures are generated by calculation according to different requirements. The invention provides the deflection control standard of the steel structure dado according to the relevant standard requirements; according to the structural characteristics of different retaining walls, a related design method is provided from the elastic mechanics theory and the material mechanics theory, and the supporting strength of the retaining wall structure under different depths is effectively ensured. The retaining wall structure designed and generated by the method can be prefabricated, construction is not needed after site excavation is finished, and the retaining wall structure can be directly hoisted on a construction site, so that the construction time is effectively saved.
Drawings
FIG. 1 is a top view of a steel structure retaining wall 1-1 of the present invention
FIG. 2 is a schematic view of the area of FIG. 1A
FIG. 3 is a sectional view of the steel structure retaining wall of the present invention
FIG. 4 is a cross-sectional view of the present invention
FIG. 5 is a schematic view of beam deflection calculation
FIG. 6 is a cross-sectional view of a basic computing unit
FIG. 7 is a graph of the turbulence of the present invention
The steel plate comprises 1-retaining wall, 2-anti-slide pile, 3-positioning steel bar, 4-positioning steel bar groove, 5-outer steel plate, 6-inner steel plate and 7-interlayer rib plate.
Detailed Description
The invention will be further described in detail with reference to the following drawings and specific examples, which are not intended to limit the invention, so as to clearly understand the invention.
As shown in fig. 1, the present invention provides a design method of a slide-resistant pile retaining wall structure, which is characterized in that: the steel structure retaining wall structure of the anti-slide pile comprises a plurality of sections of retaining walls 1, wherein each retaining wall 1 is a shell structure which is formed by fixedly connecting four steel structures end to end and is provided with an upper opening and a lower opening, the plurality of sections of retaining walls 1 are coaxially sleeved on the outer side of the anti-slide pile 2 to be supported from bottom to top, and the inner wall of each retaining wall 1 is tightly attached to the outer wall of the anti-slide pile 2 to support the anti-slide pile; the outer wall of the retaining wall is tightly attached to the soil around the anti-slide pile; adjacent protecting walls are fixedly connected; the steel structure comprises an outer steel plate 5 and an inner steel plate 6 which are oppositely arranged, and a plurality of interlayer rib plates 7 which are distributed in parallel at equal intervals from top to bottom are welded between the outer steel plate 5 and the inner steel plate 6;
the design method of the slide-resistant pile retaining wall structure comprises the following steps:
calculating the soil pressure strength of each section of the retaining wall within the calculated depth range, and taking the maximum value of the soil pressure strength as the uniformly distributed transverse load in the unit area of the steel plate of the corresponding retaining wall; determining the lengths of the long side and the short side of the steel plate and the distance between two opposite inner steel plates according to the size of the slide-resistant pile; and calculating the thickness of the inner steel plate, the thickness of the outer steel plate, the thickness of the interlayer rib plate, the distance between the interlayer rib plates and the thickness of the steel structure of each section of the protective wall according to the uniformly distributed transverse load in the unit area of the steel plate of each section of the protective wall and the maximum deflection limit of the steel plate.
In the technical scheme, the outer surface of the bottom of the protective wall 1 is provided with a positioning steel bar 3 extending downwards; the top of the retaining wall 1 is provided with a positioning reinforcing steel bar groove 4; between two adjacent retaining walls 1, the positioning reinforcing steel bar 3 of the retaining wall 1 on the upper side is clamped in the positioning reinforcing steel bar groove 4 of the retaining wall 1 on the lower side. In the construction process, the adjacent protecting wall 1 can realize effective positioning through the configuration of the positioning steel bar 3 and the positioning steel bar groove 4, and the stability and the rapidness of installation are ensured.
Among the above-mentioned technical scheme, dado 1 includes the first steel construction of two relative settings and the second steel construction of two relative settings, and two second steel constructions set up between two first steel constructions, and the tip of first steel construction all sets up in the outside of second steel construction.
As shown in figure 1, the retaining wall 1 of the invention adopts a steel-structure retaining wall, the steel structure comprises an outer steel plate and an inner steel plate which are oppositely arranged, and a plurality of interlayer ribbed plates which are distributed at equal intervals are welded between the outer steel plate and the inner steel plate. Wherein L1 and L2 are the pile body size of the slide-resistant pile plus 2 times of the maximum deflection of the retaining wall, and b is the thickness of the retaining wall structure. The height of each section of protective wall is 1m, the outer sides of the upper and lower sections of protective walls are connected by positioning steel bars and positioning steel bar grooves, and the inner sides of the steel plates are welded after the positioning steel bars are connected. The steel plate connection adopts a welding process, the welding line is not lower than a secondary standard, and a common T-shaped connection right angle welding line is adopted. A 20mm weld seam location was reserved in the outside weld position as shown in fig. 5. The positioning reinforcing steel bars are made of phi 30 HPB300 reinforcing steel bars, the outer sides of the short sides of the protective walls are welded, the edge distance is 10cm, and as shown in the figure, the positioning reinforcing steel bar grooves can be machined by round pipes, and the inner diameter of each round pipe is 32 mm. It should be noted that the positioning steel bars only play a role in positioning and connecting, and do not participate in the calculation of lateral resistance and the like. The position relationship between the steel plate and the rib plate is shown in fig. 6, the rib plate interval is a, and the rib plate interval is set at equal intervals. In the figure, the thickness b of the retaining wall structure, the space a of the rib plates, the thicknesses of the inner and outer steel plates and the thickness of the rib plates are only shown schematically, and the specific thicknesses need to be determined according to calculation.
Among the above-mentioned technical scheme, the retaining wall 1 top of the uppermost section is higher than the platform face and is not less than 20cm, plays and prevents that surface water and particulate matter from entering the entrance and influencing construction safety.
The construction method of the steel structure retaining wall structure of the slide-resistant pile comprises the following steps:
a. the steel structure of the retaining wall 1 is manufactured according to the requirements of the steel plate thickness, the spacing, the welding seam size, the detailed structure diagram and the like which are strictly required by design;
b. the assembly of the single protecting wall 1 is completed before the excavation of the pile position of the slide-resistant pile 2; the welding seam adopts a common type right-angle welding seam in T-shaped connection with the welding seam, which is not lower than a second-level standard, and a welding seam position of 20mm is reserved at the welding position at the outer side;
c. after the excavation of the pile position of the anti-slide pile 2 is completed by the depth of one section of the retaining wall 1, mechanically pressing the positioned and welded No. 1 retaining wall 1 into the excavation depth;
d. after the pile position of the anti-slide pile 2 is excavated continuously and the depth of the next protective wall 1 is finished, connecting the protective wall 1 embedded with soil and the next protective wall 1 (No. 2 protective wall 1) at the ground hole, and pressing the positioned and welded protective wall 1 (No. 2 protective wall 1) on the surface of the platform into the ground hole mechanically;
e. and d, repeating the step d until the pile position of the slide-resistant pile 2 is constructed.
The surface of the steel plate adopted by the invention is relatively smooth, and the construction of the retaining wall 1 of the anti-slide pile 2 belongs to the construction of the steel structure retaining wall 1 after the soil body is excavated, so that the friction action between the wall back and the filled soil is not considered in the calculation, and the Rankine soil pressure method is adopted to calculate the active soil pressure strength.
q＝γztg2(45°-φ/2)-2ctg(45°-φ/2)+q1tg2(45°-φ/2) (1)
Wherein
q-soil pressure Strength (Kpa);
γ -volume weight of soil (KN/m 3);
z-calculated depth (m);
phi-internal friction angle of soil (°);
c-cohesion of the soil (Kpa);
q1-an additional load (Kpa);
gamma, phi and c are characteristic parameters of soil and are provided by a geological survey report of a project; z is determined according to the selected actual calculation depth; q. q.s1And selecting according to the actual situation of the field.
Because the steel structure can produce the amount of deflection deformation under the effect of force, excessive deformation can influence pile body size, encroaches on the protective layer thickness of pile body reinforcing bar. Therefore, the steel structure dado 1 needs to be strictly calculated before use. According to technical specification of highway subgrade construction (JTGF10-2006), the quality standard of the section and the aperture of the anti-slide pile 2 is millimeter level, so the calculation and structural dimension control standard of the steel structure retaining wall 1 is as follows:
(1) the maximum value w of the calculated deflection of the protective wall 1 with the I-type and II-type steel structures is less than 1 mm;
(2) the clear distance L1 and L2 values of the inner wall of the protective wall 1 with the I-type and II-type steel structures need to comprise the design size of the slide-resistant pile 2 and the maximum calculated deflection value of 2 times.
The steel structure protective wall is a steel plate combined structure and is separated from the scope domain of the thin plate in the elastic mechanics. Because the combined structure belongs to a regularly distributed structure, in order to facilitate quantitative calculation, basic composition units in the structure are taken to perform maximum deflection deformation calculation. According to the material mechanics theory, when the bending deformation of the structure is the main deformation, the calculation is performed according to the beam. Thus, the basic computational cell location and size are shown.
The basic calculation unit calculates according to the two-end simply supported beam structure, and the correlation calculation formula is as follows:
wherein
E-modulus of elasticity (Gpa);
Izmoment of inertia (m)4)；
q0-calculating the evenly distributed transverse loads (Kpa) within the range;
l-the dado calculation width (m);
a-the inter-floor rib spacing (m);
b-steel structure thickness (m);
h1-the thickness (m) of the inner and outer steel sheets;
h2-the interlaminar rib thickness (m);
the following are specifically mentioned: according to the principle of soil mechanics, the transverse load q of each protective wall 10Distributed in a triangular or trapezoidal manner within the depth range of the soil layer, and distributed in a rectangular manner within the rock stratum, and q can be selected according to the most unfavorable design principle0And calculating the maximum value of the soil pressure intensity within the calculated depth range of each section of the protecting wall 1. Get wmaxLess than 1mm and the thickness of each steel plate is calculated by the above formula.
The application scenario of the specific embodiment 1 is as follows:
and 2-3 layers of civil house buildings are arranged on the left side of a certain municipal road in the direction of K0+ 283-K0 +430 sections of large pile numbers. The horizontal distance between the road red line and the civil house is about 3.2-5.1 m (to a house foundation), the height difference between the road design elevation and the civil house terrace elevation is 4-7 m (the civil house height), and the designed pile length of the slide-resistant pile is 8-15 m.
The land of the line area slightly fluctuates, the farmland and the dry land are mainly used in the area, and the local area is a residential area, a weir pond and a hillside; the powdery clay is distributed in the range of the pile length, is yellow brown, brownish red and light yellow, is hard and plastic, is slightly wet, has uniform soil, is mainly sticky particles, has smooth cut surface, is enriched in local iron-manganese nodules, and has a small amount of powdery soil lumps and lamellar fine sand at the bottom of 14-16.5 m without underground water.
TABLE 1 engineering example geological parameter Table
TABLE 2 WALL PROTECTION PARAMETERS TABLE
The deflection of the retaining wall within the length range of each pile is calculated, and two representative calculation results are selected to generate a chart as shown in FIG. 7: as shown by a calculation result, the maximum deflection of the retaining wall structure within the depth range of 15m is close to 0.7mm, and the design requirement is met under the standard control precision.
After the strength of the upper protective wall reaches the effect of stabilizing the soil body, the common reinforced concrete protective wall can be excavated for construction, and the common reinforced concrete protective wall needs to be maintained for 7 days when the strength of the common reinforced concrete protective wall reaches 60-80% of the designed strength. If the length of the single pile is 10m, the total construction period of the reinforced concrete retaining wall is about 70 days. The steel structure wall protecting material has wide source and convenient and quick welding, the construction progress is only controlled by the earth excavation of the pile hole, and according to the field experience: the average excavation time required by a skilled worker per linear meter of pile hole is 1 day. Assuming that the length of the single pile is 10m, the total construction period required by the steel structure retaining wall is about 10 days. Compared with the reinforced concrete wall protection, the construction period is saved by 85.7 percent, and the influence on the construction period is great.
Details not described in this specification are within the skill of the art that are well known to those skilled in the art.
Claims (9)
1. A design method of an anti-slide pile retaining wall structure is characterized by comprising the following steps:
the anti-slide pile retaining wall structure comprises a plurality of sections of retaining walls, wherein each retaining wall is a shell structure which is formed by fixedly connecting four steel structures end to end and is provided with an upper opening and a lower opening; the outer wall of the retaining wall is tightly attached to the soil around the anti-slide pile; adjacent protecting walls are fixedly connected; the steel structure comprises an outer steel plate and an inner steel plate which are oppositely arranged, and a plurality of interlayer rib plates which are equidistantly and parallelly distributed from top to bottom are welded between the outer steel plate and the inner steel plate;
the design method of the slide-resistant pile retaining wall structure comprises the following steps:
calculating the soil pressure strength of each section of the protecting wall within the calculated depth range, and taking the maximum value as the uniformly distributed transverse load in the unit area of the steel plate of the corresponding protecting wall; determining the lengths of the long side and the short side of the retaining wall and the distance between two opposite inner-layer steel plates according to the size of the slide-resistant pile; and calculating the thickness of the inner steel plate, the thickness of the outer steel plate, the thickness of the interlayer rib plate, the distance between the interlayer rib plates and the thickness of the steel structure of each section of the protective wall according to the uniformly distributed transverse load in the unit area of the steel plate of each section of the protective wall and the maximum deflection limit of the steel plate.
2. A method of designing a slide-resistant pile retaining wall structure, according to claim 1, characterized by calculating the soil strength pressure according to the formula (1):
q＝γztg2(45°-φ/2)-2ctg(45°-φ/2)+q1tg2(45°-φ/2) (1)
wherein
q-soil pressure strength (Kpa); gamma-volume weight of soil (KN/m)3) (ii) a z-calculated depth (m); phi-internal friction angle of soil (°); c-cohesion of the soil (Kpa); q. q.s1-an additional load (Kpa);
wherein, gamma, phi and c are characteristic parameters of soil and are provided by a geological survey report of a project; z is determined according to the selected actual calculation depth; q. q.s1And selecting according to the actual situation of the field.
3. The design method of the slide-resistant pile retaining wall structure according to claim 2, characterized in that the formula (2) and (3) are adopted to respectively calculate the thickness of the steel structure inner layer steel plate, the thickness of the steel structure outer layer steel plate, the thickness of the rib plate, the distance between the rib plates and the thickness of the steel structure, which are arranged in pairs and are opposite to each other, so as to meet the limit value of the maximum deflection:
wherein q is0Uniformly distributing transverse loads (Kpa) in a unit area of the protective wall; e is the elastic modulus (Gpa) of the selected steel plate; i iszMoment of inertia (m 4); l is the distance (m) between two opposite inner-layer steel plates; a is the interlayer rib spacing (m); b is the steel structure thickness (m); h is1The thickness (m) of the inner layer steel plate and the outer layer steel plate is the same; h is2Is the interlayer rib thickness (m); w is amaxIs the maximum deflection of the steel plate, wmax＜1mm。
4. A method of designing a slide-resistant pile retaining wall structure, as claimed in claim 1, wherein the outer surface of the bottom of the retaining wall is provided with downwardly extending retaining bars; the top of the retaining wall is provided with a positioning reinforcing steel bar groove; between two adjacent protecting walls, the positioning reinforcing steel bar of the protecting wall at the upper side is clamped in the positioning reinforcing steel bar groove of the protecting wall at the lower side.
5. The design method of the slide-resistant pile retaining wall structure according to claim 3, wherein the steel structures comprise two first steel structures and two second steel structures, the two first steel structures are oppositely arranged, the two second steel structures are arranged between the two first steel structures, the end parts of the first steel structures are arranged on the outer sides of the second steel structures, and the length of each first steel structure is the sum of the width of the long side of the slide-resistant pile, the thickness of each second steel structure and the welding width of each second steel structure, and the welding width of each first steel structure is 2mm and 20 mm.
6. The method of designing a slide-resistant pile retaining wall structure according to claim 1, wherein the top end of the retaining wall of the uppermost section is not less than 20cm higher than the terrace surface.
7. The method of designing a slide-resistant pile retaining wall structure according to claim 1, wherein the distance between two opposite inner steel plates is the sum of the size of the pile body of the slide-resistant pile and 2 times the maximum deflection of the steel plates.
8. The design method of the slide-resistant pile retaining wall structure according to claim 5, wherein the adjacent steel structures and the adjacent two sections of retaining walls are fixed by welding, the welding seam is not lower than a secondary standard, and a 20mm welding seam position is reserved outside a common type right-angle welding seam adopting T-shaped connection.
9. The method for designing a slide-resistant pile retaining wall structure according to claim 8, wherein the positioning reinforcing bars are HPB300 reinforcing bars with a diameter of 30 mm, welded to the outer side of the second steel structure with a distance of 10cm from the first steel structure, and the positioning reinforcing bar grooves are formed by circular pipes with an inner diameter of 32 mm.
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