CN108532579B - Sponge city soft soil foundation rainwater garden and construction method - Google Patents
Sponge city soft soil foundation rainwater garden and construction method Download PDFInfo
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- CN108532579B CN108532579B CN201810528280.1A CN201810528280A CN108532579B CN 108532579 B CN108532579 B CN 108532579B CN 201810528280 A CN201810528280 A CN 201810528280A CN 108532579 B CN108532579 B CN 108532579B
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- 239000002689 soil Substances 0.000 title claims abstract description 129
- 238000010276 construction Methods 0.000 title claims abstract description 21
- 239000004576 sand Substances 0.000 claims abstract description 39
- 239000004746 geotextile Substances 0.000 claims abstract description 25
- 239000010410 layer Substances 0.000 claims description 90
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 47
- 238000011049 filling Methods 0.000 claims description 24
- 238000004873 anchoring Methods 0.000 claims description 14
- 238000013461 design Methods 0.000 claims description 13
- 239000000463 material Substances 0.000 claims description 11
- 239000002245 particle Substances 0.000 claims description 10
- 238000003466 welding Methods 0.000 claims description 10
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
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- 238000012544 monitoring process Methods 0.000 claims description 6
- 238000003860 storage Methods 0.000 claims description 4
- 239000004743 Polypropylene Substances 0.000 claims description 3
- 239000004927 clay Substances 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000005520 cutting process Methods 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 239000004744 fabric Substances 0.000 claims description 3
- 238000001914 filtration Methods 0.000 claims description 3
- 229920001903 high density polyethylene Polymers 0.000 claims description 3
- 239000004700 high-density polyethylene Substances 0.000 claims description 3
- 229910052500 inorganic mineral Inorganic materials 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 238000000034 method Methods 0.000 claims description 3
- 239000011707 mineral Substances 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 3
- 239000004033 plastic Substances 0.000 claims description 3
- 229920003023 plastic Polymers 0.000 claims description 3
- -1 polypropylene Polymers 0.000 claims description 3
- 229920001155 polypropylene Polymers 0.000 claims description 3
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- 238000012360 testing method Methods 0.000 claims description 3
- 229920011532 unplasticized polyvinyl chloride Polymers 0.000 claims description 3
- 238000009941 weaving Methods 0.000 claims description 3
- 230000037303 wrinkles Effects 0.000 claims description 3
- 238000005056 compaction Methods 0.000 claims description 2
- 230000008901 benefit Effects 0.000 abstract description 6
- 238000010586 diagram Methods 0.000 description 5
- 230000008595 infiltration Effects 0.000 description 4
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- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
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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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Abstract
The invention discloses a sponge city soft soil foundation rainwater garden and a construction method, belonging to the sponge city construction field, comprising a soft soil foundation and a rainwater garden, wherein the rainwater garden comprises a gravel cushion layer, a non-woven geotextile filter layer, a fine sand cushion layer, silt and a green landscape which are sequentially arranged from bottom to top. Therefore, the invention is a rainwater garden structure with the advantages of simple structure, convenient construction, short construction period, low cost, safety, reliability, beautiful environment and the like, and has higher economic benefit and social benefit by combining with a corresponding construction method.
Description
Technical Field
The invention relates to the field of sponge city construction, in particular to a sponge city soft soil foundation rainwater garden and a construction method.
Background
The sponge city has been put into full play natural ecological function and artificial intervention function, and effective control rainwater runoff realizes the city development mode that stores up naturally, natural infiltration, natural purification, is favorable to restoreing city water ecology, the conservation water resource, and reinforcing city waterlogging prevention ability enlarges public product effective investment, improves novel urbanization quality, promotes the harmonious development of interpersonal nature.
The rainwater garden is the main component of the sponge city, and the general structure from bottom to top is soft soil foundation, gravel cushion layer, non-woven geotextile filter layer, fine sand cushion layer, silt soil and planting soil layer for greening landscape, and the rainwater garden is provided with a perforated pipe for collecting rainwater and an overflow pipe for draining accumulated water exceeding the designed water storage capacity. The rainwater garden is built on the soft soil foundation, and the soft soil foundation has the engineering characteristics of high water content, high compressibility, poor water permeability, low strength, long deformation stabilization required time and the like, so that the whole settlement or local non-uniform settlement is easily caused under the rainwater seepage effect, and the deformation of a gravel layer and a sand layer is caused, thereby influencing the use function of the rainwater garden.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a safe and reliable sponge city soft soil foundation rainwater garden with simple structure, convenient construction, short construction period and low cost and a construction method thereof.
The technical problem of the invention is realized by the following technical scheme:
a sponge city soft soil foundation rainwater garden comprises a soft soil foundation, a gravel cushion layer, a non-woven geotextile filter layer, a fine sand cushion layer, silt and a greening landscape which are sequentially arranged on the soft soil foundation from bottom to top, wherein a plurality of water seepage pipes are laid in the gravel cushion layer; and an overflow well is arranged outside the geogrid side slope CD section, and the height of an overflow port of the overflow well is equal to the designed rainstorm stage water level of the greening landscape.
Under the action of a structural layer load P on the geogrid OA section on the soft soil foundation, the O end point or the A end point is subjected to a tensile force of P, and the settlement y (x) and the pressure of a certain point of the bottom surface meet the Wencher assumption, namely the bottom surface of the geogrid OA sectionThe settlement at a certain point is proportional to the pressure, and the proportionality constant is k, namely q (x) ky (x); when the geogrid is integrally stressed and stretched, the top surface and the bottom surface respectively generate friction resistance stress of mu1p、μ2q (x); the anchoring end of the D end of the geogrid side slope CD section is anchored in a road base layer or a surface layer outside the rainwater garden, and the geogrid side slope OB section, the geogrid side slope BC section and the geogrid side slope CD section are respectively subjected to tension force P1、P2、P3Frictional resistance T1、T2、T3(ii) a The O end point or A end point tension P of the OA section of the geogrid on the soft soil foundation, the maximum settlement amount delta of the midpoint of the settlement curve y (x) of the OA section of the geogrid, and the tension P of the OB section, BC section and CD section of the geogrid slope1、P2、P3Calculated by the following formula:
formula I,
The above integral equation is generally not an analytical solution, and is approximated by y (x) ax2+ bx simulates the deformation curve of the OA section of the geogrid, i.e.
Then
tanα0＝y′(0)＝[2ax+b]x＝0＝b
The second formula,
Geogrid OA section curve on soft soil foundation
Has a length of
The total length of the geogrid after being stretched by the tensile force P is
The value of δ can be obtained by the following formula:
wherein:
the formula III,
The total elongation of the OB section, BC section and CD section of the geogrid side slope is
Wherein
The symbols in formula one, formula two and formula three are defined as:
p is the pulling force applied to the O end point or the A end point in the OA section of the geogrid on the soft soil foundation of the unit-width rainwater garden, kN;
P1、P2、P3respectively the tension force, kN, respectively applied to the B end point, the C end point and the D end point of the geogrid side slope OB section, the geogrid side slope BC section and the geogrid side slope CD section at the rainwater garden side slope with the unit width;
T1、T2、T3respectively the frictional resistance, kN, suffered by the geogrid side slope OB section, the geogrid side slope BC section and the geogrid side slope CD section at the rainwater garden side slope with the unit width;
q1、q2、q3respectively the positive and negative forces kN of the side slope soft soil under the action of tensile forces at two ends of a geogrid side slope OB section, a geogrid side slope BC section and a geogrid side slope CD section at the side slope of the rainwater garden with the unit width;
[ P ] -allowable tension per unit width of rainwater garden geogrid, kN;
p is the structural layer load on the OA section of the geogrid on the soft soil foundation of the unit-width rainwater garden, kN/m;
h1、h2、h3、h4the thicknesses of a gravel cushion layer, a fine sand cushion layer and silt above the OA section of the geogrid on the soft soil foundation of the rainwater garden and the height of the silt from the top of the silt to the designed water level m in the rainstorm period are respectively set;
q (x) -settlement counter force at the position x of the OA section of the geogrid on the soft soil foundation of the unit-width rainwater garden, kN/m;
k is the proportional constant of the bottom settlement reaction force of the OA section of the geogrid on the soft soil foundation of the unit-width rainwater garden, determined by tests, kN/m2；
μ1、μ2The friction coefficient between the top surface of the OA section of the geogrid on the rainwater garden soft soil foundation with the unit width and the gravel cushion layer and the OA section of the geogrid are respectivelyThe friction coefficient between the bottom surface and the soft soil foundation is dimensionless;
x is the horizontal coordinate value m of the OA section of the geogrid on the soft soil foundation of the unit-width rainwater garden from the O endpoint to the A endpoint;
y (x) -a longitudinal coordinate value m of a settlement curve of the OA section of the geogrid on the soft soil foundation of the unit-width rainwater garden from the end point O to the end point A in the transverse direction;
y '(0) -the derivative of the O end point of the OA section of the geogrid on the soft soil foundation of the rainwater garden with unit width, y' (0) ═ tan α0＝b，m；
t is an abscissa value m of a settlement curve of the OA section of the geogrid on the soft soil foundation of the rainwater garden in the unit width from the O endpoint to t of x;
y (t) -a longitudinal coordinate value m at t from the end point O to x in the transverse direction of a settlement curve of the OA section of the geogrid on the soft soil foundation of the unit-width rainwater garden;
q (t) -the settlement counter force of the OA section of the geogrid on the soft soil foundation of the unit-width rainwater garden from the O endpoint to the t position of x, kN/m;
tau (t) -friction stress at the part OA of the geogrid on the soft soil foundation of the rainwater garden with unit width from the O endpoint to the t of the x, wherein tau (t) is mu1p+μ2q(t)，kN/m2；
α0An included angle between an end point O or an end point A of a settlement curve of an OA section of the geogrid on the soft soil foundation of the unit-width rainwater garden and a horizontal axis, and rad;
αtan included angle, rad, between a t position from an O endpoint to x and a horizontal coordinate value is transversely formed by a settlement curve of an OA section of the geogrid on the soft soil foundation of the rainwater garden with the unit width;
ds-the settlement curve of the OA section of the geogrid on the soft soil foundation of the rainwater garden with unit width is increased from the O endpoint to the t of x by the arc length m;
dt is the horizontal coordinate value increment m from the O endpoint to the t of the x on the settlement curve of the OA section of the geogrid on the soft soil foundation of the unit-width rainwater garden;
α1、α2、α3——respectively forming included angles, rad, of B end points, C end points and D end points of a geogrid side slope OB section, a geogrid side slope BC section and a geogrid side slope CD section at the rainwater garden side slope with the unit width and a abscissa axis;
a. b is respectively undetermined constant of a settlement curve y (x) of the OA section of the geogrid on the soft soil foundation of the unit-width rainwater garden,
m-1；
dimensionless;
delta is geogrid OA section geogrid sedimentation curve y (x) on the rainwater garden soft soil foundation in unit width, and the maximum sedimentation amount of the midpoint m;
Egs、Ags-modulus of elasticity, cross-sectional area, kPa, m, respectively, of rainwater garden geogrid per unit width2；
l is the length of the geogrid OA section on the soft soil foundation of the unit-width rainwater garden, m;
l1、l2、l3the lengths m of the geogrid side slope OB section, the geogrid side slope BC section and the geogrid side slope CD section at the rainwater garden side slope with the unit width are respectively;
delta l is the elongation m of the OA section of the geogrid on the soft soil foundation of the unit-width rainwater garden after being pulled by P;
ΔOBCDthe sum of the geogrid side slope OB section, the geogrid side slope CD section and the geogrid side slope BC section at the side slope of the rainwater garden with the unit width is the total elongation m of the OB section, the BC section and the CD section.
The geogrid be steel plastic geogrid class, wrap up into the high strength strip by high strength steel wire through high density polyethylene, different mesh diameters and steel wire radical become the right angle according to plane longitude and latitude and constitute to through ultrasonic bonding shaping geosynthetic material, the finished product is packed with standard width lapping.
The gravel cushion layer is formed by paving gravels and is used as a water storage structure layer of the rainwater garden, and the thickness of the gravel cushion layer is
The gravel is rock or mineral debris with the average particle size of more than 2mm and less than 64mm, and has no sharp edges and corners after being washed by rivers.
The fine sand cushion is formed by laying fine sand and is used as a water seepage structure layer of the rainwater garden, and the thickness of the fine sand cushion is
The fine sand is particles with the particle size larger than 0.075mm, accounts for 80-85% of the total weight, and the mud content is less than 3%.
The silt is a mixture of silt and sand, the clay is smaller than fine sand, and the thickness of the silt is larger than that of the fine sand
The green landscape is a green landscape structure of nursery stocks and landscape stones.
The plurality of water seepage pipes are made of UPVC materials, the diameter of each water seepage pipe is 100-150 mm, small holes with the diameter of 3-5 mm are drilled in the pipe wall, the perforation rate is 30%, the non-woven geotextile is wrapped outside, the distance between every two water seepage pipes is 50-100 cm, and the water seepage pipes are placed at the position lower than the middle of the gravel cushion; the non-woven geotextile takes polypropylene resin as a main production raw material and does not need spinning and weaving to form the rainwater filtering fabric.
A construction method of a sponge city soft soil foundation rainwater garden comprises the following steps:
step one, geogrid design calculation
Designing the scale of a rainwater garden and the material and thickness of a structural layer according to the overall planning and geological drilling data of a sponge city;
② determining soft soilGeogrid OA section l, geogrid slope OB section, geogrid slope BC section and geogrid slope CD section l on foundation1、l2、l3Length of (d);
thirdly, calculating the elongation delta l, the tension P and the maximum settlement delta of the midpoint of the OA section of the geogrid on the soft soil foundation with the unit width, the maximum settlement delta of the midpoint of the Y (x) settlement curve, the OB section of the geogrid side slope and the CD section of the geogrid side slope, namely the total elongation delta of the OB, BC and CD sectionsOBCD；
Selecting a geogrid material, and requiring that the cross section of the geogrid with the unit width is not more than P after the perforation holes are reserved at the positions where the plurality of water seepage pipes are installed to reduce the area;
each piece is cut according to the width of a single roll to obtain l +2 (l)1+l2+l3) + 2X anchoring end length-elongation Δ l-2 ΔOBCDFor example, when the total length of the single-roll geogrid is insufficient, the welding is lengthened; cutting a plurality of geogrids according to the length, wherein the width of the rainwater garden is equal to the width of a single roll, multiplied by the number of sheets and the total overlapping width;
reserving perforation holes at the positions where the plurality of water seepage pipes are arranged on the geogrid, and firmly welding the peripheries of the holes;
step two, mounting the geogrid
Firstly, excavating a rainwater garden foundation pit, cleaning a foundation and a side slope to be flat, and ensuring that the surface has no sundries with sharp edges and corners and high hardness;
placing the middle part of the cut geogrid with the single width in a rainwater garden foundation pit, and anchoring the geogrids at two ends of the top of the slope in a road base layer or a surface layer outside the rainwater garden;
thirdly, laying the other geogrid with the overlapping width of 5-10 cm on the previous geogrid which is placed in advance, and firmly welding the overlapping part until the whole width of the rainwater garden is fully paved;
installing a geogrid strain gauge at the anchoring end close to the geogrid according to design requirements, and monitoring the tensile force of the geogrid;
step three, filling the rainwater garden structure layer
Filling gravels above the top of the OA section of the geogrid on a soft soil foundation, filling the gravels in layers from the O end points and the A end points of two corner edges to the middle, compacting by using a small-sized compacting machine, installing a plurality of water seepage pipes and connecting the water seepage pipes to a pre-buried rainwater pipeline when filling the gravel to the positions of the water seepage pipes, and continuously filling the gravels until the gravel reaches the designed thickness and is compacted and leveled to form a gravel cushion layer:
secondly, laying a non-woven geotextile filter layer on the top surface of the gravel cushion layer, wherein the surface of the non-woven geotextile is required to have no wrinkles;
filling fine sand in the non-woven geotextile filter layer near the side slope, and leveling the surface to form a fine sand cushion layer;
fourthly, filling silt in layers from the positions, close to the side slopes, on the fine sand cushion layer to the middle, and compacting by using a small compacting machine;
planting nursery stock and installing landscape stone on the silt soil to form green landscape;
sixthly, regularly and fixedly monitoring the tension of the geogrid in the process of filling the rainwater garden structure layer, wherein the tension is required to meet the design requirement;
step four, constructing the overflow well
And constructing an overflow well according to a design drawing, and communicating the overflow well with a rainwater pipeline.
Compared with the prior art, the sponge city soft soil foundation rainwater garden structure with the updated structure is mainly provided, and the geogrids are arranged on the structure side slopes of the soft soil foundation and the rainwater garden, so that the integral settlement or local uneven settlement of the rainwater garden caused by rainwater seepage is avoided, the stability of the integral structures such as a gravel cushion layer and a fine sand cushion layer is effectively ensured, and the use function of the rainwater garden is ensured. Therefore, the invention is a rainwater garden structure with the advantages of simple structure, convenient construction, short construction period, low cost, safety, reliability, beautiful environment and the like, and has higher economic benefit and social benefit by combining with a corresponding construction method.
Drawings
Fig. 1 is a schematic structural elevation view of the present invention.
Fig. 2 is a diagram of force calculation of the OA section of the geogrid.
Fig. 3 is a diagram of calculation of the geogrid side slope OB section, the geogrid side slope BC section, and the geogrid side slope CD section at the rainwater garden side slope.
Fig. 4 is a diagram of the calculation of the geogrid slope OB section.
Fig. 5 is a diagram of a calculation of the geogrid slope BC segment.
Fig. 6 is a diagram of a calculation of geogrid slope CD segments.
Detailed Description
The embodiments of the present invention will be described in detail below with reference to the above drawings.
As shown in fig. 1-6, 1, soft soil foundation, 2, geogrid, 21, OA section of geogrid, 22, OB section of geogrid slope, 23, BC section of geogrid slope, 24, CD section of geogrid slope, 25, anchoring end, 3, gravel cushion layer, 4, water seepage pipe, 5, non-woven geotextile filter layer, 6, fine sand cushion layer, 7, silt, 8, greening landscape, 81, nursery stock, 82, landscape stone, 9, overflow well, 91, design water level in rainstorm period, and 92, overflow port.
A sponge city soft soil foundation rainwater garden and a construction method belong to the sponge city construction field, and the structure mainly comprises a soft soil foundation 1 and a rainwater garden shown in figure 1.
The soft soil foundation 1 is a soil structure with high water content, high compressibility, poor water permeability, low strength and large deformation, and can cause overall settlement or local uneven settlement under the rainwater seepage effect, so that the gravel cushion layer 3, the fine sand cushion layer 6, the laid silt 7 and the like of the rainwater garden deform, and the use function of the rainwater garden is finally influenced.
The rainwater garden is characterized in that a geogrid 2 is laid on a soft soil foundation 1, a geogrid slope OB section 22, a geogrid slope BC section 23 and a geogrid slope CD section 24 are laid on a slope, and a gravel cushion layer 3, a non-woven geotextile filter layer 5, a fine sand cushion layer 6, silt 7 and a greening landscape 8 are sequentially arranged on the geogrid 2 of the OA section of the soft soil foundation 1.
The gravel cushion layer 3 is formed by paving gravel and is used as a water storage structure layer of the rainwater garden, and the thickness of the gravel cushion layer is
Wherein the gravelThe particles are rock or mineral debris with the average particle size of more than 2mm and less than 64mm, and are not sharp edges and corners when being washed by rivers.
Simultaneously, lay many infiltration pipe 4 in the gravel bed course 3, these many infiltration pipes all adopt the UPVC material, the diameter is 100mm ~ 150mm, the pipe wall drills out the aperture of diameter 3mm ~ 5mm, the perforation rate is 30%, the non-woven geotechnological cloth of outsourcing, every infiltration pipe's interval 50cm ~ 100cm places in the middle of the 3 high height of gravel bed course position partially to excrete too much rainwater to rainwater pipeline, prevent the unfavorable growth of nursery stock 81 excessively soaking.
The non-woven geotextile filter layer 5 is formed by laying non-woven geotextile on the top surface of the gravel cushion layer 3, the non-woven geotextile is the same as the non-woven geotextile coated with the seepage pipe 4, and polypropylene resin is used as a main production raw material and is formed without spinning and weaving, and the non-woven geotextile is used for filtering rainwater permeating from the top.
The fine sand cushion 6 is formed by laying fine sand and is used as a water seepage structure layer of the rainwater garden, and the thickness of the fine sand cushion is
Wherein the fine sand is particles with the particle size of more than 0.075mm, accounts for 80-85% of the total weight, and the mud content is less than 3%.
The silt 7 is a mixture of silt and sand, the clay is smaller than fine sand, and the thickness of the silt is larger than that of the fine sand
The capillary action is developed, rainwater can be stored in sunny days, water can slowly seep in rainy days, meanwhile, the capillary action is used as planting soil of green landscapes such as nursery stocks 81, and the green landscapes 8 are mainly green landscape structures of the nursery stocks 81 and the landscape stones 82.
In addition, the geogrid 2 is arranged on the soft soil foundation 1 and the structural side slope of the rainwater garden, the geogrid is made of steel-plastic geogrids, high-strength steel wires are wrapped into high-strength strips through high-density polyethylene, the diameters of different meshes and the number of the steel wires form right angles according to the longitude and latitude of a plane, the geogrid is formed by ultrasonic welding, and finished products are packaged in rolls with standard width.
Geotechnics of this embodimentAs shown in fig. 1, the grid 2 mainly comprises a geogrid OA section 21 located at the bottom of the gravel cushion layer 3, a geogrid slope OB section 22 connected with the geogrid OA section, a geogrid slope BC section 23 located at one stage above the geogrid slope OB section, and a geogrid slope CD section 24 located at one stage above the geogrid slope BC section; the geogrids 2 at two ends of the top of the side slope, namely the end points D of the geogrid side slope CD sections 24 are anchored in a road base layer or a surface layer outside the rainwater garden to form anchoring ends 25; an overflow well 9 is arranged outside the geogrid side slope CD section 24, and an overflow port 92 of the overflow well is equal to the designed rainstorm period water level 91 of the greening landscape 8, namely the designed rainstorm water level 91 is higher than the designed rainstorm water level 91
The rainwater can be drained from the overflow port 92 to the rainwater pipe.
Under the action of a structural layer load P on the geogrid OA section 21 on the soft soil foundation 1, the tensile force applied to an O end point or an A end point is P, the settlement y (x) of a certain point on the bottom surface meets the Vickers assumption with the pressure, namely the settlement of the certain point on the bottom surface of the geogrid OA section 21 is in direct proportion to the pressure applied to the certain point, and the proportionality constant is k, namely q (x) is ky (x); when the geogrid 2 is integrally stressed and stretched, the top surface and the bottom surface respectively generate friction resistance stress of mu1p、μ2q (x); the anchoring end 25 of the D end of the geogrid side slope CD section is anchored in a road base layer or a surface layer outside the rainwater garden, and the geogrid side slope OB section 22, the geogrid side slope BC section 23 and the geogrid side slope CD section 24 are respectively subjected to tension force P1、P2、P3Frictional resistance T1、T2、T3(ii) a The tension P of the O end point or the A end point of the geogrid OA section 21 on the soft soil foundation 1, the maximum settlement delta of the middle point of the settlement curve y (x) of the geogrid OA section 21, the tension P of the geogrid slope OB section 22, the geogrid slope BC section 23 and the geogrid slope CD section 241、P2、P3Calculated by the following formula shown in fig. 2 to 5:
formula I,
The above integral equation is generally not an analytical solution, and is approximated by y (x) ax2+ bx simulates the deformation curve of the OA section 21 of the geogrid, i.e.
Then
tanα0＝y′(0)＝[2ax+b]x＝0＝b
The second formula,
The total length of the geogrid 2 after being stretched by the tensile force P is
The value of δ can be obtained by the following formula:
wherein:
the formula III,
The total elongation of the geogrid slope OB section 22, the geogrid slope BC section 23 and the geogrid slope CD section 24 is
Wherein
The symbols in formula one, formula two and formula three are defined as:
p is the pulling force applied to the O end point or the A end point of the geogrid OA section 21 on the soft soil foundation of the unit-width rainwater garden, kN;
P1、P2、P3tension force kN respectively applied to the B end point, the C end point and the D end point of the geogrid side slope OB section 22, the geogrid side BC section 23 and the geogrid side slope CD section 24 at the rainwater garden side slope with the unit width;
T1、T2、T3respectively the frictional resistance, kN, suffered by the geogrid slope OB section 22, the geogrid slope BC section 23 and the geogrid slope CD section 24 at the rainwater garden side slope with the unit width;
[ P ] -allowable tension per unit width of the rainwater garden geogrid 2, kN;
p is the structural layer load, kN/m, on the geogrid OA section 21 on the rainwater garden soft soil foundation 1 with unit width;
h1、h2、h3、h4the thicknesses of the gravel cushion layer 3, the fine sand cushion layer 6 and the silt 7 above the geogrid OA section 21 on the rainwater garden soft soil foundation 1 and the height of the silt 7 from the top to the designed rainstorm period water level 91 m are respectively set;
q (x) -settlement counter force kN/m at the position x of the OA section of the geogrid on the soft soil foundation 1 of the unit-width rainwater garden;
k is the constant of reaction force proportion of 21 bottom settlement of the geogrid OA section on the unit width rainwater garden soft soil foundation 1, determined by tests, kN/m2；
μ1、μ2The friction coefficient between the top surface of the geogrid OA section 21 on the rainwater garden soft soil foundation 1 and the gravel cushion layer 3 and the friction coefficient between the bottom surface of the geogrid OA section 21 and the soft soil foundation 1 are respectively of unit width and are dimensionless;
x is the horizontal coordinate value m of the geogrid OA section 21 on the unit width rainwater garden soft soil foundation 1 from the end point O to the end point A;
y (x) -the longitudinal coordinate value m of the settlement curve of the geogrid OA section 21 on the unit-width rainwater garden soft soil foundation 1 from the end point O to the end point A in the transverse direction;
y '(0) -derivative of the endpoint of geogrid OA section 21O on unit width rainwater garden soft soil foundation 1, y' (0) ═ tan α0＝b，m；
t is an abscissa value m at the t position from the O endpoint to x in the horizontal direction of the settlement curve of the geogrid OA section 21 on the unit-width rainwater garden soft soil foundation 1;
y (t) -the longitudinal coordinate value m of the settlement curve of the geogrid OA section 21 on the unit-width rainwater garden soft soil foundation 1 from the end point O to t of x in the transverse direction;
q (t) -the settlement counter force of the OA section 21 of the geogrid on the soft soil foundation 1 of the unit-width rainwater garden from the O endpoint to the t of x, kN/m;
tau (t) -geogrid OA section 21 on unit width rainwater garden soft soil foundation 1 from O endpoint to xFriction stress at t, [ tau ] (t) [ mu ]1p+μ2q(t)，kN/m2；
α0An included angle, rad, between an end point O or an end point A of a settlement curve of the geogrid OA section 21 on the unit-width rainwater garden soft soil foundation 1 and a horizontal axis;
αtan included angle, rad, between a t position from an O endpoint to x and a horizontal coordinate value is formed by a settlement curve of the geogrid OA section 21 on the rainwater garden soft soil foundation 1 with the unit width;
ds-the increment of the settlement curve of the geogrid OA section 21 on the rainwater garden soft soil foundation 1 in unit width from the O endpoint to the t of x, m;
dt-horizontal coordinate value increment m from the O endpoint to t of x of the settlement curve of the geogrid OA section 21 on the unit-width rainwater garden soft soil foundation 1;
α1、α2、α3angles between the B end point, the C end point and the D end point of the geogrid side slope OB section 22, the geogrid side slope BC section 23 and the geogrid side slope CD section 24 at the rainwater garden side slope with the unit width and an abscissa axis are respectively rad;
a. b is respectively the undetermined constant of the settlement curve y (x) of the geogrid OA section 21 on the rainwater garden soft soil foundation 1 with the unit width,
m-1；
dimensionless;
δ -geogrid OA section 21 geogrid settlement curve y (x) of unit width rainwater garden soft soil foundation 1, maximum settlement amount of midpoint, m;
Egs、Ags-modulus of elasticity, cross-sectional area, kPa, m, respectively, of rainwater garden geogrid 2 per unit width2；
l-length, m, of geogrid OA section 21 on unit width rainwater garden soft soil foundation 1;
l1、l2、l3lengths m of the geogrid slope OB section 22, the geogrid slope BC section 23 and the geogrid slope CD section 24 at the rainwater garden slope with the unit width;
delta l is the elongation m of the geogrid OA section 21 on the unit-width rainwater garden soft soil foundation 1 after being pulled by P;
ΔOBCDthe total elongation m of the geogrid slope OB section 22 and the geogrid slope CD section 24 at the slope of the rainwater garden with unit width, namely OB, BC and CD sections.
The construction method of the sponge city soft soil foundation rainwater garden mainly comprises the following steps:
step one, geogrid design calculation
Designing the scale of a rainwater garden and the material and thickness of a structural layer according to the overall planning and geological drilling data of a sponge city;
determining a geogrid OA section l, a geogrid slope OB section 22, a geogrid slope BC section 23 and a geogrid slope CD section l on the soft soil foundation 11、l2、l3Length of (d);
thirdly, calculating the elongation delta l, the tension P, the maximum settlement delta of the midpoint of a settlement curve y (x), the total elongation delta of the earth work grid OA section 21, the maximum settlement delta of the midpoint of the earth work grid slope OB section 22 and the earth work grid slope CD section 24, namely the total elongation delta of the OB, BC and CD sections on the soft soil foundation with unit width through a formula I, a formula II and a formula IIIOBCD；
Selecting a material of the geogrid 2, and requiring that the cross section of the geogrid with unit width is not more than P after the perforation holes are reserved at the positions where the plurality of water seepage pipes 4 are installed to reduce the area;
each piece is cut according to the width of a single roll to obtain l +2 (l)1+l2+l3) + 2X anchoring end length-elongation Δ l-2 ΔOBCDIf the total length of the single roll of geogrid (2) is insufficientWelding and lengthening; cutting a plurality of geogrids according to the length, wherein the width of the rainwater garden is equal to the width of a single roll, multiplied by the number of sheets and the total overlapping width;
reserving perforation holes at the positions where the plurality of water seepage pipes 4 are arranged on the geogrid 2, and firmly welding the peripheries of the perforation holes;
step two, mounting the geogrid
Firstly, excavating a rainwater garden foundation pit, cleaning a foundation and a side slope to be flat, and ensuring that the surface has no sundries with sharp edges and corners and high hardness;
placing the middle part of the intercepted geogrid 2 with the single width in a rainwater garden foundation pit, and anchoring the geogrids at two ends of the top of the side slope in a road base layer or a surface layer outside the rainwater garden;
thirdly, laying the other geogrid with the overlapping width of 5-10 cm on the previous geogrid which is placed in advance, and firmly welding the overlapping part until the whole width of the rainwater garden is fully paved;
installing a geogrid strain gauge at the position close to the anchoring end 25 of the geogrid 2 according to design requirements, and monitoring the tensile force of the geogrid;
step three, filling the rainwater garden structure layer
Filling gravels above the top of the OA section 21 of the geogrid on a soft soil foundation, filling the gravels in layers from the O end points and the A end points of two corner edges to the middle, compacting by using a small-sized compaction machine, installing a plurality of water seepage pipes 4 and connecting the water seepage pipes to a pre-buried rainwater pipeline when filling the water seepage pipes, and continuously filling the gravels until the designed thickness is reached and compacting and leveling to form a gravel cushion layer 3:
secondly, laying a non-woven geotextile filter layer 5 on the top surface of the gravel cushion layer 3, wherein the surface of the non-woven geotextile is required to have no wrinkles;
thirdly, filling fine sand into the middle of the non-woven geotextile filter layer 5 close to the side slope, and leveling the surface to form a fine sand cushion layer 6;
fourthly, filling silt 7 into the middle of the fine sand cushion layer 6 close to the side slope in a layered mode, and compacting the silt by using a small compacting machine;
planting nursery stock 81 and installing landscape stone 82 on silt 7 to form greening landscape 8;
sixthly, regularly and fixedly monitoring the tension of the geogrid in the process of filling the rainwater garden structure layer, wherein the tension is required to meet the design requirement;
step four, constructing the overflow well
And constructing an overflow well 9 according to a design drawing, and communicating the overflow well with a rainwater pipeline.
The examples of the present invention are provided for illustration only and are not intended to limit the scope of the present invention. It should also be understood that various changes or modifications may be made by those skilled in the art after reading the teachings herein, and such equivalents are intended to fall within the scope of the invention as defined in the appended claims.
Claims (8)
1. A sponge city soft soil foundation rainwater garden comprises a soft soil foundation (1), a gravel cushion layer (3), a non-woven geotextile filter layer (5), a fine sand cushion layer (6), silt soil (7) and a greening landscape (8) which are sequentially arranged on the soft soil foundation (1) from bottom to top, wherein a plurality of water seepage pipes (4) are laid in the gravel cushion layer (3), and the sponge city soft soil garden is characterized in that a geogrid (2) is arranged at the bottom of the soft soil foundation (1) and a rainwater garden and on a structural side slope, and comprises a geogrid OA section (21) positioned at the bottom of the gravel cushion layer (3), a geogrid side slope OB section (22) connected with the geogrid OA section, a geogrid side slope BC section (23) positioned at one level above the geogrid side slope OB section and a geogrid CD side slope section (24) positioned at one level above the geogrid side slope BC section; an overflow well (9) is arranged outside the geogrid side slope CD section (24), and the height of an overflow port (92) of the overflow well is equal to the designed rainstorm water level (91) of the greening landscape (8); under the action of a structural layer load P on the geogrid OA section (21) on the soft soil foundation (1), the tensile force applied to an O end point or an A end point is P, the settlement y (x) of a certain point on the bottom surface meets the Wenkeler assumption with the pressure, namely the settlement of the certain point on the bottom surface of the geogrid OA section (21) is in direct proportion to the pressure applied to the certain point, and the proportionality constant is k, namely (q) is ky (x); when the geogrid (2) is integrally stressed and stretched, the top surface and the bottom surface respectively generate friction resistance stress of mu1p、μ2q (x); an anchoring end (25) at the D end of the geogrid side slope CD section (24) is anchored in a road base layer or a surface layer outside the rainwater garden, and a geogrid side slope OB section (22) and a geogrid side slope BC section (a:)23) And the geogrid side slope CD section (24) are respectively subjected to tension force P1、P2、P3Frictional resistance T1、T2、T3(ii) a The O end point or A end point tension P of the geogrid OA section (21) on the soft soil foundation (1), the maximum settlement delta of the midpoint of the settlement curve y (x) of the geogrid OA section (21), the geogrid slope OB section (22), the geogrid slope BC section (23) and the geogrid slope CD section (24) are tension P1、P2、P3Calculated by the following formula:
formula I,
The above integral equation is generally not an analytical solution, and is approximated by y (x) ax2+ bx simulates the deformation curve of the OA section (21) of the geogrid, i.e.
Then
tanα0＝y′(0)＝[2ax+b]x＝0＝b
The second formula,
Geogrid OA section (21) curve on soft soil foundation (1)
Has a length of
The total length of the geogrid (2) after being wholly stretched by the tensile force P is
The value of δ can be obtained by the following formula:
wherein:
the formula III,
The total elongation of the geogrid side slope OB section (22), the geogrid side slope BC section (23) and the geogrid side slope CD section (24) is
Wherein
The symbols in formula one, formula two and formula three are defined as:
p is the pulling force applied to the O end point or the A end point in the geogrid OA section (21) on the rainwater garden soft soil foundation (1) with unit width, kN;
P1、P2、P3respectively the tension force, kN, respectively applied to the B end point, the C end point and the D end point of the geogrid side slope OB section (22), the geogrid side BC section (23) and the geogrid side CD section (24) at the rainwater garden side slope with the unit width;
T1、T2、T3respectively the frictional resistance, kN, suffered by the geogrid side slope OB section (22), the geogrid side slope BC section (23) and the geogrid side slope CD section (24) at the rainwater garden side slope with the unit width;
[ P ] -allowable tension per unit width of the rainwater garden geogrid (2), kN;
p is the structural layer load, kN/m, on the geogrid OA section (21) on the rainwater garden soft soil foundation (1) with unit width;
q (x) -settlement counter force at the position x of the OA section of the geogrid on the soft soil foundation of the unit-width rainwater garden, kN/m;
k is the reaction force proportionality constant of the bottom settlement of the geogrid OA section (21) on the rainwater garden soft soil foundation (1) with unit width, determined by tests, kN/m2；
μ1、μ2The friction coefficient between the top surface of the geogrid OA section (21) on the rainwater garden soft soil foundation (1) and the gravel cushion layer (3) and the friction coefficient between the bottom surface of the geogrid OA section (21) and the soft soil foundation (1) are dimensionless;
x is the horizontal coordinate value m of the geogrid OA section (21) on the unit width rainwater garden soft soil foundation (1) from the end point O to the end point A;
y (x) -the longitudinal coordinate value m of the settlement curve of the geogrid OA section (21) on the unit-width rainwater garden soft soil foundation (1) from the end point O to the end point A in the transverse direction;
y '(0) -derivative of O endpoint of geogrid OA section (21) on unit width rainwater garden soft soil foundation (1), y' (0) -tan alpha0＝b，m；
t is an abscissa value m of a settlement curve of the geogrid OA section (21) on the unit-width rainwater garden soft soil foundation (1) from the O endpoint to t of x in the transverse direction;
y (t) -a longitudinal coordinate value m at t from the end point O to x in the horizontal direction of a settlement curve of the geogrid OA section (21) on the unit-width rainwater garden soft soil foundation (1);
q (t) -settlement counter force, kN/m, of the geogrid OA section (21) on the unit-width rainwater garden soft soil foundation (1) from the O endpoint to t of x;
tau (t) -the friction resistance stress of the geogrid OA section (21) on the rainwater garden soft soil foundation (1) with unit width from the O endpoint to t of x, wherein tau (t) is mu1p+μ2q(t)，kN/m2；
α0-the angle between the end point of the settlement curve O or the end point of the geogrid OA section (21) on the unit width rainwater garden soft soil foundation (1) and the abscissa axis, rad;
αt-the settlement curve of the geogrid OA section (21) on the rainwater garden soft soil foundation (1) with unit width is at an included angle of a horizontal coordinate value, rad, from the O endpoint to t of x;
ds-the settlement curve of the geogrid OA section (21) on the rainwater garden soft soil foundation (1) with unit width is increased from the O endpoint to the arc length at the t position of x, m;
dt is the increment of the abscissa value m from the O endpoint to the t position of x of the settlement curve of the geogrid OA section (21) on the unit-width rainwater garden soft soil foundation (1);
α1、α2、α3angles between a B endpoint, a C endpoint and a D endpoint of a geogrid side slope OB section (22), a geogrid side BC section (23) and a geogrid side slope CD section (24) at the rainwater garden side slope with the unit width and a abscissa axis are respectively rad;
a. b is respectively undetermined constant of settlement curve y (x) of geogrid OA section (21) on the unit width rainwater garden soft soil foundation (1),
m-1；
dimensionless;
delta-maximum settlement at midpoint of geogrid OA section (21) on unit width rainwater garden soft soil foundation (1) geogrid settlement curve y (x);
Egs、Ags-modulus of elasticity, cross-sectional area, kPa, m, respectively, of rainwater garden geogrid (2) per unit width2；
l-length, m, of geogrid OA section (21) on unit width rainwater garden soft soil foundation (1);
l1、l2、l3the lengths m of the geogrid slope OB section (22), the geogrid slope BC section (23) and the geogrid slope CD section (24) at the rainwater garden slope with the unit width are respectively;
delta l is the elongation m of the geogrid OA section (21) on the unit-width rainwater garden soft soil foundation (1) after being pulled by P;
ΔOBCDthe sum of the geogrid side slope OB section (22) at the rainwater garden side slope with the unit width, the geogrid side slope CD section (24) and the geogrid side slope BC section (23) is the total elongation of the OB, BC and CD sections, and m is obtained.
2. A sponge city soft soil foundation rainwater garden as claimed in claim 1, characterized in that the geogrid (2) is a steel-plastic geogrid, which is made of high-strength steel wires wrapped by high-density polyethylene into high-strength strips, different mesh diameters and steel wire numbers are formed by forming right angles according to the warp and weft of a plane, and the geosynthetic material is formed by ultrasonic welding, and the finished product is packaged in rolls with standard width.
3. Root of herbaceous plantA sponge city soft soil foundation rainwater garden as claimed in claim 1, characterized in that the gravel cushion (3) is laid by gravel and used as water storage structure layer of rainwater garden, and the thickness is
The gravel is rock or mineral debris with the average particle size of more than 2mm and less than 64mm, and has no sharp edges and corners after being washed by rivers.
4. A sponge city soft soil foundation rainwater garden as claimed in claim 1, characterized in that the fine sand cushion (6) is laid by fine sand and used as a water seepage structure layer of the rainwater garden, and the thickness is thick
The fine sand is particles with the particle size larger than 0.075mm, accounts for 80-85% of the total weight, and the mud content is less than 3%.
5. A sponge city soft soil foundation rainwater garden as claimed in claim 1, characterized in that said silt (7) is a mixture of silt and sandy soil, the clay is smaller than fine sand, and the thickness is smaller than fine sand
6. A sponge city soft soil foundation rainwater garden as claimed in claim 1, characterized in that the green landscape (8) is a green landscape construction of nursery stock (81) and landscape stone (82).
7. The rainwater garden with the sponge city soft soil foundation according to claim 1, characterized in that the plurality of water seepage pipes (4) are made of UPVC material, the diameter is 100 mm-150 mm, the pipe wall is drilled with small holes with the diameter of 3 mm-5 mm, the perforation rate is 30%, the non-woven geotextile is wrapped, the distance between each water seepage pipe (4) is 50 cm-100 cm, and the non-woven geotextile is placed at the position lower than the middle of the gravel cushion layer (3) in height; the non-woven geotextile takes polypropylene resin as a main production raw material and does not need spinning and weaving to form the rainwater filtering fabric.
8. A construction method of a soft soil foundation rainwater garden in a sponge city according to claim 1, characterized by comprising the following steps:
step one, geogrid design calculation
Designing the scale of a rainwater garden and the material and thickness of a structural layer according to the overall planning and geological drilling data of a sponge city;
determining a geogrid OA section (21) l, a geogrid slope OB section (22), a geogrid slope BC section (23) and a geogrid slope CD section (24) l on the soft soil foundation1、l2、l3Length of (d);
thirdly, calculating the elongation delta l, the tension P, the maximum settlement delta of the midpoint of a settlement curve y (x), the total elongation delta of the OA section (21) of the geogrid on the soft soil foundation (1) in unit width, the OB section (22) of the geogrid side slope and the CD section (24) of the geogrid side slope, namely the total elongation delta of the OB, BC and CD sections by using a formula I, a formula II and a formula IIIOBCD；
Selecting a material of the geogrid (2), and requiring that the cross-section tensile force P of the geogrid with unit width is less than or equal to P after the perforation holes are reserved at the positions where the plurality of water seepage pipes (4) are installed to reduce the area;
each piece is cut according to the width of a single roll to obtain l +2 (l)1+l2+l3) + 2X anchoring end length-elongation Δ l-2 ΔOBCDIf the total length of the single-roll geogrid (2) is insufficient, the welding is lengthened; cutting a plurality of geogrids according to the length, wherein the width of the rainwater garden is equal to the width of a single roll multiplied by the number of sheets;
reserving perforation holes at the positions where the plurality of water seepage pipes (4) are arranged on the geogrid (2), and firmly welding the peripheries of the holes;
step two, mounting the geogrid
Firstly, excavating a rainwater garden foundation pit, cleaning a foundation and a side slope to be flat, and ensuring that the surface has no sundries with sharp edges and corners and high hardness;
placing the middle part of the intercepted geogrid (2) with the single width in a rainwater garden foundation pit, and anchoring the geogrids at two ends of the top of the side slope in a road base layer or a surface layer outside the rainwater garden;
thirdly, laying the other geogrid (2) with the overlapping width of 5-10 cm on the previous geogrid (2) which is placed in advance, and firmly welding the overlapping part until the whole width of the rainwater garden is fully paved;
installing a geogrid strain gauge at the position close to the anchoring end (25) of the geogrid (2) according to design requirements, and monitoring the tensile force of the geogrid;
step three, filling the rainwater garden structure layer
Filling gravels above the top of an OA section (21) of a geogrid on a soft soil foundation (1), filling the gravels in layers from the O end points and the A end points of two corner edges to the middle, compacting by using a small compaction machine, installing a plurality of water seepage pipes and connecting the water seepage pipes to a pre-buried rainwater pipeline when filling the water seepage pipes, and continuously filling the gravels until the designed thickness is reached and compacting and leveling to form a gravel cushion layer (3):
secondly, laying a non-woven geotextile filter layer (5) on the top surface of the gravel cushion layer (3), wherein the surface of the non-woven geotextile is required to have no wrinkles;
thirdly, filling fine sand into the middle of the non-woven geotextile filter layer (5) close to the side slope, and leveling the surface to form a fine sand cushion layer (6);
fourthly, filling silt (7) into the middle of the fine sand cushion layer (6) in a layered manner at a position close to the side slope, and compacting by using a small compacting machine;
planting nursery stocks (81) and installing landscape stones (82) on the silt soil (7) to form a green landscape (8);
sixthly, regularly and fixedly monitoring the tension of the geogrid (2) in the process of filling the rainwater garden structure layer, wherein the tension is required to meet the design requirement;
step four, constructing the overflow well
And constructing an overflow well (9) according to a design drawing, and communicating the overflow well with a rainwater pipeline.
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Address after: 325002 No. 29, No. three industrial zone, Pu Zhou, Lucheng District, Wenzhou, Zhejiang. Applicant after: Zhejiang Green Art Construction Co.,Ltd. Address before: 325002 No. 29, No. three industrial zone, Pu Zhou, Lucheng District, Wenzhou, Zhejiang. Applicant before: ZHEJIANG GREEN ART GARDEN & PARK ENGINEERING Co.,Ltd. |
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| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| PE01 | Entry into force of the registration of the contract for pledge of patent right | ||
| PE01 | Entry into force of the registration of the contract for pledge of patent right |
Denomination of invention: Sponge City Soft Soil Foundation Rainwater Garden and Construction Method Effective date of registration: 20231010 Granted publication date: 20211012 Pledgee: Zhejiang Tailong Commercial Bank Co.,Ltd. Wenzhou Lucheng Wuma Small and Micro Specialized Sub branch Pledgor: Zhejiang Green Art Construction Co.,Ltd. Registration number: Y2023980060321 |