CN101130975A - Filling pile construction method for machine drill end oversize reaming and its special apparatus - Google Patents
Filling pile construction method for machine drill end oversize reaming and its special apparatus Download PDFInfo
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- CN101130975A CN101130975A CNA2007100495841A CN200710049584A CN101130975A CN 101130975 A CN101130975 A CN 101130975A CN A2007100495841 A CNA2007100495841 A CN A2007100495841A CN 200710049584 A CN200710049584 A CN 200710049584A CN 101130975 A CN101130975 A CN 101130975A
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Abstract
The present invention discloses construction process and special appliances for forming filling pile with reamed end. The construction process includes the following steps: boring to set depth with conventional pile work borer; reaming with reaming bit to form cylinder or frustum in the pile bottom; setting the reinforcing cage gravitationally or by means of external force; and pouring concrete to form the filling pile. The special appliances include one reaming bit capable of forming oversized pouring end, and one reinforcing cage capable of being drawn in and drawn off. The filling pile with reamed end has great stressed area in the pile bottom, great bearing capacity and high anti-seismic capacity.
Description
Technical field
The present invention relates to the job practices of deposited reinforced concrete pile, the job practices and the special-purpose machines and tools that particularly have the castinplace pile of large diameter pile foundation, relate in particular to high level, superelevation layer worker China Democratic National Construction Association engineering is being under the geological condition of bearing stratum with non-basement rock, by increasing pile foundation bottom lifting surface area, significantly improve bearing capacity of single pile not changing under the dark prerequisite of stake footpath stake, improve the construction technology and the special implement of whole shock resistance.
Background technology
Is being under the geological condition of bearing stratum with non-basement rock at present, upper load is high-rise greatly, superelevation layer worker China Democratic National Construction Association engineering is for guaranteeing to be no more than bearing capacity of foundation soil, and general the employing adds the timber pile footpath, increases pile body length and improve bearing capacity of single pile; But lengthening strengthens the pile body diameter will inevitably cause that concrete amount is huge to be increased, and when pile body length and diameter ratio were excessive, the bearing capacity and the shear resistance of pile body significantly reduced.Manually dig the expansion stake in the engineering employing that has, but be in extreme danger; Also have some engineerings to adopt the method for machine drill termination reaming, but the reaming ability is only 0.5-1d (d is a pile body diameter).
The Chinese patent file discloses " a kind of large bearing capacity overlapping pile (CN1106491A), it mainly is formed by stacking by high-pressure rotary jet grouting pile and castinplace pile ".Chinese patent literature has also disclosed a kind of " the high-pressure rotary-spray lock pin expands kerve " (CN1441124A), after its same employing in large diameter stake end high-pressure rotary-spray method expands the end, and the formation such as pipeline sinking pile of inserting steel concrete.Have with the bottom and all adopt the high-pressure rotary-spray mode to form, exist stake end size to be difficult to the shortcoming that accurately guarantees.In addition, Chinese patent literature also discloses a kind of " processing method at the bottom of the grout pile " (CN1051771A), and it is that spray pressurization lean concrete grout after the shake puddling is real, re-uses the Grouting Pipe enhancing perfusion and forms a stake end in the priming concrete pile hole bed rock soil by pore-forming.Its stake end size is difficult to equally guarantee, and can not adds at the bottom of the large diameter pile of reinforcing cage formation steel concrete.
Summary of the invention
The objective of the invention is the problem that exists at prior art and the cast-in-place pile construction method of a kind of machine drill oversized tip reaming is provided, to adapt to high level, superelevation layer worker China Democratic National Construction Association engine request, solution is being under the geological condition of bearing stratum with non-basement rock, under not increasing the stake footpath, not extending the dark prerequisite of stake, a lifting surface area at the bottom of increasing exponentially by the oversized tip reaming, improve bearing capacity of single pile, improve shock resistance.
The object of the present invention is achieved like this: the cast-in-place pile construction method of a kind of machine drill oversized tip reaming, carry out according to the following steps:
A) adopt conventional pile work drilling machine construction to the predetermined reaming degree of depth;
B) change reaming bit and carry out the construction of reaming section, forming diameter at the bottom of making is the nearly cylinder or the cone table of 2～4 times of pile body diameters;
C) utilize gravity or external force to transfer reinforcing cage;
D) fluid concrete forms castinplace pile.
Another object of the present invention provides the reaming bit of the cast-in-place pile construction method special use of above-mentioned machine drill oversized tip reaming, to solve the boring problem in oversized tip hole.
Another object of the present invention is achieved in that a kind of hole-expanding drill bit for pouring pile with oversize expanded end hole, drill bit structure is: the bottom as the reducer union that is connected with drilling rod is fixedly connected with outer ring set and inner ring sleeve, be provided with guide peg between the inside and outside ring set versatilely, be provided with spring between the inside and outside ring set at guide peg top, four groups of uniform reducer union bottoms that are hinged on of knife rest that are provided with cutter head, every group of knife rest is made up of two bar shaped knife rests that are hinged, and the bottom of bar shaped knife rest connects firmly on guide peg.
Waterflood path in the above-mentioned guide peg is communicated with aquaporin in the reducer union, is provided with the aquaporin that is interconnected in two bar shaped knife rests, and the interior waterflood path of this aquaporin via through holes and guide peg is communicated with; Have the spray orifice that is communicated with, is used to cool off cutter head with aquaporin in it on each bar shaped knife rest.
A further object of the present invention provides the cast-in-place pile construction method special use of above-mentioned machine drill oversized tip reaming, and cage of reinforcement that can folding and unfolding is to solve the problem that the cage of reinforcement that will make is in advance put into the oversized tip hole from the top down, poured into a mould.
A further object of the present invention is achieved in that a kind of reinforcement cage for cast-in-place pile with oversized tip (being reinforcing cage), comprise many longitudinal reinforcements along same circle distribution, many steel hoops that distribute, are connected along vertical direction with longitudinal reinforcement, be positioned on the longitudinal reinforcement of castinplace pile reaming section uniform being provided with and radially disperse reinforcing bar, and disperse reinforcing bar and be hinged on longitudinal reinforcement or the steel hoop; Disperse reinforcing bar corresponding to each on the longitudinal reinforcement and also be provided with the fixing detent mechanism.
Compared with prior art, the present invention has following characteristics and advantage:
Enlarge stake end lifting surface area
By the oversized tip reaming, according to S=π R
2, the termination stake is directly expanded and is twice, and a stake end lifting surface area is expanded as 4 times.
1, improves the load bearing capacity of single pile
By (P)=1/2U ∑ f
iL
i+ m
0(σ) A knows the load bearing capacity of a basal cross section long-pending increase can raising single pile.
In the formula: U is the limit pile side friction of each soil layer of stake week;
f
iBe the end resistance reduction coefficient;
L
iPass the length of i soil layer for pile body;
m
0For pile body perimeter of section (M), directly calculate by the pore-forming stake;
(σ) is the allowable bearing (KPa) of stake end foundation soil ,=σ
0+ K
2r
2(4d-3)+K '
2r
2(6d);
A is the long-pending (M of stake basal cross section
2);
σ
0Basic bearing capacity for the substrate foundation soil.K
2Be correction factor, K '
2For loess and cohesive soil is 1.0, for other soil, is K
2Half, r
2Average unit weight for soil more than the substrate.
Test (seeing the following form) and formula according to the bearing capacity of single pile under the different-diameter expanded bore pile calculate check, and along with the increasing of bellout diameter, the load that stake can be born is also in rapid increase as can be seen.
| Bearing capacity of single pile under the different-diameter expanded bore pile | ||||||
| The test pile numbering | Stake is dark | Bellout diameter | Bearing stratum | Settling amount (10mm) | Remarks | |
| Load (KPa) | (％) | |||||
| 1 | 8.8 | 0.8 | Sandy gravel | 1010 | 100 | Sedimentation is no more than national recommended |
| 2 | 8.8 | 1.6 | Sandy gravel | 1644 | 163 | Sedimentation is no more than national recommended value |
| 3 | 8.8 | 2.4 | Sandy gravel | 5128 | 508 | Sedimentation is no more than national recommended value |
2, improve the bottom shear resistance of single pile
The bottom double-layer high strength is dispersed reinforcing bar and is fixed on apart from the position of the stake end and stake side 10CM, strengthens the stake shear resistance at the end.
3, improve whole shock resistance
By enlarge a stake end lifting surface area, reduce at the bottom of stressed load, changes friction pile be end bearing pile, can reduce the pile foundation degree that the basis is liquefied, softens under vibration condition, thereby improve the ability of whole antidetonation.
4, be skillfully constructed, novel in design, frame for movement is simple, reaming efficient height
Utilize the centrifugal force of bar shaped knife rest rotation to open knife rest, ground is cut, peels off, clashes into, reaming efficient height.
5, the long service life of knife rest cutter head
During boring, the press water of introducing through drilling rod enters guide peg from reducer union, and the through hole on guide peg injects the aquaporin in the bar shaped knife rest again, at last, spray orifice ejection from the knife rest contains golden cutter head to the hard on the bar shaped knife rest and cools off, thereby has prolonged the application life of knife rest cutter head.
6, adopt the construction of this reaming head, can form the oversized tip fill orifice, enlarge stake end lifting surface area (the termination stake directly enlarges 1 times, and stake end lifting surface area is expanded as 4 times) on the one hand, greatly improve the load bearing capacity of single pile on the other hand, finally improved the whole shock resistance of building.
7, dispersing reinforcing bar and can draw on the cage of reinforcement, also can decontrol, the last vertical section of dispersing muscle during gathering is parallel with vertical muscle, thereby can put into the oversized tip hole easily from top to bottom, place the hole again after dispersing the muscle relieving, locate through fixing detent mechanism again, and be in radially diverged position, help the cast-in-site of castinplace pile.
8, can accelerate the construction speed of oversized tip castinplace pile, cage of reinforcement is welding production in advance, and its making can be carried out simultaneously with boring, but the reduction of erection time.
9, make cage of reinforcement in advance, help guaranteeing the filling pile construction quality.
10, disperse the high tensile reinforcement skeleton, help improving the shear resistance of cast-in-place concrete pile, thereby strengthen the stability of this type pile foundation.
11, change the distribution form of pile foundation load, improve the ability that this type pile foundation is born dynamic load, thereby further strengthen the stability of this type pile foundation.
Description of drawings
Fig. 1 is the stereogram of reaming bit;
Fig. 2 is vertically (Y to) shown in Figure 1 sectional drawing;
Fig. 3 is the profile of bar shaped knife rest shown in Figure 2;
Fig. 4 is the sectional drawing of cutter head shown in Figure 2 along the A-A line;
Fig. 5 is that cutter head shown in Figure 2 bottom is entrenched in the schematic diagram on the knife rest;
Fig. 6 is that cage of reinforcement places the front view in the oversized tip hole;
Fig. 7 is the vertical view (reinforcing bar of dispersing on the aspect only is shown) of cage of reinforcement shown in Figure 6;
Fig. 8 fixes detent mechanism and a schematic perspective view (disperse reinforcing bar and be in the curling position) of dispersing reinforcing bar;
Fig. 9 is fixing detent mechanism shown in Figure 8 and a schematic perspective view (disperse reinforcing bar and be in ejected position) of dispersing reinforcing bar;
Figure 10 is the longitudinal sectional drawing of Fig. 8;
Figure 11 is the longitudinal sectional drawing of Fig. 9;
Figure 12 is that the Z of locator card shown in Figure 10 is to (perpendicular to the paper direction) sectional drawing;
Figure 13 is that the Z of locator card shown in Figure 11 is to (perpendicular to the paper direction) sectional drawing.
The specific embodiment
The cast-in-place pile construction method of a kind of machine drill oversized tip reaming is characterized in that: carry out according to the following steps:
A) adopt conventional pile work drilling machine construction to the predetermined reaming degree of depth;
B) change reaming bit and carry out the construction of reaming section, forming diameter at the bottom of making is the cylinder or the cone table of 2～4 times of pile body diameters;
C) utilize gravity or external force to transfer reinforcing cage;
D) fluid concrete forms castinplace pile.
Detailed construction step of the present invention is as follows:
Construction technology be smooth place → put a bit line and repetition measurement → rig in place → proofread and correct drilling rod in and sag → hole → slag tap → clear soil → lay aperture steel guard aperture pipe → measurement hole depth, verticality → continue to hole → reach and be scheduled to the reaming degree of depth, more bit change → startup prevents that the reaming section from collapsing and discharges that the weighted mud circulating system → inspection hole depth of boring mud → clear hole bottom sediments is to qualified → descending reinforcing cage → slurries displacement → limit pouring concrete, and aperture steel guard aperture pipe is extracted on the limit.
Fig. 1 Fig. 2 illustrates, drill bit structure is: the bottom as the reducer union 1 that is connected with drilling rod is fixedly connected with outer ring set 3 and inner ring sleeve 4, be provided with guide peg 5 between the inside and outside ring set versatilely, be provided with spring 2 between the inside and outside ring set at guide peg top, four groups of uniform reducer union bottoms that are hinged on of knife rest that are provided with cutter head, all form in every group of knife rest, and the bottom of bar shaped knife rest 6 connects firmly on guide peg by two bar shaped knife rests that are hinged (as, bar shaped knife rest 6,8).In the reducer union 1 shoulder is arranged among the figure, reducer union is as being connected with drilling rod.Inner ring sleeve is equivalent to the sleeve pipe that two pipes form with outer ring set, and guide peg 5 is arranged between the inside and outside ring set versatilely.Be not subjected to external force to do the time spent, the angle between two bar shaped knife rests of one group can be 180 °, and this moment, spring was in not stress.Among Fig. 1, bar shaped knife rest 6,8 is one group, and bar shaped knife rest 10,12 is one group, and bar shaped knife rest 7,9 is one group, and bar shaped knife rest 11,13 is one group.Bar shaped knife rest 6 (upper end), 8 (lower ends) are hinged, and the upper end of bar shaped knife rest 8 is hinged in the reducer union, and the lower end of bar shaped knife rest 6 and guide peg 5 connect firmly.Other three groups connected mode and bar shaped knife rest 6,8 are identical.Four groups of knife rests are provided with (steel wire) positioning rope 14, with restriction knife rest opening angle.Waterflood path 5a in the guide peg 5 is communicated with aquaporin 1a in the reducer union 1, is provided with the aquaporin 6b that is interconnected in two bar shaped knife rests 6,8, and the interior waterflood path 5a of this aquaporin via through holes and guide peg is communicated with; Have the spray orifice that is communicated with, is used to cool off cutter head with aquaporin in it on each bar shaped knife rest 6.Draw cooling water from spray orifice cutter head is cooled off, simultaneously, the landwaste when utilizing the pressure of water to take boring out of.Cutter head on all bar shaped knife rests is pressed spaced set, and the misplaced cutter head setting on left and right adjacent two bar shaped knife rests 8,12 (referring to Fig. 1, as, the cutter head on cutter head on the bar shaped knife rest 12 and the bar shaped knife rest 8 is mutual dislocation on same vertical height; Equally, the cutter head mutual dislocation on the bar shaped knife rest 10,6).Referring to Fig. 3, the structure of each bar shaped knife rest is: the termination of carbide bit 6a is cross (Fig. 5), and is fixed on the tool section 6c, and tool section is embedded on bar frame 6e and through screw 6d and fixes.
Cutter head adopts carbide drill among Fig. 1, and its shape is not limited to shape shown, and this place only provides signal.
Fig. 6 Fig. 7 illustrates, and the oversized tip hole is made up of upper bore 24 and bottom reaming section 25, and the diameter of reaming section 25 generally can be 2～4 times of boring 24.Reaming section bottom can be 0～15 degree angle with horizontal direction.Many longitudinal reinforcements 21 along same circumference uniform distribution on steel hoop 22, many steel hoops are connected along vertical (among Fig. 7) distribution and with longitudinal reinforcement, be positioned on the longitudinal reinforcement of castinplace pile reaming section uniform being provided with and radially disperse reinforcing bar 23, and disperse reinforcing bar and be hinged on longitudinal reinforcement or the steel hoop; Disperse reinforcing bar corresponding to each on the longitudinal reinforcement and also be provided with the fixing detent mechanism.Can on longitudinal reinforcement, weld a limited block as the location clamping mechanism, when dispersing reinforcing bar and decontroling, be blocked by the limited block on the longitudinal reinforcement and make its location, and be in radial position with the castinplace pile that vertically muscle is vertical.
Dispersing reinforcing bar can be a straight muscle, also can be to be bent into vertical section, horizontal segment and following vertical section by a straight muscle to constitute and (we can say that also another mistake hour hands bending 90 degree form by clockwise bending 90 degree of a straight muscle.
Among Fig. 8 Figure 10 Figure 12, disperse reinforcing bar and be in the curling position, promptly bending segment is positioned at the position parallel with vertical reinforcement on it.
Among Fig. 9 Figure 11 Figure 13, disperse reinforcing bar and be in ejected position, promptly bending segment is positioned at the position vertical with vertical reinforcement (also being radial position) on it.
Among Figure 10,11,12,13, the fixing detent mechanism is: locator card 26 and spacer 27 are welded on the longitudinal reinforcement outside and inboard respectively, locator card 26 fronts that are positioned at the below are provided with for dispersing the open slot 26d that reinforcing bar snaps in, the locator card side has a blind hole, blind hole runs through open slot and outwards extends, and from inside to outside is disposed with latch 26c, spring 26b and adjustment screw 26a in the blind hole.Referring to Fig. 7, when the last vertical section of dispersing reinforcing bar is in vertical position (parallel with longitudinal reinforcement), latch since acting force of the spring be resisted against and disperse on the reinforcing bar; Referring to Fig. 8, after dispersing reinforcing bar and being subjected to external force deflection, be positioned at the open slot bottom, latch passes from open slot, will disperse reinforcing bar and fix in open slot.
Of the present invention being summarized as follows:
A, special reaming bit, forming diameter at the bottom of allowing is the cone of 1-4d (d is a pile body diameter);
B, utilize method such as pressurization in weighted mud, the hole to keep the stable of reaming section;
C, utilize gravity or mechanical external force to make to put into the reaming section bottom double-layer high strength of a hole steel mesh reinforcement to disperse reinforcing bar to be fixed on, make high strength disperse reinforcing bar and be covered with whole reaming section in upwards (footpath of castinplace pile upwards) apart from the position of the stake end and stake side 10CM.
Claims (10)
1. the cast-in-place pile construction method of machine drill oversized tip reaming is characterized in that: carry out according to the following steps:
A) adopt conventional pile work drilling machine construction to the predetermined reaming degree of depth;
B) change reaming bit and carry out the construction of reaming section, forming diameter at the bottom of making is the cylinder or the cone table of 2～4 times of pile body diameters;
C) placement of cage of reinforcing bar utilizes gravity or external force to make and disperses the reinforcing bar location.
D) fluid concrete forms castinplace pile.
2. according to the cast-in-place pile construction method of the described machine drill oversized tip of claim 1 reaming, it is characterized in that: described a) step is specially: after rig is in place, proofread and correct drilling rod in and verticality, boring is slagged tap simultaneously and is laid aperture steel guard aperture pipe, boring reaches desired depth;
The step of cementing the well in addition between described b step and the c step: start and prevent that the reaming section from collapsing and discharge the weighted mud circulating system of boring mud;
In described c step and the d step, transfer reinforcing cage after, carry out slurries displacements, the limit pouring concrete, aperture steel guard aperture pipe is extracted on the limit.
3. according to the cast-in-place pile construction method of claim 1 or 2 described machine drill oversized tip reamings, it is characterized in that: the angle of described reaming section bottom surface and horizontal direction is 0～15 degree.
4. one kind as weighing the used reaming bit of cast-in-place pile construction method of machine drill oversized tip reaming as described in 1, it is characterized in that: described drill bit structure is: the bottom as the reducer union (1) that is connected with drilling rod is fixedly connected with outer ring set (3) and inner ring sleeve (4), in, be provided with guide peg (5) between the outer ring set versatilely, in the guide peg top, be provided with spring (2) between the outer ring set, four groups of uniform reducer union bottoms that are hinged on of knife rest that are provided with cutter head, every group of knife rest is by two bar shaped knife rests (6 that are hinged, 8) form, and the bottom of bar shaped knife rest (6) connects firmly on guide peg.
5. according to the used reaming bit of cast-in-place pile construction method of the described machine drill oversized tip of claim 4 reaming, it is characterized in that: the interior aquaporin (1a) of the waterflood path (5a) in the described guide peg (5) and reducer union (1) is communicated with, be provided with the aquaporin (6b) that is interconnected in two bar shaped knife rests (6,8), and the waterflood path (5a) in this aquaporin via through holes and the guide peg is communicated with; Have the spray orifice that is communicated with, is used to cool off cutter head with aquaporin in it on each bar shaped knife rest.
6. according to the used reaming bit of cast-in-place pile construction method of the described machine drill oversized tip of claim 5 reaming, it is characterized in that: the structure of described each bar shaped knife rest (6) is: the termination of carbide bit (6a) is cross, and be fixed on the tool section (6c), tool section is embedded at bar frame (6e) and goes up and fix through screw (6d).
7. according to the used reaming bit of cast-in-place pile construction method of the described machine drill oversized tip of claim 5 reaming, it is characterized in that: press spaced set to head on described all bar shaped knife rests, and the misplaced cutter head setting on left and right adjacent two bar shaped knife rests (8,12).
8. according to the used reaming bit of cast-in-place pile construction method of the described machine drill oversized tip of claim 7 reaming, it is characterized in that: described four groups of knife rests are provided with positioning rope (14).
9. according to the used cage of reinforcement of the described job practices of claim 1, comprise many longitudinal reinforcements (1) along same circle distribution, the many steel hoops (22) that distribute, are connected along vertical direction with longitudinal reinforcement, it is characterized in that: the described longitudinal reinforcement (21) that is positioned at castinplace pile reaming section (25) is gone up uniform being provided with and is radially dispersed reinforcing bar (23), and disperses reinforcing bar and be hinged on longitudinal reinforcement or the steel hoop; Disperse reinforcing bar corresponding to each on the longitudinal reinforcement and also be provided with the fixing detent mechanism.
10. according to the used cage of reinforcement of the described job practices of claim 9, it is characterized in that: the described reinforcing bar of dispersing is bent into vertical section, horizontal segment and following vertical section by a straight muscle and constitutes; Described fixing detent mechanism is: locator card (26) and spacer (27) are welded on longitudinal reinforcement (21) outside and inboard respectively, the locator card front that is positioned at the below is provided with for dispersing the open slot (26d) that reinforcing bar snaps in, the locator card side has a blind hole, blind hole runs through open slot and outwards extends, and from inside to outside is disposed with latch (26c), spring (26b) and adjustment screw (26a) in the blind hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2007100495841A CN101130975A (en) | 2007-07-23 | 2007-07-23 | Filling pile construction method for machine drill end oversize reaming and its special apparatus |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2007100495841A CN101130975A (en) | 2007-07-23 | 2007-07-23 | Filling pile construction method for machine drill end oversize reaming and its special apparatus |
Related Child Applications (2)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009101378026A Division CN101591910B (en) | 2007-07-23 | 2007-07-23 | Reinforcement cage for cast-in-place pile with oversized tip |
| CN200910134800A Division CN101666087A (en) | 2007-07-23 | 2007-07-23 | Hole-expanding drill bit for pouring pile with oversize expanded end hole |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101130975A true CN101130975A (en) | 2008-02-27 |
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ID=39128374
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNA2007100495841A Pending CN101130975A (en) | 2007-07-23 | 2007-07-23 | Filling pile construction method for machine drill end oversize reaming and its special apparatus |
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| CN (1) | CN101130975A (en) |
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| CN109235413A (en) * | 2018-10-26 | 2019-01-18 | 浙江大学城市学院 | A kind of transversal reinforcement combination of rigidity and flexibility stake reinforcing soft ground device and construction method |
| CN109235413B (en) * | 2018-10-26 | 2024-01-26 | 浙江大学城市学院 | Device for reinforcing soft soil foundation by transverse reinforced rigid-flexible composite piles and construction method |
| CN113669005A (en) * | 2021-09-18 | 2021-11-19 | 梁昱赫 | Reducing bored concrete pile device |
| CN113669005B (en) * | 2021-09-18 | 2023-06-06 | 梁昱赫 | Reducing type bored concrete pile device |
| CN114541457A (en) * | 2022-03-09 | 2022-05-27 | 华能陕西靖边电力有限公司 | Pile foundation for photovoltaic support |
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