CN117211289A - Construction method of multiple systems of foundation in complex environment - Google Patents
Construction method of multiple systems of foundation in complex environment Download PDFInfo
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- CN117211289A CN117211289A CN202311476252.7A CN202311476252A CN117211289A CN 117211289 A CN117211289 A CN 117211289A CN 202311476252 A CN202311476252 A CN 202311476252A CN 117211289 A CN117211289 A CN 117211289A
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- 238000010276 construction Methods 0.000 title claims abstract description 71
- 238000009412 basement excavation Methods 0.000 claims abstract description 26
- 238000000034 method Methods 0.000 claims abstract description 18
- 239000002131 composite material Substances 0.000 claims abstract description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 68
- 239000010802 sludge Substances 0.000 claims description 48
- 238000011084 recovery Methods 0.000 claims description 25
- 238000005086 pumping Methods 0.000 claims description 17
- 230000001788 irregular Effects 0.000 claims description 7
- 230000008569 process Effects 0.000 claims description 6
- 238000007599 discharging Methods 0.000 claims description 5
- 239000000178 monomer Substances 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 3
- 230000035772 mutation Effects 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 claims description 2
- 238000005056 compaction Methods 0.000 claims 3
- 238000005096 rolling process Methods 0.000 claims 2
- 229910000831 Steel Inorganic materials 0.000 description 9
- 238000005259 measurement Methods 0.000 description 9
- 239000010959 steel Substances 0.000 description 9
- 238000000746 purification Methods 0.000 description 6
- 239000004575 stone Substances 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- 238000001556 precipitation Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 239000012141 concentrate Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
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Abstract
The invention discloses a construction method of a complex environment foundation multiple system, which comprises the following steps: measuring and paying off a foundation pit and a high-pressure jet grouting pile for supporting at a foundation to be constructed: constructing high-pressure jet grouting piles and composite foundations at the two special-shaped foundation pits; digging a foundation pit; and each single construction is carried out, and the method ensures the safe excavation of the foundation pit.
Description
Technical Field
The invention relates to a foundation pit excavation supporting method, in particular to a construction method of a complex environment foundation multiple system of a basement of a water plant.
Background
Under the condition of complex geological conditions, more and more new deep foundation pit design and construction technologies and new processes are presented. The deep foundation pit is designed and constructed, the stability and construction safety of surrounding slopes must be ensured, the relation between surrounding structures and underground pipelines is well treated, and the construction operation above the underground water level is ensured. Measures such as drainage, precipitation and the like are taken, and a good working environment is created for construction. The underground water level in the engineering site is higher, and the environment is complex; the foundation pit excavation range has a large number of middle and strong permeable layers, the water permeability and the water permeability are good, the periphery of the field is a road, and large-area precipitation can cause pavement subsidence and uneven settlement of buildings. In order to prevent foundation pit instability and threat to safety of constructors and surrounding buildings (structures) caused by sand flow, sudden gushing and the like in the foundation pit excavation and foundation construction processes, the foundation pit safety excavation is an important work.
The Chinese patent with the application publication number of CN116537213A and the application publication date of 2023.08.04 discloses a pile wall construction method suitable for a narrow space of a city, which comprises the following steps: s1, determining a foundation pit construction range according to a construction plan; s2, arranging a pile foundation reinforcement cage processing area, a slurry preparation area, an underground continuous wall reinforcement cage processing area, a pile groove soil airing area and a pile foundation construction area in the foundation pit range according to a construction plan; s3, arranging a cement tank placing area outside the foundation pit, and installing a cement tank; s4, setting a walking road for the construction operation vehicle to travel in the foundation pit; s5, paying off in the foundation pit range according to the construction plan to determine the construction position of the underground continuous wall, and constructing the underground continuous wall; s6, synchronously constructing a pile foundation while constructing the underground continuous wall; the method is suitable for pile wall construction in narrow space of city, and is not suitable for construction of multiple systems of foundation of Yangtze river basin water purification plant in complex environment.
The Chinese patent with the authorized bulletin number of CN208167749U and the authorized publication date of 2018.11.30 discloses a stable steel enclosing purlin supporting system in the process of excavation of a deep foundation pit of a subway station, which comprises bracket brackets arranged on the side wall of the excavated foundation pit at intervals, wherein steel enclosing purlins are assembled on the bracket brackets, steel supporting beams are arranged between the left steel enclosing purlin and the right steel enclosing purlin, the fixed ends of the steel supporting beams are fixedly connected with the inner side surface of the right steel enclosing purlin, sleeves are arranged on the movable ends of the steel supporting beams, pistons are arranged in the sleeves, L-shaped lifting hooks are welded on the outer side ends of the pistons, and the upper ends of the L-shaped lifting hooks are lapped on the left steel enclosing purlin. The method is suitable for subway stations, the general enclosure of the subway stations is a continuous wall, and the method is not suitable for construction of multiple systems of foundation of water purifying plants in Yangtze river basin in complex environments.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide the multiple system construction method for the foundation of the complex environment, which has the advantages of low construction cost, safety, reliability, no influence on the layout of an underground structure, high construction speed, convenience, rapidness and high construction efficiency.
The invention discloses a complex environment foundation multiple system construction method, which comprises the following steps:
firstly, measuring and paying off a foundation pit and a high-pressure jet grouting pile for supporting at a foundation of a foundation to be constructed;
step two, constructing high-pressure jet grouting piles and a composite foundation at two special-shaped closed foundation pits;
step three, foundation pit excavation is carried out:
and step four, performing construction of each monomer:
firstly, respectively carrying out construction of a clean water tank, a water supply pump room and a power distribution room:
secondly, performing construction of a water absorbing well:
thirdly, respectively constructing a mud storage tank, a mud pumping chamber and a mud concentrating tank:
and fourthly, completing construction of the recovery pond and the sludge discharge pond in the excavated recovery pond and sludge discharge pond foundation pit.
The beneficial effects of the invention are as follows: in the foundation pit that is close to the great degree of depth of Yangtze river basin excavation area, the surrounding environment is serious, and groundwater is abundant, in order to guarantee foundation pit excavation safety, according to the deep design calculation data of secondary construction carries out the high pressure jet grouting stake of measuring location junction's position and the high pressure jet grouting stake of turn department and the high pressure jet grouting stake of abrupt department carries out the deep design calculation to the excavation order is strictly optimized, measures the excavation according to special measurement excavation order and guarantees more that whole foundation pit excavation is safe stable.
Drawings
FIG. 1 is a schematic top view of foundation pit side line construction by adopting a construction method of a foundation multiple system of a Yangtze river basin water purification plant in a complex environment;
FIG. 2 is a schematic top view of the construction of the foundation pit periphery environmental support excavation by the construction method of the foundation multiple system of the Yangtze river basin water purification plant in the complex environment;
FIG. 3 is an enlarged schematic view of node A of the structure shown in FIG. 2;
FIG. 4 is a schematic elevation view of construction of a rectangular clean water tank, a rectangular water pump room and an L-shaped distribution room by adopting the construction method of the foundation multiple system of the Yangtze river basin water purification plant in the complex environment;
FIG. 5 is a schematic elevation view of the construction of a suction well by the construction method of the foundation multiple system of the Yangtze river basin water purification plant in the complex environment.
FIG. 6 is a schematic elevation view of a construction method of a foundation multiple system of a Yangtze river basin water purification plant in a complex environment for constructing a mud storage tank, a mud pumping chamber and a mud concentration tank.
Detailed Description
The invention is described in detail below with reference to the attached drawings and the specific embodiments:
the construction method of the complex environment foundation multiple system shown in the attached drawings comprises the following steps:
step one, measuring and paying off a foundation pit and a high-pressure jet grouting pile for supporting at a foundation of a foundation to be constructed:
the foundation pit of the foundation to be constructed comprises two independent special-shaped closed foundation pits, and the paying-off line of the second special-shaped closed foundation pit is positioned at the upper right side of the paying-off line of the first special-shaped closed foundation pit.
The left side wall paying-off GJKB and the right side wall paying-off FEDC of the first special-shaped closed foundation pit paying-off EFGJKBCDE are fold lines, wherein the GJ side wall paying-off, the KB side wall paying-off, the FE side wall paying-off and the DC side wall paying-off are all straight-line sections, the JK side wall paying-off and the DE side wall paying-off are foundation pit side wall paying-off inclined to the left side, and the KBCD side wall paying-off and the EFGJ side wall paying-off respectively form rectangles.
And a rectangular clear water tank 106 paying-off area is arranged in a foundation pit paying-off area surrounded by the EFGJ section paying-off.
The right corner of the rear side in the foundation pit paying-off area surrounded by the KBCD section paying-off is provided with an L-shaped distribution room 109 paying-off area with a right angle on the right side; the end part of a horizontal section parallel to the CB section of the paying-off area of the L-shaped power distribution room 109 is connected with the right end of the paying-off area of the rectangular water delivery pump room 108 through a side wall, and a rectangular water absorbing well 107 paying-off area K is arranged in an area surrounded by the paying-off area of the L-shaped power distribution room 109 and the paying-off area of the rectangular water delivery pump room 108 1 A 1 MLK 1 。
Second special-shaped closed foundation pit ONN 1 S 1 SRR 1 QQ 1 NN in PO 1 S 1 SRR 1 QQ 1 The side wall pay-off of the foundation pit is heptagon, the side wall pay-off of the SR section foundation pit is parallel and opposite to the side wall pay-off of the CD section foundation pit, R 1 Q section foundation pit side wall paying-off and S 1 N 1 The sidewall paying-off of the foundation pit section is parallel to the sidewall paying-off of the foundation pit section BC, S 1 SRR 1 Is of a first isosceles trapezoid structure, SR is an upper sole, Q Q 1 Paying off and N on side wall of foundation pit 1 N sections of foundation pit side wall paying-off is an expanded section, tail end and rectangle Q 1 And the head ends of the pay-off of the side walls of the foundation pit at the PON section are respectively connected.
Wherein at Q 1 Rectangular recovery water tanks and mud discharging tanks 111 paying-off areas are arranged in foundation pit paying-off areas surrounded by the PON; s is respectively arranged on the front side wall and the rear side wall 1 N 1 、R 1 Two circular sludge concentration tanks 112 paying-off areas are arranged in the foundation pit paying-off area of Q; a rectangular mud storage tank and a mud pumping chamber 113 paying-off area are arranged in the area between the left side wall paying-off of the SR foundation pit and the paying-off area of the two circular mud concentration tanks 112.
Secondly, measuring and paying off the position of the high-pressure jet grouting pile to be constructed at the first special-shaped closed foundation pit, wherein the specific steps are as follows:
step 201, taking the inner side of D as a starting point, sequentially measuring the positions of a first group of closed high-pressure jet grouting piles around the inner side of DEFGJKBCD, wherein the pay-off of a first row of closed high-pressure jet grouting piles 1 in the first group of closed high-pressure jet grouting piles is positioned at the inner side of the pay-off of EF section, the pay-off of a second row of high-pressure jet grouting piles 19 is positioned at the right side of the pay-off of GJ section,paying-off of the third row of high-pressure jet grouting piles 2 is of a second isosceles trapezoid structure, and the upper bottom K of the second isosceles trapezoid structure 2 A 2 A in (2) 2 The point is between the point K and the point B, K 2 J is one waist edge of a second isosceles trapezoid structure, and the other waist edge A of the second isosceles trapezoid structure 2 A 4 Intersecting the BA payoff, A is on the KB segment. The fourth row of high pressure jet grouting piles 36 are measured and discharged along the inner side of the L-shaped distribution room 109 and the rectangular water supply pump room 108.
Step 202, along A 1 The ML unwrapping wire inboard measures the unwrapping wire to fourth row high pressure jet grouting pile 32 position in order.
Step 203, measuring and paying off the position of a fifth row of high-pressure jet grouting piles 17 of the valve well foundation pit at the left side of the JG paying off, wherein the paying off of the fifth row of high-pressure jet grouting piles is in a third isosceles trapezoid structure, and the upper bottom H of the third isosceles trapezoid structure 1 J 1 The segments are parallel to the JG edge, H in FIG. 2 1 H、J 1 J 2 Two waist edges of the third isosceles trapezoid structure are respectively arranged; h-point is located on the JG side.
Step 204, at the upper bottom K of the second lumbar trapezoid structure 2 A 2 Left side and along parallel to K 2 A 2 Measuring and paying off the position of the in-line sixth row of high-pressure jet grouting piles 25 in the direction, then measuring and paying off the seventh row of high-pressure jet grouting piles 3 at the inner side of the position near the corner J, and measuring and paying off the eighth row of high-pressure jet grouting piles 4 at the inner side of the position near the corner E; the accurate measurement of the high-pressure jet grouting pile at the turning position is ensured. And meanwhile, the calculation deepening and the measurement are carried out on the high-pressure jet grouting pile transition sections at the corner J point and the corner E point. And the angle of each high-pressure jet grouting pile driven at the inflection point is calculated by stress, so that the safety and stability of the whole foundation pit are ensured.
One waist edge K of the second isosceles trapezoid structure 2 And (5) measuring and paying off the ninth row of high-pressure jet grouting piles 5 at the mutation position on the inner side of the J.
Thirdly, measuring and paying off the position of the high-pressure jet grouting pile to be constructed at the second special-shaped closed foundation pit, wherein the specific steps are as follows:
step 301, starting at point Q along QQ 1 PONN 1 S 1 SRR 1 The measurement pay-off of the position of the seventh row of high pressure jet grouting piles 34 is performed on the inner side of the Q pay-off.
Step 302, starting at point Q and along QQ 1 PONN 1 Outside the pay-off, the measurement pay-off of the eighth row of high-pressure jet grouting pile positions 26 is carried out.
Step two, constructing a high-pressure jet grouting pile and a composite foundation at the two special-shaped closed foundation pit, wherein the concrete steps are as follows:
and firstly, driving the high-pressure jet grouting piles into the first special-shaped closed foundation pit according to the measuring paying-off sequence and the measuring paying-off position of the high-pressure jet grouting piles in the first step and the second step.
Wherein the ninth row of high-pressure jet grouting piles 5 are arranged from J point to K point 2 The point is changed from ten rows of high-pressure jet grouting piles to five rows of high-pressure jet grouting piles.
And secondly, driving a composite foundation into the paying-off area of the first special-shaped closed foundation pit to prevent the foundation from settling.
Thirdly, driving high-pressure jet grouting piles at the position of the second special-shaped closed foundation pit according to the sequence and the position of the measuring paying-off of each row of high-pressure jet grouting piles in the first step; in order to ensure the safety of the foundation pit, double rows of high-pressure jet grouting piles, namely a tenth row of high-pressure jet grouting piles 34 and an eleventh row of high-pressure jet grouting pile positions 26, are driven into the periphery of the foundation pit of the rectangular recovery pond and the sludge discharge pond 111.
And fourthly, driving a composite foundation into the paying-off area of the second special-shaped closed foundation pit to prevent the foundation from settling.
Thirdly, excavating a foundation pit, wherein the method specifically comprises the following steps:
and step one, respectively carrying out sectional and layered slope excavation from top to bottom at the paying-off position of the first special-shaped closed foundation pit and the paying-off position of the second special-shaped closed foundation pit in the step one.
Secondly, driving long fir piles 10 at the slope surface of each slope, and then hanging a net at the slope surface to spray concrete.
Thirdly, excavating construction drain holes 9 at the slope surface of each side slope, and reinforcing the safety and stability of foundation pit excavation.
And fourthly, respectively excavating earthwork in the foundation pit in a paying-off area of a rectangular clean water tank 106, a paying-off area of a rectangular water absorbing well 107, a paying-off area of an L-shaped distribution room 109 and a paying-off area of a rectangular water delivery pump room 108 of the first special-shaped closed foundation pit. And excavating earthwork in the foundation pit in a rectangular recovery pond, a sludge discharge pond 111 paying-off area, a circular sludge concentration pond 112 paying-off area, a rectangular sludge storage pond and a sludge pumping chamber 113 paying-off area of the second special-shaped closed foundation pit. Wherein, the rectangular recovery pond and the sludge discharge pond 111 have a foundation pit deeper than that of the circular sludge concentration pond 112.
Fifth step, at the corresponding Q 1 And the side wall of the foundation pit bottom at the PON section is constructed with a concrete retaining wall, so that the excavation safety of the foundation pit is ensured.
And fourthly, performing construction of each monomer, wherein the concrete steps are as follows:
the first step is to construct a clean water tank 106, a water pump room 108 and a distribution room 109:
step 301, respectively constructing a first mattress layer 11-1, a leveling layer 12-1, a first waterproof layer 13-1 and a first bottom plate 14-1 on the foundation pit of the clean water basin 106, the foundation pit of the water supply pump room 108 and the inner bottom wall of the foundation pit of the distribution room 109 in sequence.
Step 302, a clean water tank, a water pump house, a side wall 15-1 of a distribution room and a top plate 16-1 are respectively constructed.
Secondly, performing construction of a water absorbing well:
a plain concrete layer 12-2, a second waterproof layer 13-2 and a water absorbing well bottom plate 14-2 are sequentially constructed on the inner bottom wall of the foundation pit of the water absorbing well 107, and then a water absorbing well pool wall 15-2 and a water absorbing well top plate 16-2 are constructed.
Thirdly, respectively constructing a mud storage tank, a mud pumping chamber 113 and a mud concentrating tank: and sequentially constructing a second mattress layer 11-3 in the excavated foundation pit of the mud storage pool and the mud pumping chamber 113 thereof and on the inner bottom wall of the foundation pit of the mud concentration pool 112, backfilling a rolled compact graded broken stone layer 11-5 on the second mattress layer, wherein the rolled compact graded broken stone layer 11-5 is in an irregular pentagon shape, and the size bearing capacity of the irregular pentagon shape is the largest through secondary deepening design calculation. An irregular pentagonal plain concrete layer 12-3 is constructed on the dense graded broken stone layer 11-5, a third waterproof layer 13-3 and a third bottom plate 14-3 are sequentially constructed on the irregular pentagonal plain concrete layer, and a mud storage tank, a mud pumping chamber and a mud concentration tank wall 15-3 are respectively constructed on the third bottom plate.
And fourthly, completing construction of the recovery pond and the sludge discharge pond in the excavated recovery pond and the sludge discharge pond 111 foundation pit according to the method of the first step of the fourth step.
Preferably, the depth of the pit of the recovery pond and the sludge discharge pond is 1.1-1.5 meters deeper than that of the pit of the sludge concentration pond, the sludge storage pond and the sludge pumping chamber. And (3) 1:1.75 slope is carried out in the region between the recovery pond and the sludge discharge pond foundation pit and the sludge concentration pond foundation pit, and the slope of the slope is inclined towards the inside of the recovery pond and the sludge discharge pond 111 foundation pit. And (5) hanging a net on the slope surface to spray concrete. Thus, the safe excavation of the foundation pit is ensured.
The method for connecting the joint of the horizontal structure and the vertical structure directly influences the force transmission effect between the two stressed structures. The method concentrates the excavation of foundation pit of single building of water works such as water absorbing well 107, water delivering pump house 108, distribution room 109, clean water basin 106, recovery water basin and mud discharging basin 111, mud concentrating basin 112, mud storing basin and mud pumping room 113 in one area, which is close to flood lake water, and has quite unfavorable geological conditions. The field is originally a fishpond and a farmland, and forms a flat land through backfilling, the pit area is large and deep, the surrounding environment is severe, and the underground water is rich, so that the ordinary excavation mode cannot be adopted. And carrying out secondary deepened design calculation. Practice proves that the position of the high-pressure jet grouting pile at the joint of the measurement and positioning is carried out according to the secondary construction deepened design calculation data, the deepened design calculation is carried out on the high-pressure jet grouting pile at the turning part and the high-pressure jet grouting pile at the abrupt change position of the high-pressure jet grouting pile at one waist side of the isosceles trapezoid structure, and the safety and stability of the whole foundation pit are ensured according to the calculation.
In addition, the safety excavation of the foundation pit is ensured by measuring excavation according to a special measurement excavation sequence. Firstly, paying off the side wall of a KBCD section of the first special-shaped closed foundation pit paying off EFGJKBCDE and paying off the side wall of the EFGJ section respectively form rectangles. Four paying-off areas of a clean water tank 106, a water delivery pump room 108, a power distribution room 109 and a water absorbing well 107 are sequentially arranged. And (3) for measuring and paying off the position of the high-pressure jet grouting pile, taking the inner side of D as a starting point, and sequentially measuring the position of the paying-off closed high-pressure jet grouting pile around the inner side of DEFGJKBCD. The paying-off of the third row of high-pressure jet grouting piles 2 is of a second equal waist trapezoid structure, and two waist edges are intersected at the position of closing the high-pressure jet grouting piles. The closing safety of the whole foundation pit is ensured.
The next second special-shaped closed foundation pit ONN 1 S 1 SRR 1 QQ 1 NN in PO 1 S 1 SRR 1 QQ 1 Paying-off of side wall of foundation pit section is heptagon, Q 1 And paying off the side wall of the foundation pit at the PON section is rectangular. Three paying-off areas of a sludge concentration tank 112, a sludge storage tank, a sludge pumping chamber 113, a recovery water tank and a sludge discharge tank 111 are sequentially arranged. The paying-off of the side wall of the SR section foundation pit is parallel to the paying-off of the side wall of the CD section foundation pit, R 1 Q section foundation pit side wall paying-off and S 1 N 1 And the sidewall pay-off of the foundation pit section is parallel to the sidewall pay-off of the foundation pit section BC, so that the first special-shaped closed foundation pit and the second special-shaped closed foundation pit are transversely controlled in a limited fixed range. Q Q 1 Paying off and N on side wall of foundation pit 1 N sections of foundation pit side wall paying-off is an expanded section, tail end and rectangle Q 1 The first ends of the pay-off lines on the side walls of the PON section foundation pit are respectively connected, so that the second special-shaped closed foundation pit is limited closed, and the overall safety of the whole foundation pit is enhanced; start from point Q along QQ 1 PONN 1 S 1 SRR 1 The measurement paying-off of the position of the high-pressure jet grouting pile is carried out on the inner side of the Q paying-off, the accurate measurement selection of the Q point is carried out, and the stability of the whole foundation pit is ensured by the closed high-pressure jet grouting pile; the depth of the pit of the recovery pool and the sludge discharge pool is 1.1-1.5 meters deeper than that of the pit of the sludge concentration pool, the sludge storage pool and the sludge pumping chamber. Double rows of high-pressure jet grouting piles are driven into the periphery of the rectangular recovery pond and the sludge discharge pond 111, and the double layers of the double-layer reinforced foundation pit are safe and stable.
At Q 1 And a concrete retaining wall is constructed on the side wall of the bottom of the foundation pit at the PON section, so that the excavation safety of the foundation pit is ensured.
Claims (9)
1. The construction method of the complex environment foundation multiple system is characterized by comprising the following steps:
firstly, measuring and paying off a foundation pit and a high-pressure jet grouting pile for supporting at a foundation of a foundation to be constructed;
step two, constructing high-pressure jet grouting piles and a composite foundation at two special-shaped closed foundation pits;
thirdly, excavating a foundation pit;
and fourthly, performing construction of each monomer, wherein the concrete steps are as follows:
firstly, respectively carrying out construction of a clean water tank, a water supply pump room and a power distribution room:
secondly, performing construction of a water absorbing well:
thirdly, respectively constructing a mud storage tank, a mud pumping chamber and a mud concentrating tank:
and fourthly, completing construction of the recovery pond and the sludge discharge pond in the excavated recovery pond and sludge discharge pond foundation pit.
2. The construction method of the complex environment foundation multiple system according to claim 1, wherein the construction method comprises the following steps: the first step specifically comprises the following steps:
the foundation pit at the foundation of the foundation to be constructed comprises two independent special-shaped closed foundation pits, and the paying-off line of the second special-shaped closed foundation pit is positioned at the upper right side of the paying-off line of the first special-shaped closed foundation pit;
the left side wall paying-off GJKB and the right side wall paying-off FEDC of the first special-shaped closed foundation pit paying-off EFGJKBCDE are fold lines, wherein the GJ side wall paying-off, the KB side wall paying-off, the FE side wall paying-off and the DC side wall paying-off are straight-line sections, the JK side wall paying-off and the DE side wall paying-off are foundation pit side wall paying-off inclined to the left side, and the KBCD side wall paying-off and the EFGJ side wall paying-off respectively form rectangles;
a rectangular clear water tank (106) paying-off area is arranged in a foundation pit paying-off area surrounded by the EFGJ section paying-off;
an L-shaped distribution room (109) paying-off area with a right angle on the right side is arranged at the right corner of the rear side in a foundation pit paying-off area surrounded by the KBCD section paying-off; the end part of the horizontal section parallel to the CB section of the L-shaped distribution room paying-off area is connected with the right end of the rectangular water delivery pump room (108) paying-off area through the side wall, and the L-shaped distribution room paying-off area paying-off is realizedA rectangular water absorbing well (107) paying-off area K is arranged in an area surrounded by the area and the rectangular water delivery pump room paying-off area 1 A 1 MLK 1 ；
Second special-shaped closed foundation pit ONN 1 S 1 SRR 1 QQ 1 NN in PO 1 S 1 SRR 1 QQ 1 The side wall pay-off of the foundation pit is heptagon, the side wall pay-off of the SR section foundation pit is parallel and opposite to the side wall pay-off of the CD section foundation pit, R 1 Q section foundation pit side wall paying-off and S 1 N 1 The sidewall paying-off of the foundation pit section is parallel to the sidewall paying-off of the foundation pit section BC, S 1 SRR 1 Is of a first isosceles trapezoid structure, SR is an upper sole, Q Q 1 Paying off and N on side wall of foundation pit 1 N sections of foundation pit side wall paying-off is an expanded section, tail end and rectangle Q 1 The head ends of the pay-off lines on the side walls of the foundation pit at the PON section are respectively connected;
wherein at Q 1 A rectangular recovery pond and a sludge discharge pond (111) paying-off area are arranged in a foundation pit paying-off area surrounded by the PON; s is respectively arranged on the front side wall and the rear side wall 1 N 1 、R 1 Two circular sludge concentration tanks (112) paying-off areas are arranged in the foundation pit paying-off area of the Q; a rectangular mud storage tank and a mud pumping chamber (113) paying-off area are arranged in an area between the left side wall paying-off area of the SR foundation pit and the paying-off area of the two circular mud concentration tanks;
secondly, measuring and paying off the position of the high-pressure jet grouting pile to be constructed at the first special-shaped closed foundation pit, wherein the specific steps are as follows:
step 201, taking the inner side of D as a starting point, sequentially measuring the positions of a first group of closed high-pressure jet grouting piles around the inner side of DEFGJKBCD, wherein the pay-off of a first row of closed high-pressure jet grouting piles (1) in the first group of closed high-pressure jet grouting piles is positioned at the inner side of the pay-off of EF section, the pay-off of a second row of high-pressure jet grouting piles (19) is positioned at the right side of the pay-off of GJ section, the pay-off of a third row of high-pressure jet grouting piles (2) is of a second isosceles trapezoid structure, and the pay-off of the third row of high-pressure jet grouting piles (2) is of an upper bottom K of the second isosceles trapezoid structure 2 A 2 A in (2) 2 The point is between the point K and the point B, K 2 J is one waist edge of a second isosceles trapezoid structure, and the other waist edge A of the second isosceles trapezoid structure 2 A 4 Is in phase with the BA pay-off positionThe A is arranged on the KB section, and the measuring and paying-off of a fourth row of high-pressure jet grouting piles (36) are carried out along the inner sides of the paying-off of the L-shaped distribution room and the paying-off of the rectangular water delivery pump room;
step 202, along A 1 The inner side of the ML paying-off is used for measuring and paying-off the position of the high-pressure jet grouting pile (32) at the water absorbing well in sequence;
step 203, measuring and paying off the position of a fifth row of high-pressure jet grouting piles (17) of the valve well foundation pit at the left side of the JG paying off, wherein the paying off of the fifth row of high-pressure jet grouting piles is in a third isosceles trapezoid structure, and the upper bottom H of the third isosceles trapezoid structure 1 J 1 The section is parallel to the JG side line, and two waist edges of the third isosceles trapezoid structure are H respectively 1 H、J 1 J 2 The method comprises the steps of carrying out a first treatment on the surface of the The H point is positioned on the JG side;
step 204, at the upper bottom K of the second lumbar trapezoid structure 2 A 2 Left side and along parallel to K 2 A 2 Measuring and paying off the position of a sixth row of high-pressure jet grouting piles (25) in a straight line in the direction, then measuring and paying off the position of a seventh row of high-pressure jet grouting piles (3) at the inner side of the position near a corner J, and measuring and paying off the position of an eighth row of high-pressure jet grouting piles (4) at the inner side of the position near a corner E; one waist edge K of the second isosceles trapezoid structure 2 Measuring and paying off a ninth row of high-pressure jet grouting piles (5) at the mutation position on the inner side of the J;
thirdly, measuring and paying off the position of the high-pressure jet grouting pile to be constructed at the second special-shaped closed foundation pit, wherein the specific steps are as follows:
step 301, starting at point Q along QQ 1 PONN 1 S 1 SRR 1 Measuring and paying-off the position of a tenth row of high-pressure jet grouting piles (34) on the inner side of the Q paying-off line;
step 302, starting at point Q and along QQ 1 PONN 1 And measuring and paying-off the position (26) of the eleventh row of high-pressure jet grouting piles outside the paying-off line.
3. The construction method of the complex environment foundation multiple system according to claim 2, wherein: the specific steps of the second step are as follows:
firstly, driving high-pressure jet grouting piles at the first special-shaped closed foundation pit according to the sequence and the position of each row of high-pressure jet grouting piles for measuring and paying off in the first step and the second step:
wherein the ninth row of high-pressure jet grouting piles are from J point to K point 2 The point is changed from ten rows of high-pressure jet grouting piles to five rows of high-pressure jet grouting piles;
secondly, driving a composite foundation in the paying-off area of the first special-shaped closed foundation pit to prevent the foundation from settling;
thirdly, driving high-pressure jet grouting piles at the position of the second special-shaped closed foundation pit according to the sequence and the position of the measuring paying-off of each row of high-pressure jet grouting piles in the first step;
and fourthly, driving a composite foundation into the paying-off area of the second special-shaped closed foundation pit to prevent the foundation from settling.
4. The construction method of the complex environment foundation multiple system according to claim 3, wherein the construction method comprises the following steps: the third step specifically comprises the following steps:
firstly, respectively excavating a sectional and layered side slope from top to bottom at the paying-off position of the first special-shaped closed foundation pit and the paying-off position of the second special-shaped closed foundation pit in the first step;
secondly, driving long fir piles (10) at the slope surface of each slope, and then hanging a net at the slope surface to spray concrete;
thirdly, excavating construction drain holes (9) at the slope surfaces of all slopes, and reinforcing the safety and stability of foundation pit excavation;
fourthly, respectively excavating earthwork in the foundation pit in a rectangular clean water tank paying-off area, a rectangular water absorbing well paying-off area, an L-shaped distribution room paying-off area and a rectangular water delivery pump room paying-off area of the first special-shaped closed foundation pit; carrying out earth excavation in the foundation pit in a rectangular recovery pond and sludge discharge pond paying-off area, a circular sludge concentration pond paying-off area, a rectangular sludge storage pond and a sludge pumping chamber paying-off area of the second special-shaped closed foundation pit, wherein the rectangular recovery pond and sludge discharge pond foundation pit is deeper than the circular sludge concentration pond foundation pit;
fifth step, at the corresponding Q 1 Construction concrete baffle on side wall of foundation pit bottom at PON sectionA wall.
5. The construction method of the complex environment foundation multiple system according to claim 1, wherein the construction method comprises the following steps: the specific construction process of the first step in the fourth step comprises the following steps:
step 301, respectively constructing a first mattress layer (11-1), a leveling layer (12-1), a first waterproof layer (13-1) and a first bottom plate (14-1) on the inner bottom walls of the clean water tank foundation pit, the water supply pump room foundation pit and the distribution room foundation pit in sequence;
step 302, a clean water tank, a water pump room, a side wall (15-1) of a power distribution room and a top plate (16-1) are respectively constructed.
6. The construction method of the complex environment foundation multiple system according to claim 1, wherein the construction method comprises the following steps: the specific construction process of the second step in the fourth step comprises the following steps: and constructing a plain concrete layer (12-2), a second waterproof layer (13-2) and a water absorbing well bottom plate (14-2) on the inner bottom wall of the foundation pit of the water absorbing well (107), and then constructing a water absorbing well pool wall (15-2) and a water absorbing well top plate (16-2).
7. The construction method of the complex environment foundation multiple system according to claim 1, wherein the construction method comprises the following steps: the specific construction process of the third step in the fourth step comprises the following steps: the method comprises the steps of sequentially constructing a second mattress layer (11-3) on the excavated foundation pit of the mud storage pond and the mud pumping chamber thereof and the inner bottom wall of the foundation pit of the mud concentration pond, backfilling a rolling compaction graded gravel layer (11-5) on the second mattress layer, wherein the rolling compaction graded gravel layer is of an irregular pentagon, constructing an irregular pentagon plain concrete layer (12-3) on the compaction graded gravel layer, sequentially constructing a third waterproof layer (13-3) and a third bottom plate (14-3) on the irregular pentagon plain concrete layer, and respectively constructing the mud storage pond, the mud pumping chamber thereof and a sludge concentration pond wall (15-3) on the third bottom plate.
8. The construction method of the complex environment foundation multiple system according to claim 5, wherein the construction method comprises the following steps: and finishing the construction of the recovery pond and the sludge discharge pond in the excavated recovery pond and sludge discharge pond foundation pit according to the method of the first step.
9. The construction method of the complex environment foundation multiple system according to one of claims 1 to 8, characterized in that: the depth of the pit of the recovery pond and the pit of the sludge discharging pond is 1.1-1.5 meters deeper than that of the pit of the sludge concentrating pond, the pit of the sludge storing pond and the pit of the sludge pumping chamber, a 1:1.75 slope is put in the area between the pit of the recovery pond and the pit of the sludge discharging pond and the pit of the sludge concentrating pond, the slope of the slope is inclined towards the pit of the recovery pond and the pit of the sludge discharging pond, and concrete is sprayed on the slope by hanging a net.
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