CN104695460A - Construction method for arranging asymmetric support system in cross section direction of small-radius curve cast-in-place beam - Google Patents
Construction method for arranging asymmetric support system in cross section direction of small-radius curve cast-in-place beam Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/16—Foundations formed of separate piles
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
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Abstract
The invention belongs to the technical field of a cast-in-place beam support system of a highway, aims to solve the problem that the same form of support systems cannot be adopted due to complicated geographical conditions in the cross section direction of a small-radius cast-in-place continuous beam of a highway, provides a construction method for arranging an asymmetric support system in the cross section direction of a small-radius curve cast-in-place beam, and particularly provides a construction method for arranging the asymmetric support system in the cross section direction of the small-radius curve cast-in-place beam under the complicated geological conditions. According to the construction method, the same cross section support foundation is treated through two steps: intact loess foundation on one side adopts 3:7 lime earth for backfill and C20 concrete for hardening earth's surface, the independent pile foundation on the opposite side adopts a pile foundation and support system, the asymmetric support system is adopted in the beam cross section direction during construction, the problem that the same form of the support system cannot be adopted due to the complicated geographical conditions in the cross section direction of the small-radius cast-in-place continuous beam of the highway is solved, and requirements for engineering safety, quality and progress are met.
Description
Technical field
The invention belongs to speedway Cast-in-situ Beam support system technical field, be specifically related to a kind of sharp radius curve Cast-in-situ Beam cross-sectional direction and establish asymmetric strutting system construction method.
Background technology
In recent years, along with the construction of urban and rural highway, need to change a large amount of level crossings into grade separation road junction, the grade separation road junction continuous Cast-in-situ Beam of Small Radius is more and more promoted because of reasons such as its floor space are little, economic input is little.But the continuous Cast-in-situ Beam of this small radius the geographical conditions of process also complicated various.Commonly different in the longitudinal direction geographical conditions of beam, usually adopt different strutting systems, to meet the different situation of geographical conditions.As complicated in run into cross-sectional direction geographical conditions, the Ground Treatment Schemes that general employing is unified.Situation about running in the present invention is the cross-sectional direction complex geologic conditions at beam, concrete condition is as Fig. 1: the massif gradient reaches 60 °, and earth's surface height rises and falls, the loess of top layer distribution 15-20m, duration is positioned at rainy season, cannot carry out conventional smooth, reinforcing to ground.In addition, 20m case Liangping radius surface is very little, is only 60m, and the designing requirement for mobile shut die is very high.
Summary of the invention
The present invention is complicated in order to solve speedway small radius cast-in-situ continuous beam cross-sectional direction geographical conditions, the problem of form mounting system of the same race can not be adopted, provide a kind of sharp radius curve Cast-in-situ Beam cross-sectional direction and establish asymmetric strutting system construction method, under complex geological condition, sharp radius curve Cast-in-situ Beam cross-sectional direction arranges the construction method of asymmetric strutting system.
The present invention is realized by following technical scheme: a kind of sharp radius curve Cast-in-situ Beam cross-sectional direction establishes asymmetric strutting system construction method, the bracket basis process of same cross section is divided into: side intact loess ground adopts 37 lime earth backfill and C20 hardening of concrete earth's surface, offside independence pile foundation adopts pile foundation to add strutting system, it is characterized in that: concrete steps are as follows:
A. intact loess basement process:
(1) be as the criterion with bridge center line, outside outermost steel pipe, 1m place does Loess Subgrade sideline, cuts the earth and smooth ground according to absolute altitude;
(2) after smooth ground, vibratory roller compacting, manually smooth, then backfill 37 lime earth bed course, the compacting of cushion lime vibratory roller;
(3), after having rolled, often across random choose 5-8 point, carry out bearing capacity of foundation soil dynamic sounding, often some bearing capacity of foundation soil is at more than 200kpa, and foot point paragraph road roller is not pressed again, until bearing capacity meets the demands;
(4) C20 hardening of concrete process, during sclerosis, elevation control guarantees that single span bracket basis is positioned at same plane; Often across respectively apart from little mileage pier stud 2m, span centre mileage pier stud 2m, apart from large mileage pier stud 2m embedded bar head as observation point;
B. the asymmetric strutting system construction of independent pile foundation:
(1) at bridge center line opposite side manually digging hole pile foundation (6), arrange stake position, stake footpath 1m, imbeds the long 13m of underground pile; Manually digging hole completes, and make reinforcing cage, carry out filling pile construction, steel pile casting anchors into Pile Foundation Concrete;
(2) strutting system construction: every root post (7) bottom is embedded into 500mm in deposited reinforced concrete pile; Adopt channel-section steel as support (10) between column, column inside perfusion sand; Column end face welding steel, steel plate apical side height is consistent; I iron I(8 is installed along bridge floor direction in every transverse upright top), encorbelment 2m, i iron I(8) and column between welding groove bracing members (11); I iron I(8) on press 12*60cm+1*90cm spacing perpendicular to bridge floor direction and lay i iron I I (9), i iron II (9) and i iron I(8) between weld channel-section steel and fix (11.1);
C. Full space support construction: full framing is set up in unification on C20 hardening of concrete ground and i iron, and view picture rack rod pitch arrangement direction across bridge is: 3 × 0.9m+21 × 0.6m+3 × 0.9m; Suitable bridge is 0.6m to vertical pole ' s span.
Sidewalk of driving a vehicle is avoided in circuit intact loess ground side, be close to massif and build gutter by laying bricks or stones, gutter flowing water section is 50cm*80cm, wall thickness 25cm, circuit longitudinal direction second across span centre charge for remittance collecting well is set, pre-buried 400mmPVC pipe leads to circuit opposite side river.Pier stud (6) is installed anchor ear (6.1), and anchor ear (6.1) is upper laterally installs two i iron III(6.2) control pier stud, anchor ear adopts 10mm steel plate to make.Described cushion lime is that 30cm is thick, cushion lime compacting 4-6 time; The thick 15cm of described C20 hardening of concrete.Described column adopts 529 shaped steel tubing strings to set up, and adopts No. 10 channel-section steels as support between column; Described steel plate is that 3cm is thick, and a work 50a type i iron is installed on every transverse upright top; Described i iron II is work 36a shaped steel.Described i iron III is 50c type i iron.
The bracket basis process of same cross section is divided into two parts, and a part adopts the thick 37 lime earth of 30cm to change and fills out and C15 hardening of concrete earth's surface; Another part adopts pile foundation to add strutting system.For controlling the asymmetric strutting system differential settlement of rainy season construction, on the left of circuit, avoiding sidewalk of driving a vehicle, be close to massif and build gutter by laying bricks or stones.Asymmetric stent support system is adopted at beam cross-sectional direction in construction, successfully solve speedway small radius cast-in-situ continuous beam cross-sectional direction geographical conditions complicated, the problem of form mounting system of the same race can not be adopted, ensure that the requirement of engineering safety, quality, progress.
Accompanying drawing explanation
Fig. 1 is geographical conditions schematic diagram residing for Cast-in-situ Beam cross section of the present invention; Fig. 2 is asymmetric strutting system schematic diagram; Fig. 3 is steel pipe skewed horizontal load schematic diagram; Fig. 4 is that steel pile casting and i iron just tie schematic diagram; Fig. 5 just ties schematic diagram between i iron; Fig. 6 is pier stud place anchor ear elevational schematic view.
In figure: the artificial code sandbag of 1-; 2-river course; 3-pile foundation; 4-height of pile top; 5-above-ground route; 6-pier stud; 6.1-anchor ear; 6.2-i iron III; 7-column; 8-i iron I; 9-i iron II; 10-supports; 11-channel steel support; 11.1-channel-section steel is fixed.
Detailed description of the invention
Certain bridge construction landforms situation: landform unit is that loess covers Hills And Low Mountains, and without surface water and underground water, top is based on Pleistocene series Loessial Soil stratum, Quaternary system upper, middle and lower.Loessial Soil: hard plastic, upper soil horizon are containing a small amount of macrovoid, and local, containing calcareous concretion, has self-weight collapsible.Site contour more complicated, the massif gradient reaches 60 °, therefore support set up platform need to original ground carry out excavation process, removing surperficial surface dust, carry out height measurement by support Design modulus, digging step according to carrying out on the left of actual landform, then compacting is carried out to ground, calculate requirement for bearing capacity by inspection, determine that rightmost side bracket basis adopts independent pile foundation, above connect steel pile casting.
Because massif adjoins certain river course, river, slope height about 30m, the gradient about 60 °, during digging in-situ platform, because the earthwork cannot use machinery to abandon away, can only stack nearby, in order to reduce earth volume, prevent the pollution of river, therefore right side about 7m scope adopts independent pile foundation, simultaneously, direction, road, the Yanhe River, use woven bag pile 2m wide in toe position, the enclosing that 3m is high, prevents spoir from slipping into river course.
Force Calculation:
1. frange plate place associated components Force Calculation:
Load calculates: frange plate deadweight (longitudinally getting 1m along bridge to calculate):
q 1=1 × 0.63 × 26 ∕ (2 × 1)=8.19kN/m
2; Template is conducted oneself with dignity:
q 2=3kN/m
2; Working load:
q 3=1kN/m
2; Load when vibrating:
q 4=4kN/m
2; Consider the safety factor of 1.3 times, frange plate place total load
q=1.3 × (
q 1+
q 2+
q 3+
q 4)=21.05kN/m
2.
Formwork check calculation: bamboo slab rubber specification adopts 2.44m × 1.22m × 0.014m, considers that bamboo slab rubber is in wet shape, checks in bamboo slab rubber mechanical performance index get [δ]=35 by " bridge road engineering frequently-used data data and reckoner "
mPa, elastic modulus E=5 × 10
3n/mm
2.Longitudinally getting the wide bamboo slab rubber of 1mm is cell cube, then
=32.67mm
3,
=228.7mm
4longitudinally little lumps of wood spacing is 20cm, and the wide template of longitudinal lumps of wood spacing 20cm, 1mm is continuous beam stress, and inclined security consideration, calculates by simply supported beam.Then maximal bending moment:
=105.3 Nmm;
=3.22
mPa<35
mPa, intensity meets the demands;
=0.384mm<
=0.5mm, distortion meets the demands.
Longitudinal lumps of wood checking computations under template: lumps of wood material selection Korean pine, specification is 5 × 10cm.According to " Code for design of timber structures ", A3 level modulus of elasticity of wood E=9 × 10
3mPa, flexural strength is [δ]=10
mPa; Consider that the timber reduction coefficient of modulus of elasticity and flexural strength under shape that wets is 0.9, the modulus of elasticity after reduction is E=8.1 × 10
3 mPa, flexural strength is [δ]=9 MPa, and shear strength is:
, W=bh
2/ 6=50 × 100
2/ 6=83333mm
3, I=bh
3/ 12=50 × 100
3/ 12=8333333 mm
4.
The little lumps of wood, with the pitch arrangement of 20cm, it places glued mould, and the little lumps of wood is equivalent to the bearing of template, considers continuous beam intermediate support effect, the load that template transmits: q=1.3 × 21.05 × 10
-3× 200=5.5 N/mm, little lumps of wood actual forced status is the continuous beam of span 60cm, entirely content to retain sovereignty over a part of the country, calculates, have by simply supported beam:
=247500Nmm; Q=1.3 × 21.05 × 10
-3× 200 × 600=3276N;=3.0
mPa<
=9
mPa, flexural strength meets the demands;
=0.98<
mPa , shear strength meets the demands;
=0.14mm<
=1.5mm, distortion meets the demands.
Horizontal lumps of wood checking computations under template: each mechanics index of physics is with the little lumps of wood, and specification 10 × 15cm, has: W=bh
2/ 6=100 × 150
2/ 6=375000mm
3, I=bh
3/ 12=100 × 150
3/ 12=28125000 mm
4.
The horizontal lumps of wood is stressed be the continuous beam of span 90cm, and point load P is the load that the little lumps of wood of longitudinal direction transmits, spacing 20cm.P=is put according to the lumps of wood
=1.3 × 5.5 × 600=4290N.The simply supported beam being 90cm by span entirely content to retain sovereignty over a part of the country calculates.
Load during Absolute Maximum Moment of Simple Beam, mid span moment: M
max=4290 × (2 × 25+2 × 125+225)=2252250Nmm;
=11917N;
=6
mPa<
=9
mPa.Flexural strength meets the demands;
=1.1 MPa
, shear strength meets the demands;
=22.24N/mm;
=0.834mm<
=2.25mm distortion meets the demands.
Bowl button support stress checking computation: every root bowl button allows carrying maximum load [P]=30kN.
The combined load of frange plate is q=21.05kN/m
2, be buckled in the layout under frange plate according to bowl, longitudinal maximum span 90cm, horizontal maximum spacing 60cm, then every root vertical rod load P=21.05 × 10 of bearing
-3× 900 × 600=11367N=11.4kN< [P]=30kN, meets instructions for use.
Square bar stability calculates: bowl button steel pipe adopts Ф 48 × 3.5mm steel pipe, sectional area A=489.1mm
2; Radius of gyration i=15.78mm, L=120+2 × 20=160cm, the flat distance between tie rods 120cm of slenderness ratio λ=L/i=1600/15.78=101.4(), table look-up according to " building operations fastener type steel pipe scaffold technical specification of security JGJ130-2011 ": φ=0.626, then the compressive stress of vertical rod is:
=37.1
<
=215
, meet instructions for use.The template of frange plate bottom, distribution beam and support all meet the demands.
2. case beam solid-section bottom associated components Force Calculation:
Load calculates: dead load (considering that tooth plate adds 1.1 coefficients):
=1 × 16.856 × 26 ∕ (12.04 × 1)=0.0364
; Template is conducted oneself with dignity:
=3
=0.003
; Working load:
=1
0.001
; Load when vibrating:
=4
=0.004
; After considering the safety factor of 1.3 times, Load Combination gets least favorable section (end cross-sectional):
=0.058
.
Formwork check calculation: the every mechanical index of template is with frange plate place template.Longitudinally getting the wide bamboo slab rubber of 1mm is cell cube, longitudinal lumps of wood spacing 15cm, and template is continuous beam stress, and inclined security consideration calculates by simply supported beam.Then maximal bending moment:
=163.1
;
=5
<35
, intensity meets the demands;
=0.33mm<
=0.375mm, distortion meets the demands.
Longitudinal lumps of wood checking computations under template: each mechanics index of physics of the lumps of wood is with the lumps of wood under frange plate.The little lumps of wood with the pitch arrangement of 15cm, the load that template transmits:
=1.3 × 0.058 × 150=11.3
, little lumps of wood actual forced status is the continuous beam of span 60cm, entirely content to retain sovereignty over a part of the country, calculates, have by simply supported beam:
=508500
;
=6786N;
=6.1
<
=9
, intensity meets the demands;
=1.2<
, shear strength meets the demands;
=0.3mm<
=1.5mm, distortion meets the demands.
Horizontal lumps of wood checking computations under template: each mechanics index of physics of the horizontal lumps of wood is with the lumps of wood under frange plate.The horizontal lumps of wood is stressed be the continuous beam of span 60cm, and point load P is the load that the little lumps of wood of longitudinal direction transmits, spacing 15cm.P=is put according to the lumps of wood
=1.3 × 11.3 × 600=8136N.The simply supported beam being 60cm by span entirely content to retain sovereignty over a part of the country calculates.
Absolute Maximum Moment of Simple Beam load, mid span moment has:
=8136 × (2 × 37.5+2 × 112.5)=2440800
;
=20340N;
=6.5
<
=9
, intensity meets the demands;
=1.1
<
, shear strength meets the demands; This point load is converted into evenly distributed load
=54.24
;
=0.4mm<
=1.5mm, distortion meets the demands.
Bowl button support stress checking computation: every root bowl button allows carrying maximum load [P]=30kN.
The combined load of casing solid-section is q=0.058
, be buckled in the layout under frange plate according to bowl, longitudinal maximum span 60cm, horizontal maximum spacing 60cm, then load P=0.058 × 600 × 600=20880N=20.9kN< [P]=30kN of bearing of every root vertical rod, meets instructions for use.
Square bar stability calculates:
=68.2
<
=215
, meet instructions for use.The template of case beam solid-section bottom, distribution beam and support all meet the demands.
3. longitudinal i iron I I steel checking computations under support, described i iron II is work 36a shaped steel: shaped steel forcing checking process MIDAS/Civil program sets up structure stress model, and flexural member does not consider the axial deformation of rod member.
The point load transmitted from firm bowl buckle frame calculates by least favorable load solid-section, every root vertical rod bearing load P=20880N, and vertical rod longitudinally lays spacing 60cm, and namely stress point distance is 60cm.
Shaped steel adopts work 36a type, longitudinally presses 5m and lays.Look into shaped steel performance parameter, then have E=2.06 × 10
5mpa; The reduction coefficient of consideration shaped steel flexural strength is 0.9, and the modulus of elasticity after reduction is E=1.854 × 10
5mPa, 36a i iron performance:
,
.36a i iron deadweight 0.59N/mm.
Anti-bending bearing capacity checks: under deadweight and Concentrated load, i iron normal stress result
<215MPa, anti-bending bearing capacity meets the demands.
Shearing resistance checks: 36a i iron maximum shear value is 117.2kN.I iron shear stress maximum value puts place in cross section, has:
=38.2MPa<125 MPa, shearing resistance meets the demands.
Deflection design: 36a i iron is out of shape, vertical maximum displacement 4.1mm<
=12.5mm, amount of deflection meets the demands.The bending resistance of longitudinal work 36a shaped steel under support, shearing resistance, amount of deflection all meet the demands.
4. under support, horizontal i iron I checks, and described i iron I is 50a shaped steel: the load that longitudinal work 36 shaped steel transmits, and the load that longitudinal i iron transmits has longitudinal pitch 60cm, 90cm two kinds, calculates, spacing 60cm by least favorable location.
50a shaped steel, laterally lay according to 3.5m, outside jib-length is 2m.Look into shaped steel performance parameter, then have:
, deadweight 0.92N/mm.
Structure stress is the point load of spacing 60cm, casing end cross-sectional
=1 × 11.3689 × 26 ∕ (12.27 × 1)=0.0265
, end cross-sectional Load Combination:
=0.045
the load P that every root vertical rod is born
1=0.045 × 600 × 600=16200N=16.2kN, the load P that the vertical rod of frange plate place is born
2=11.4 kN.Get P
1the lower 36a i iron central bearing point counter-force of effect divides concentrated force as 50a i iron chest portion, gets P
2the lower 36a i iron central bearing point counter-force of effect is as 50a i iron flange portions concentrated force.
Anti-bending bearing capacity checks: under deadweight and Concentrated load, i iron normal stress result
<205MPa, anti-bending bearing capacity meets the demands.
Shearing resistance checks: 50a i iron maximum shear value is 585.3kN.I iron shear stress maximum value puts place in cross section, has:
=114MPa<120 MPa, shearing resistance meets the demands.
Deflection design: 50a i iron is out of shape, vertical maximum displacement 2.7mm<
=5mm, amount of deflection meets the demands.Under support, the anti-bending bearing capacity of horizontal work 50a shaped steel, shearing stress, amount of deflection all meet the demands.
5. the horizontal i iron type III in pier stud anchor ear place steel checking computations, described i iron III is 50c type i iron: the load (load that longitudinal i iron transmits has longitudinal pitch 60cm, 90cm two kinds) that longitudinal work 36 shaped steel transmits, calculate by least favorable location, spacing 60cm.
50c work steel cantilever 3m(40cm carries the weight on sidewalk), get 5m according to field condition intermediate span, 1m drops on the ground of left side sclerosis.Consider by least favorable situation.Under the effect of 20.88kN concentrated force, 36a i iron central bearing point counter-force is that 234.4kN(model calculates), 11.4 kN concentrated forces are 129.6kN by lower 36a i iron central bearing point counter-force.Solid-section concentrated force P
1=234.4/2=117.2 kN, the stressed P of frange plate
2=89.3/2=44.6 kN.
Anti-bending bearing capacity checks: under deadweight and Concentrated load, 50c i iron normal stress result
<205MPa, anti-bending bearing capacity meets the demands.
Shearing resistance checks: 50c i iron maximum shear value is 491.8kN.I iron shear stress maximum value puts place in cross section, has:
=7.35MPa<120 MPa, shearing resistance meets the demands.
Deflection design: 50c i iron is out of shape, vertical maximum displacement 7.5mm<
=7.5mm, amount of deflection meets the demands.The anti-bending bearing capacity of the horizontal work 50c shaped steel in pier stud anchor ear place, shearing stress, amount of deflection all meet the demands.
6. anchor ear checking computations: single anchor ear bears working load: 50c i iron is supported on anchor ear bracket, therefore gets the frictional force Rc=880kN that in 50c i iron model, maximum support reaction provides as anchor ear.
High-strength bolt number calculates: the diameter of bolt is the allowable bearing of 24mm high-strength bolt: [NL]]=P μ n/K=225 × 0.3 × 1/1.7=39.7kN.In formula: the pretension of P-high-strength bolt, get 225 k N; μ-friction factor, gets 0.3; N-force-trans-ferring contact surface number, gets 1; K-safety factor, gets 1.7.Number of bolts m calculates: m=N/ [NL]=880/39.7=22.2, and this component gets m=24.
Bolt shearing resistance, tension stress checking computations: the shearing resistance that every bar high-strength bolt bears: Nj=N/30=880/24=36.7KN < [NL]=39.7kN, meets shearing resistance requirement.
Hoop is to the pressure of pier stud body: Ny=K × N/ μ=1.2 × 880/0.3=3520kN, every bolts pulling force: N1=Ny/24=147 kN< [S]=225kN, meets tension requirement.In formula: the friction factor of μ-between anchor ear steel plate and rubber pad, value 0.3; K-load safety factor, value 1.2.
Twist moment checking computations the end that bolt needs: every bolts pulling force is: N1=147kN, the whole screwing torque R=kN1L1=0.13 × 147 × 0.015=286.7Nm of each bolt.In formula: the torque coefficient average of k-bolt junction, get 0.13, L1-arm of force, 0.015m got by M24 bolt.
The stress checking calculation of hoop component: hoop bears the pulling force of bolt: P1=15Nl=15 × 147=2205kN; The longitudinal cross-section of hoop steel plate is amassed: S1=0.016 × 1=0.016m
2; Hoop tensile stress: σ=P1/S1=138MPa<
=140MPa, meets tension requirement.Hoop shear stress: τ=(1/2RC)/π r/S1=(1/2 × 880)/2.041/0.016=14.67MPa< [τ]=85MPa, meet shearing resistance requirement.Tensile stress, the shear stress of hoop all meet the demands.
7. Ф 50 steel pile casting checking computations: steel pile casting place is stressed is point load, checking computations herein consider that single span beam slab is converted into the point load reaching steel pile casting from evenly distributed load, then often arrange steel pile casting place and have 3 fulcrums, there are 2 fulcrums at pier stud anchor ear place, and force analysis is as follows: the fulcrum force that single span beam slab reaches steel pile casting place amounts to 3 × 3+2 × 2=13; The load that steel bar concrete reaches steel pile casting is: Q
1=215 × 26/2/13=215kN; The load that template, support, working load reach steel pile casting is: Q
2=8 × (16/2 × 20)/13=98.5kN; Shaped steel from the load being retransmitted to steel pile casting is: Q
3=(5 × 10 × 1+20 × 13 × 0.6)/13=15.9kN; Steel pile casting place concentrates and is stressedly: Q=Q
1+ Q
2+ Q
3=215+98.5+15.9=329.4kN, considers 2.0 safety factors, Q=658.8kN; Steel pile casting adopts 529 shape steel tube, cross section property: i=18.39cm.
529 shaped steel pile tube checking computations: steel pile casting anchors into Pile Foundation Concrete, maximum height 8.5m, and effective length μ gets 1.2, then: λ=μ l/i=1.2 × 8.5/(18.39 × 10
-2)=55.5.By a class Cross section calculation, coefficient of stability φ tables look-up: φ=0.8985, and steel pipe compressive strength design load gets 170MPa, then F=0.8985 × 170 × 14950=2283kN>658.8kN, meets the demands.Ф 50 steel pile casting meets instructions for use.
8. ground checking computations:
The common ground in left side: left side ground uses the C20 concrete of 15cm to carry out cure process, relatively safety, calculate according to least favorable load, namely single vertical rod maximum load adopts solid-section bottom stressed is 20.88kN, use the collet of 100mm × 100mm, through concrete diffusion (angle of flare is by 45 degree of calculating), its
=131kPa.
The independent pile foundation ground in right side: the independent pile foundation in right side is laid according to steel pile casting density, horizontal spacing is that 3.5m(checking computations calculate according to maximum 3.5m, and often arrangement establishes 2), longitudinal pitch is that 5m(often arranges across laying 3), stake footpath is 1m, and stake is long is 13m.Limit side resistance standard value and pile top mean resistance adopt the similar geological prospecting result of K82+696 in drawing, as shown in table 1.
the referenced geological prospecting result of this calculating of table 1
=683.3+125.6=808.9kN。Casing place maximum load is Q=658.8kN<
=808.9 kN.Bearing capacity of pile foundation meets the demands.
In sum, described supporting scheme forcing checking conclusion is as follows: the template of frange plate bottom, distribution beam and support all meet the demands; The template of case beam solid-section bottom, distribution beam and support all meet the demands; The bending resistance of longitudinal work 36a shaped steel under support, shearing resistance, amount of deflection all meet the demands; Under support, the anti-bending bearing capacity of horizontal work 50a shaped steel, shearing stress, amount of deflection all meet the demands; The anti-bending bearing capacity of the horizontal work 50c shaped steel in pier stud anchor ear place, shearing stress, amount of deflection all meet the demands; Tensile stress, the shear stress of hoop all meet the demands; Ф 50 steel pile casting meets instructions for use; Left side ground uses the C20 concrete of 15cm to carry out cure process, relatively safety; The independent pile foundation in right side, bearing capacity of pile foundation meets the demands.
A kind of sharp radius curve Cast-in-situ Beam cross-sectional direction establishes asymmetric strutting system construction method, the bracket basis process of same cross section is divided into: left side intact loess ground adopts 37 lime earth backfill and C20 hardening of concrete earth's surface, offside independence pile foundation adopts pile foundation to add strutting system, it is characterized in that: concrete steps are as follows:
A. intact loess basement process:
(1) be as the criterion with bridge center line, outside outermost steel pipe, lime line is spilt at 1m place, as Loess Subgrade sideline, cuts the earth and smooth ground according to absolute altitude;
(2) after smooth ground, vibratory roller compacting, hand fit is smooth, and then backfill the thick 37 lime earth bed course of 30cm, the compacting of cushion lime vibratory roller, compacting counting is 4-6 time;
(3), after having rolled, often across random choose 5-8 point, carry out bearing capacity of foundation soil dynamic sounding, often some bearing capacity of foundation soil is at more than 200kpa, and foot point paragraph road roller is not pressed again, till bearing capacity meets the demands;
(4) adopt the C20 hardening of concrete process that 15cm is thick, during sclerosis, elevation control guarantees that single span bracket basis is in the same plane; Often across respectively apart from little mileage pier stud 2m, span centre mileage pier stud 2m, apart from pre-buried three steel bar ends in large mileage pier stud 2m tri-positions as observation point, in order to observe left and right width different ground mode settlement observation contrast;
B. independent pile foundation perfusion and steel pipe post, i iron distribution beam are constructed:
(1) according to designing and calculating, in bridge center line opposite side manually digging hole pile foundation 6, arrange stake position, stake footpath 1m, imbeds the long 13m of underground pile; After manually digging hole completes, according to making reinforcing cage of confiding a technological secret, carry out filling pile construction according to code requirement;
(2) column and distribution beam construction: adopt 529 shape steel tube to set up as column 7, be embedded into 500mm in deposited reinforced concrete pile bottom every root post; As shown in Figure 3, adopt No. 10 channel-section steels as support 10 between column, column inside perfusion sand, is beneficial to the stability of column; The steel plate that column end face welding 3cm is thick, steel plate end face keeps highly consistent; As shown in Figure 4, an i iron I8 is placed on every transverse upright top, and encorbelment 2m, welding groove bracing members 11 between i iron I 8 and column; Pier stud 6 position installs anchor ear 6.1 as required, anchor ear 6.1 laterally places two 50c type i iron 6.2, as shown in Figure 5, i iron I 8 presses 12*60cm+1*90cm spacing perpendicular to bridge floor direction to lay work 36a shaped steel 9,36a shaped steel 9 and weld channel-section steel between i iron I8 and fix 11.1; Integral arrangement as shown in Figure 2; I iron I 8 adopts 50a type i iron;
C. rack construction: support is laid as shown in Figure 2, on concrete foundation and i iron, full framing is set up in unification, and view picture rack rod pitch arrangement direction across bridge is: 3 × 0.9m+21 × 0.6m+3 × 0.9m; Suitable bridge is 0.6m to vertical pole ' s span.
The differential settlement observation of rack construction precompressed and same section different support based process form: steel pipe support construction is complete, and beam body bed die carries out pre-pressing bracket after installing.During for making preloading, load is closer to actual loading during pour concrete, beam body is calculated its weight by 2 ~ 3m segmentation, divide each preloading region, heap loading adopts sandbag, weigh the weight of each mount at the scene on the spot, calculate payload values according in each region, determine this region sandbag quantity (prefabricating load is determined by 120% of top weight).When pre-pressing bracket and top in-situ beam casting, because different bracket basis processing form taked by same section support, so while observation bracket stable, the observation to bracket basis sedimentation should be strengthened, if it is excessive to there is differential settlement, then need to stop top loading construction, after suitably processing immediately, can proceed, guarantee the base fixed of support.
Rainy season, waterproof and drain measure was perfect: after massif excavation completes, and avoid sidewalk of driving a vehicle in circuit intact loess ground side, be close to massif and build gutter by laying bricks or stones, gutter flowing water section is 50cm*80cm, wall thickness 25cm.According to the site contour discrepancy in elevation, circuit longitudinal direction arranges charge for remittance collecting well second across span centre, and pre-buried 400mmPVC pipe leads to the river of circuit opposite side, and during ensureing in-situ beam casting, Water in Rainwater Drainage is except unimpeded, and basement process work face is not soaked by rainwater.
The bracket basis process of same cross section is divided into two parts, and a part adopts the thick 37 lime earth of 30cm to change and fills out and C15 hardening of concrete earth's surface; Another part adopts pile foundation to add strutting system.For controlling the asymmetric strutting system differential settlement of rainy season construction, on the left of circuit, avoiding sidewalk of driving a vehicle, be close to massif and build gutter by laying bricks or stones.Effectively solve speedway small radius cast-in-situ continuous beam cross-sectional direction geographical conditions complicated, the problem of form mounting system of the same race can not be adopted.
Claims (6)
1. a sharp radius curve Cast-in-situ Beam cross-sectional direction establishes asymmetric strutting system construction method, the bracket basis process of same cross section is divided into: side intact loess ground adopts 37 lime earth backfill and C20 hardening of concrete earth's surface, offside independence pile foundation adopts pile foundation to add strutting system, it is characterized in that: concrete steps are as follows:
A. intact loess basement process:
(1) be as the criterion with bridge center line, outside outermost steel pipe, 1m place does Loess Subgrade sideline, cuts the earth and smooth ground according to absolute altitude;
(2) after smooth ground, vibratory roller compacting, manually smooth, then backfill 37 lime earth bed course, the compacting of cushion lime vibratory roller;
(3), after having rolled, often across random choose 5-8 point, carry out bearing capacity of foundation soil dynamic sounding, often some bearing capacity of foundation soil is at more than 200kpa, and foot point paragraph road roller is not pressed again, until bearing capacity meets the demands;
(4) C20 hardening of concrete process, during sclerosis, elevation control guarantees that single span bracket basis is positioned at same plane; Often across respectively apart from little mileage pier stud 2m, span centre mileage pier stud 2m, apart from large mileage pier stud 2m embedded bar head as observation point;
B. the asymmetric strutting system construction of independent pile foundation:
(1) at bridge center line opposite side manually digging hole pile foundation (6), arrange stake position, stake footpath 1m, imbeds the long 13m of underground pile; Manually digging hole completes, and make reinforcing cage, carry out filling pile construction, steel pile casting anchors into Pile Foundation Concrete;
(2) strutting system construction: every root post (7) bottom is embedded into 500mm in deposited reinforced concrete pile; Adopt channel-section steel as support (10) between column, column inside perfusion sand; Column end face welding steel, steel plate apical side height is consistent; I iron I(8 is installed along bridge floor direction in every transverse upright top), encorbelment 2m, i iron I(8) and column between welding groove bracing members (11); I iron I(8) on press 12*60cm+1*90cm spacing perpendicular to bridge floor direction and lay i iron I I (9), i iron II (9) and i iron I(8) between weld channel-section steel and fix (11.1);
C. Full space support construction: full framing is set up in unification on C20 hardening of concrete ground and i iron, and view picture rack rod pitch arrangement direction across bridge is: 3 × 0.9m+21 × 0.6m+3 × 0.9m; Suitable bridge is 0.6m to vertical pole ' s span.
2. a kind of sharp radius curve Cast-in-situ Beam cross-sectional direction according to claim 1 establishes asymmetric strutting system construction method, it is characterized in that: avoid sidewalk of driving a vehicle in circuit intact loess ground side, be close to massif and build gutter by laying bricks or stones, gutter flowing water section is 50cm*80cm, wall thickness 25cm, circuit longitudinal direction second across span centre charge for remittance collecting well is set, pre-buried 400mmPVC pipe leads to circuit opposite side river.
3. a kind of sharp radius curve Cast-in-situ Beam cross-sectional direction according to claim 1 establishes asymmetric strutting system construction method, it is characterized in that: on pier stud (6), install anchor ear (6.1), anchor ear (6.1) is upper laterally installs two i iron III(6.2) control pier stud, anchor ear adopts 10mm steel plate to make.
4. a kind of sharp radius curve Cast-in-situ Beam cross-sectional direction according to claim 1 establishes asymmetric strutting system construction method, it is characterized in that: described cushion lime is that 30cm is thick, cushion lime compacting 4-6 time; The thick 15cm of described C20 hardening of concrete.
5. a kind of sharp radius curve Cast-in-situ Beam cross-sectional direction according to claim 1 establishes asymmetric strutting system construction method, it is characterized in that: described column adopts 529 shaped steel tubing strings to set up, and adopts No. 10 channel-section steels as support between column; Described steel plate is that 3cm is thick, and a work 50a type i iron is installed on every transverse upright top; Described i iron II is work 36a shaped steel.
6. a kind of sharp radius curve Cast-in-situ Beam cross-sectional direction according to claim 3 establishes asymmetric strutting system construction method, it is characterized in that: described i iron III is 50c type i iron.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106522258A (en) * | 2016-11-10 | 2017-03-22 | 上海市基础工程集团有限公司 | Construction method for cast-in-place structure in steep terrain near river |
| CN112966320A (en) * | 2021-01-25 | 2021-06-15 | 西安工业大学 | Method for calculating loess unloading collapsibility |
| CN113265955A (en) * | 2021-06-22 | 2021-08-17 | 中交路桥建设有限公司 | Method for supporting beam body without deformation and load change and support system |
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| CN106522258A (en) * | 2016-11-10 | 2017-03-22 | 上海市基础工程集团有限公司 | Construction method for cast-in-place structure in steep terrain near river |
| CN112966320A (en) * | 2021-01-25 | 2021-06-15 | 西安工业大学 | Method for calculating loess unloading collapsibility |
| CN113265955A (en) * | 2021-06-22 | 2021-08-17 | 中交路桥建设有限公司 | Method for supporting beam body without deformation and load change and support system |
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