U.S. patent application number 17/331637 was filed with the patent office on 2022-04-07 for construction method for entering shallow-buried multi-arch tunnel under water-rich geological conditions.
The applicant listed for this patent is China Construction Seventh Bureau Transportation Construction Co., Ltd.. Invention is credited to Hailiang BAI, Xiaoyang CHEN, Tingyan DENG, Chong DING, Xiaobo GAO, Shunping HOU, Qi HUANG, Yang JIN, Dawei Li, Yanzhi Li, Ming SHI, Lizhi WANG, Yingdong WANG, Jingjiang WU, Zuojie YANG, Bing YAO, Yong ZHANG.
Application Number | 20220106879 17/331637 |
Document ID | / |
Family ID | |
Filed Date | 2022-04-07 |
United States Patent
Application |
20220106879 |
Kind Code |
A1 |
HOU; Shunping ; et
al. |
April 7, 2022 |
CONSTRUCTION METHOD FOR ENTERING SHALLOW-BURIED MULTI-ARCH TUNNEL
UNDER WATER-RICH GEOLOGICAL CONDITIONS
Abstract
A construction method for a shallow-buried multi-arch tunnel
under water-rich geological conditions includes the following
steps: cleaning a grouting ground surface; marking a grouting
reinforcement scope; performing survey setting-out; drawing a
cross-section diagram to scale; calculating out coordinates and
angles of anchor points that need to be set; marking drilling
positions; nailing small wooden piles at the drilling positions for
identifying; determining a setting depth of the anchor rods
according to ground elevation; drilling holes, cleaning bottom of
hole, grouting, performing construction preparation, performing
long pipe shed construction at the entrance after an earth-rock of
a tunnel entrance and an open cut tunnel is excavated to flush with
a springing line of the tunnel. A down-the-hole drill is used for
drilling in construction. Long pipe shed grouting is designed based
on solidifying a soil mass in limited scope around a consolidation
pipe shed.
Inventors: |
HOU; Shunping; (Zhengzhou
City, CN) ; WU; Jingjiang; (Zhengzhou City, CN)
; JIN; Yang; (Zhengzhou City, CN) ; HUANG; Qi;
(Zhengzhou City, CN) ; YAO; Bing; (Zhengzhou City,
CN) ; CHEN; Xiaoyang; (Zhengzhou City, CN) ;
WANG; Lizhi; (Zhengzhou City, CN) ; YANG; Zuojie;
(Zhengzhou City, CN) ; ZHANG; Yong; (Zhengzhou
City, CN) ; GAO; Xiaobo; (Zhengzhou City, CN)
; DENG; Tingyan; (Zhengzhou City, CN) ; Li;
Dawei; (Zhengzhou City, CN) ; BAI; Hailiang;
(Zhengzhou City, CN) ; WANG; Yingdong; (Zhengzhou
City, CN) ; Li; Yanzhi; (Zhengzhou City, CN) ;
DING; Chong; (Zhengzhou City, CN) ; SHI; Ming;
(Zhengzhou City, CN) |
|
Applicant: |
Name |
City |
State |
Country |
Type |
China Construction Seventh Bureau Transportation Construction Co.,
Ltd. |
Zhengzhou City |
|
CN |
|
|
Appl. No.: |
17/331637 |
Filed: |
May 27, 2021 |
International
Class: |
E21D 11/10 20060101
E21D011/10; E21D 11/18 20060101 E21D011/18; E21D 20/00 20060101
E21D020/00 |
Foreign Application Data
Date |
Code |
Application Number |
May 28, 2020 |
CN |
202010465066.3 |
Claims
1. A construction method for entering a shallow-buried multi-arch
tunnel under water-rich geological condition, comprising: a
cleaning step for cleaning a ground surface to be grouted,
comprising removing debris that obstruct grouting from the ground
surface of a slopes to be grouted, without destroying vegetation on
the ground surface of the slopes as far as possible; a marking step
for marking a grouting reinforcement range, comprising: performing
analysis and calculation to obtain the grouting reinforcement range
at the entrance of the tunnel that is characterized by: a
longitudinal length of the tunnel of 18 m; a width extending
leftward from a center line of a left main hole of the tunnel is 5
m; a width extending rightward from a center line of a right main
hole of the tunnel is 5 m; and a depth of 0.5 m distanced from a
top of arches of the tunnel, wherein a length of a pipe shed is 16
m; a surveying and setting out step, configured for performing
surveying and setting out at corresponding positions on the ground
surface of a top of the tunnel according to a circumferential
position spacing 100 cm and a longitudinal position spacing 60 cm
of radial anchor rods at the entrance of the tunnel in a design
drawing, wherein a cross-section diagram is drawn to scale,
coordinates and angles of the positions at which the anchor rods
are to be driven are calculated, the positions are marked; small
wooden piles are nailed at the positions for identifying; and a
depth of a portion of the anchor rods to be driven into is
determined according to ground elevation; a drilling holes step,
configured for drilling at circulation break by using an
engineering drilling rig, wherein the drilling is performed at the
positions by using a down-the-hole drill, a drilling angle is
adjusted before drilling, and the drilling angle is checked
frequently during drilling; a sweeping the holes step, configured
for sweeping the holes, wherein grouting is performed in a manner
of sweeping each hole twice and grounding the hole sectionally so
as to ensure a effect of the grouting, after the hole is drilled,
the hole is swept once by way of withdrawing a drill pipe to clean
the hole, then the drill pipe is inserted to the bottom of the hole
to sweeping the hole once again; a grouting step, configured for
grouting the ground surface, wherein several representative field
tests are performed on performance of slurries with various mix
proportions so as to select an optimal mix proportion suitable for
the grouting of the tunnel, and setting time, tensile strength, and
flexural strength are compared mainly among the tests; a
construction preparation step, configured for constructing drainage
systems at the entrance after the grouting is completed, wherein
the intercepting ditches at tops of the slopes are arranged not
less than 5 m away from tops of the slopes comprising side slops
and front slopes, slope ratios of the intercepting ditches are set
according to terrain, and a drainage slope ratio is not less than
3%, so as to avoid sedimentation; a cover arch construction step
configured for constructing the cover arch, wherein a long pipe
shed construction at the entrance after earth rocks at the entrance
and an open cut tunnel is excavated to flush with a springing line
of the tunnel, the cover arch adopts a 2 m long C25 concrete cover
arch for orientation of the pipe shed, a base of the cover arch is
placed on a stable foundation, a concrete guide wall of the cover
arch is construed outside a profile of the open cut tunnel; four
sections of I16 I-steel beam are arranged in the guide wall, the
I-steel beam sections are bent into arcs according to design sizes,
and adjacent sections are connected by using bolts to form a
semicircle steel frame; orifice pipes of .PHI.114 are mounted and
fixed at the steel frame after the I-steel beam sections are
erected and fixed at the entrance; an internal framework and an
external framework are erected for pouring concrete, the cover arch
is 60 cm thick; a driving step is configured for driving steel
pipes into a surrounding rock at an angle of 1.degree. greater than
an angle of longitudinal slope of the tunnel along a periphery of
the tunnel, wherein the down-the-hole drill is adopted to drilling
and the circumferential spacing of the steel pipes is 40 cm, a
vertical axis direction of the down-the-hole drill is controlled
accurately to ensure correct hole direction at the orifice, and one
steel pipe is driven once one hole is drilled; a long pipe shed
grouting step configured for performing long pipe shed grouting
according to a design of a soil mass in a limited range around a
pipe shed being consolidated, wherein a diffusion radius of the
slurry is not less than 0.5 m; grouting is performed sectionally;
single fluid grouting is adopted for grouting; a test for single
fluid grouting is performed before grouting; a grouting ending
standard is that a slurry amount grouted into a single pipe reaches
a predetermined grouting amount; when the slurry amount grouted
does not reach the predetermined grouting amount after the grouting
pressure has reached a predetermined final pressure for 10 minutes,
the grouting is ended.
2. The construction method according to claim 1, wherein in the
marking step, materials are prepared, the anchor rods in the tunnel
are .PHI.25 hollow grouting anchor rods; the anchor rods outside
the tunnel are replaced by grouting pipes, wherein the grouting
pipes are .PHI.50 mm hot pressed seamless steel pipes with the wall
a thickness of 3.5 mm; apertures are drilled on bodies of the steel
pipes at the spacing of 15 cm to form a quincunx; a diameter of
each aperture is 8 mm; the steel pipes are arranged in a quincunx
shape at a longitudinal spacing of 1 m and a circumferential
spacing of 0.6 m; a .PHI.6 reinforcement stiffening hoops are
welded at tails of the steel pipes; a length of the steel pipes is
determined according to actual situations on site; front ends of
the steel pipes each are processed into a cone; four rows of .PHI.8
mm grouting apertures are drilled in a periphery of a portion of
the grouting pipes located in the grouting reinforcement range; no
aperture is drilled in other portion of the grouting pipe located
out of the grouting reinforcement range, to serve as slurry guide
pipe for grouting.
3. The construction method according to claim 1, wherein in the
grouting step, a material for grouting adopts single-fluid cement
slurry; cement of the single-fluid cement slurry adopts ordinary
portland cement above 42.5 R with high activity, and a manufacture
date of the cement does not exceed 3 months; in order to allow the
grouting to be performed without a break, a condition of a grouting
pump, accessories, raw materials for preparing the slurry, and
quality of the raw materials is checked before grouting, and a
water-cement ratio is 0.5 and is adjusted properly according to
actual situations.
4. The construction method according to claim 1, wherein in the
grouting step, drilling and grouting are performed in a
construction sequence of from both sides to a center in a
transverse direction of the tunnel, and from low to high in a
longitudinal direction of the tunnel; an interval construction
method is adopted in a same row to prevent the slurry from
channeling between adjacent construction holes.
5. The construction method according to claim 1, wherein in the
cover arch construction step, specification of the steel pipes in
the pipe shed is that: the pipe shed is made by adopting hot rolled
seamless steel pipes with an outside diameter .PHI. of 108 mm and a
wall thickness of 6 mm; front ends of the steel pipes are tip
cones; .PHI.10 stiffening hoops are welded at tails of the steel
pipes; four rows of .PHI.12 mm grouting apertures are drilled in a
periphery of a pipe wall of each steel pipe; drilled apertures are
spaced apart at a spacing of 15 cm and are arranged in quincunx;
the steel pipes are driven into the surrounding rock at an
extrapolation angle of 1.degree. along the periphery of the tunnel;
a total length of the steel pipes is 18 m, and a portion with a
length 4.5 m at the tail end of each steel pipe has no aperture
drilled therein; a length of the tip cone is 10 cm; the steel pipe
comprises a plurality of pipe segments, a length of each segment is
3 m or 6 m, both ends of each segment of the steel pipe are
preprocessed into external threads; a number of joints of the pipe
segments in a same cross section does not exceed 50% of a total
number of the steel pipes; a first segment of each odd-numbered
steel pipe adopts a 3 m perforated steel pipe segment, and a first
segment of each even-numbered steel pipe adopts a 6 m perforated
steel pipe; each of segments following the first segment adopts a 6
m perforated steel pipe; a last section of each steel pipe driven
into the surrounding rock is intercepted according to a length of
the cover arch, so that a length of the steel pipe in soil is a
predetermined length 16 m.
Description
CROSS REFERENCE TO RELATED APPLICATIONS
[0001] This patent application claims the benefit and priority of
Chinese Patent Application No. 202010465066.3, entitled
"Construction Method for Multi-arch Tunnel Entrance under
Shallow-buried and Water-rich Geological Conditions" filed on May
28, 2020, the disclosure of which is incorporated by reference
herein in its entirety as part of the present application.
BACKGROUND OF THE INVENTION
Field of the Invention
[0002] The present disclosure relates to the technical field of
tunnel engineering, in particular, to a construction method for a
multi-arch tunnel entrance under shallow-buried and water-rich
geological conditions.
Description of the Related Art
[0003] Shallow-buried tunnel is a tunnel engineering under specific
conditions. The buried depth is less than twice the diameter of the
tunnel. Its construction is not only restricted by geological
factors of overburden, but also affected by ground environment. The
shallow-buried tunnel does not simply mean that the thickness of a
stratum over the top of the tunnel is small, but also should be
comprehensively determined in combination with engineering
geological conditions of the overburden, including the factors of
structural characteristics of surrounding rock, the influence
degree of weathering, fracture, and fault, the structural strength,
the loose condition, and underground water, etc.
[0004] The tunnel site area of a certain tunnel belongs to low
mountains and hills landforms. The structural trace is mainly
manifested by the development of joints and fissures, so the
geological conditions are poor. The surrounding rocks of fully
weathered mixed granites at the entrance and the exit of the tunnel
are at Grade V. The fully weathered mixed granites at the entrance
of the tunnel is thick and loose in structure, and easily
collapses, so that the stability of a rock-soil mass of an face
upward slope at the entrance of the tunnel is extremely poor, which
is extremely easy to cause shallow engineering landslide or large
collapse during construction and excavation, and the quaternary
eluvial slope layer at the upper part of the exit of the tunnel is
thick and is loose in structure. A strongly weathered rock mass is
broken under the influence of joints, fissures and weathering, and
the broken rock mass is easy to be soften in case of water, which
results in rapid reduction of strength of the rock mass. It is easy
to cause large collapse of shallow engineering during construction
and excavation. It is necessary to remove residual slope sediments
from the ground surface to perform measures of spraying slurry and
stone pitching on the surface of strongly weathered rock when the
tunnel is constructed. Therefore, higher requirements are put
forward for construction methods.
[0005] A shallow-buried tunnel entrance is always a crucial link in
tunnel construction. During the tunnel entrance, after tunnel
excavation, the ground surface settlement and the stability of the
surrounding rock in the tunnel are generally controlled by using
large pipe shed pre-grouting. However, it is very difficult to
control ground surface settlement and the stability of the
surrounding rock in the tunnel effectively by only using pipe-shed
support when the geological conditions at the tunnel entrance are
complex, the weathering of the surrounding rock is sever, and a
tunnel entrance is affected by adverse factors, such as shallow
burial and rich water.
BRIEF SUMMARY OF THE INVENTION
[0006] In view of the above-mentioned situations, in order to
overcome the defects of the prior art, some embodiments provides a
construction method for multi-arch tunnel entrance under
shallow-buried and water-rich geological conditions, which solves
the problems that it is very difficult to control ground surface
settlement and the stability of surrounding rock in a tunnel
effectively by using pipe-shed support when a tunnel entrance is
affected by adverse factors, such as shallow burial and rich water,
due to complex geological conditions at the tunnel entrance and
severe weathering of the surrounding rock.
[0007] The technical solution for solving the problems is a
construction method for an entrance of a multi-arch tunnel under
shallow-buried and water-rich geological conditions. The
construction method includes the following steps:
[0008] a cleaning step for cleaning a ground surface to be grouted,
including removing debris that obstruct grouting from the ground
surface of a slopes to be grouted, without destroying vegetation on
the ground surface of the slopes as far as possible, so as to
maintain natural appearance of a mountain;
[0009] a marking step for marking a grouting reinforcement range,
including: performing analysis and calculation to obtain the
grouting reinforcement range at the entrance of the tunnel that is
characterized by: [0010] a longitudinal length of the tunnel of 18
m; [0011] a width extending leftward from a center line of a left
main hole of the tunnel is 5 m; [0012] a width extending rightward
from a center line of a right main hole of the tunnel is 5 m; and
[0013] a depth of 0.5 m distanced from a top of arches of the
tunnel, where a length of a pipe shed is 16 m;
[0014] a surveying and setting out step, configured for performing
surveying and setting out at corresponding positions on the ground
surface of a top of the tunnel according to a circumferential
position spacing 100 cm and a longitudinal position spacing 60 cm
of radial anchor rods at the entrance of the tunnel in a design
drawing, where a cross-section diagram is drawn to scale,
coordinates and angles of the positions at which the anchor rods
are to be driven are calculated, the positions are marked; small
wooden piles are nailed at the positions for identifying; and a
depth of a portion of the anchor rods to be driven into is
determined according to ground elevation;
[0015] a drilling holes step, configured for drilling at
circulation break by using an engineering drilling rig, where the
drilling is performed at the positions by using a down-the-hole
drill, a drilling angle is adjusted before drilling, and the
drilling angle is checked frequently during drilling;
[0016] a sweeping the holes step, configured for sweeping the
holes, where grouting is performed in a manner of sweeping each
hole twice and grounding the hole sectionally so as to ensure a
effect of the grouting, after the hole is drilled, the hole is
swept once by way of withdrawing a drill pipe to clean the hole,
then the drill pipe is inserted to the bottom of the hole to
sweeping the hole once again;
[0017] a grouting step, configured for grouting the ground surface,
where several representative field tests are performed on
performance of slurries with various mix proportions so as to
select an optimal mix proportion suitable for the grouting of the
tunnel, and setting time, tensile strength, and flexural strength
are compared mainly among the tests;
[0018] a construction preparation step, configured for constructing
drainage systems at the entrance after the grouting is completed,
where the intercepting ditches at tops of the slopes are arranged
not less than 5 m away from tops of the slopes including side slops
and front slopes, slope ratios of the intercepting ditches are set
according to terrain, and a drainage slope ratio is not less than
3%, so as to avoid sedimentation;
[0019] a cover arch construction step configured for constructing
the cover arch, where a long pipe shed construction at the entrance
after earth rocks at the entrance and an open cut tunnel is
excavated to flush with a springing line of the tunnel, the cover
arch adopts a 2 m long C25 concrete cover arch for orientation of
the pipe shed, a base of the cover arch is placed on a stable
foundation, a concrete guide wall of the cover arch is construed
outside a profile of the open cut tunnel; four sections of I16
I-steel beam are arranged in the guide wall, the I-steel beam
sections are bent into arcs according to design sizes, and adjacent
sections are connected by using bolts to form a semicircle steel
frame; orifice pipes of -.sctn. 114 are mounted and fixed at the
steel frame after the I-steel beam sections are erected and fixed
at the entrance; an internal framework and an external framework
are erected for pouring concrete, the cover arch is 60 cm
thick;
[0020] a driving step is configured for driving steel pipes into a
surrounding rock at an angle of one degree greater than a angle of
longitudinal slope of the tunnel along a periphery of the tunnel,
where the down-the-hole drill is adopted to drilling and the
circumferential spacing of the steel pipes is 40 cm, a vertical
axis direction of the down-the-hole drill is controlled accurately
to ensure correct hole direction at the orifice, and one steel pipe
is driven once one hole is drilled;
[0021] a long pipe shed grouting step configured for performing
long pipe shed grouting according to a design of a soil mass in a
limited range around a pipe shed being consolidated, where a
diffusion radius of the slurry is not less than 0.5 m; grouting is
performed sectionally; single fluid grouting is adopted for
grouting; a test for single fluid grouting is performed before
grouting; a grouting ending standard is that a slurry amount
grouted into a single pipe reaches a predetermined grouting amount;
when the slurry amount grouted does not reach the predetermined
grouting amount after the grouting pressure has reached a
predetermined final pressure for 10 minutes, the grouting is
ended.
[0022] The present disclosure is novel in concept, ingenious in
structure, and high in practicability. The present disclosure
solves the problems that it is very difficult to control the ground
surface settlement and the stability of the surrounding rock in a
tunnel effectively by using pipe-shed support when the tunnel
entrance is affected by adverse factors, such as shallow burial and
rich water, due to complex geological conditions at the tunnel
entrance and severe weathering of the surrounding rock.
[0023] Additional aspects of the invention will be set forth in
part in the description which follows, and in part will be obvious
from the description, or may be learned by practice of the
invention. The aspects of the invention will be realized and
attained by means of the elements and combinations particularly
pointed out in the appended claims. It is to be understood that
both the foregoing general description and the following detailed
description are exemplary and explanatory only and are not
restrictive of the invention, as claimed.
BRIEF DESCRIPTION OF THE SEVERAL VIEWS OF THE DRAWINGS
[0024] The accompanying drawings, which are incorporated in and
constitute part of this specification, illustrate embodiments of
the invention and together with the description, serve to explain
the principles of the invention. The embodiments illustrated herein
are presently preferred, it being understood, however, that the
invention is not limited to the precise arrangements and
instrumentalities shown, wherein:
[0025] FIG. 1 is an arrangement diagram of a cross section of a
perforated steel pipe of the present disclosure.
[0026] FIG. 2 is a diagram of an anchor rod arrangement position of
the present disclosure.
[0027] FIG. 3 is a flowchart of performing a grouting process under
a pressure from the ground surface by longitudinal anchor rods
according to the present disclosure.
[0028] FIG. 4 is a construction flowchart of a long pipe shed of
the present disclosure
DETAILED DESCRIPTION OF THE INVENTION
[0029] Specific embodiments of present disclosure will be further
described below in detail with reference to the accompanying
drawings.
[0030] The present disclosure includes the following construction
steps.
[0031] In step S1, a ground surface to be grouted is cleaned.
Specifically, debris on a surface of slope that obstructs the
grouting is removed. During cleaning, vegetation on the surface
should not be destroyed as far as possible, so as to maintain the
natural appearance of the mountain.
[0032] In step S2, a grouting reinforcement range is marked.
Specifically, through analysis and calculation, a grouting layout
range at a tunnel entrance is defined as follows: a longitudinal
length of the tunnel is 18 m, where a length of a pipe shed is 16
m; a width extending leftward from a center line of a left main
hole of the tunnel is 5 m; a width extending rightward from a
center line of a right main hole of the tunnel is 5 m; and a depth
is about 0.5 m from a top of each arch of the tunnel;
[0033] In step S3, surveying and setting out are performed at
corresponding positions on the ground surface of a top of the
tunnel according to position spacing 100 o660 cm of radial anchor
rods in the tunnel at an entrance section as shown in a design
drawing. A cross-section diagram is drawn to scale to calculate
coordinates of points at which anchor rods are to be driven and
angles for driving the anchor rods at respective points. Drilling
positions are marked on the ground surface, and small wooden piles
are nailed at the drilling positions for identifying. Driven depths
of the anchor rods are determined according to a ground
elevation.
[0034] In step S4, holes are drilled without flushing medium by
using an engineering drilling rig. Specifically, holes are drilled
at grouting points by using a down-the-hole drill. Before drilling,
a drilling angle is adjusted, and during drilling, the drilling
angle is checked frequently, so as to prevent hole deviation.
[0035] In step S5, the holes are swept. Specifically, ground
surface grouting is performed in a manner of sweeping holes twice
and grounding sectionally in order to ensure a grouting effect.
After the hole is drilled, a hole is swept once in a manner of
withdrawing a drill pipe to clean the hole; and after the hole is
cleaned, the drill pipe is inserted to the bottom of the hole, to
sweeping the hole once again.
[0036] In step S6, grouting is performed. Specifically, in order to
select an optimal mix proportion of slurry suitable for the ground
surface grouting of the tunnel, several representative field tests
are performed on the performance of the slurries with various mix
proportions, where the setting times, tensile strengths, and
flexural strengths among these grouts are compared mainly.
[0037] In step S7, construction preparation is preformed
Specifically, after the ground surface grouting is completed,
drainage systems such as an intercepting ditch at the entrance are
constructed, where the slope top intercepting ditch is arranged not
less than 5 m away from the tops of side slopes and a front slope,
a slope ratio of the slope top intercepting ditch is set according
to terrain, and drainage slope ratio is not less than 3%, so as to
avoid sedimentation.
[0038] In step S8, long pipe shed construction at the tunnel
entrance is performed after earth rocks of the entrance and an open
cut tunnel is excavated to flush with a springing line of the
tunnel, where a 2 m long C25 concrete cover arch is adopted for
orientation of the pipe shed, and a base of the cover arch falls on
a stable foundation. A concrete guide wall of the cover arch is
constructed outside a profile of the open cut tunnel. Four sections
of I16 I-steel beam are arranged in the guide wall, the I-steel
beam sections are bent into arcs according to design sizes, and any
adjacent sections are connected by using bolts to form a semicircle
steel frame. Then, orifice pipes with -.sctn. 114 mm are mounted
and fixed on the steel frame after the I-steel beam s are erected
and fixed at the tunnel entrance, and an internal framework and an
external framework are erected for pouring concrete, where the
concrete cover arch is 60 cm thick.
[0039] In step S9, holes are drilled by using the down-the-hole
drill during construction, the steel pipes are driven into the
surrounding rock at an angle greater than an angle of a
longitudinal slope of the tunnel by 1 .infin. along the periphery
of the tunnel, where the circumferential spacing of the steel pipes
is 40 cm, a direction of vertical axis of the down-the-hole drill
is controlled accurately to ensure correct hole direction of the
orifice, and one steel pipe is pushed in every time one hole is
drilled. Further, deviation degree of the hole is checked at any
time during drilling, and the deviation is corrected in time upon
being checked out.
[0040] In step S10, the long pipe shed grouting is designed based
on consolidation of soil mass in a limited range around the pipe
shed, where the slurry diffusion radius is not less than 0.5 m,
grouting is performed sectionally, and a single fluid grouting is
adopted, which can simplify a process and reduce the cost, and is
high in consolidation strength. So, a single fluid grouting test
should be performed before grouting. The grouting ending standard
is that a slurry amount grouted into a single pipe reaches a
predetermined grouting amount, and when the slurry inlet amount is
still not reached the predetermined grouting amount after the
grouting pressure has reached a predetermined final pressure for 10
minutes, the grouting can also be ended. Records should be made
seriously in a grouting operation, the operation is analyzed and
improved at any time, and primary support and working face
conditions are observed, so as to ensure the safety.
[0041] In step S2, materials are prepared, where the anchor rods in
the tunnel are -.sctn. 25 mm hollow grouting anchor rods, the
anchor rods outside the tunnel are replaced by grouting pipes, and
the grouting pipes are -.sctn. 50 mm hot pressed seamless steel
pipes with a wall thickness of 3.5 mm. Apertures are drilled in
bodies of the steel pipes at a spacing of 15 cm, to form a
quincunx, and a diameter of each aperture is 8 mm. The steel pipes
are arranged in a quincunx shape at a longitudinal spacing of 1 m
and a circumferential spacing of 0.6 m. A reinforcement stiffening
hoop of -.sctn. 6 mm is welded at a tail of each steel pipe. A
length of each steel pipe is determined according to actual
situations on site, a front end of the steel pipe is processed into
a cone, four rows of -.sctn. 8 mm grouting apertures are drilled in
a periphery of a first pipe section of each grouting pipe within a
consolidation range, and no aperture is drilled in a second pipe
section of the pipe out of the consolidation range, so that the
second pipe sections serve as slurry guide pipes for grouting.
[0042] In step S6, grouting material adopts single-fluid cement
slurry, and cement in the single-fluid cement slurry adopts
ordinary portland cement above 42.5R with high activity and a
manufacture date no more than 3 months. In order to allow the
grouting to be performed without a break, before grouting, a
condition of a grouting pump, accessories, raw materials for
preparing the slurry, and quality of the raw materials is checked
carefully. The water-cement ratio is 0.5 and is adjusted properly
according to actual situations.
[0043] In step S6, the grouting is performed sequentially.
Specifically, holes are drilled and grouted in a construction
sequence from two sides to a center in a transverse direction of
the tunnel, and from low to high in a longitudinal direction of the
tunnel. A space interval construction method is adopted in the same
row in order to prevent slurry from channeling between adjacent
construction holes.
[0044] In step S8, specification of the steel pipes of the pipe
shed is that: the pipe shed is made by hot rolled seamless steel
pipes with an outside diameter -.sctn. of 108 mm and a wall
thickness of 6 mm. Front ends of the steel pipes are all in tip
cone shape, and -.sctn. 10 stiffening hoops are welded at the tails
of the steel pipes. Four rows of -.sctn. 12 mm grouting holes are
drilled in the periphery of the pipe walls, drilled holes are
spaced apart from each other at an interval of 15 cm and are
arranged in quincunx. The steel pipes are driven into the
surrounding rock at an angle greater than the angle of the
longitudinal slope by 1 .infin.along the periphery of the tunnel. A
total length of each perforated steel pipe is 18 m, and a section
with a length 4.5 m at the tail end of the perforated steel pipe
has no hole drilled therein, a length of the tip cone is 10 cm.
Each steel pipe is consisted of multiple pipe segments, lengths of
pipe segments is 3 m or 6 m. Both ends of each pipe segment are
preprocessed into external threads. A number of joints of pipe
segments in the same cross section of the pipe shed does not exceed
50% of the total number of the steel pipes; the first segment of
each odd-numbered steel pipe adopts a 3 m perforated steel pipe
segment, the first segment of each even-numbered steel pipe adopts
a 6 m perforated steel pipe segment, and each of the following
segments of the steel pipes adopts a 6 m perforated steel pipe
segment. The last segment of each steel pipe driven into the
surrounding rock is intercepted according to a length of the cover
arch, so that a length of the steel pipe in soil is a designed
length 16 m.
[0045] Compared with the prior art, the present disclosure has the
following beneficial effects.
[0046] Upon construction personnel performing construction
according to the present protection method, in order to make the
concrete more compact after the concreted is poured by the pouring
operation in step S5, a small amount of concrete is poured while
being paved through a scraper, so that the concrete fills an
internal framework of a middle partition wall, and the concrete in
the middle partition wall is poured to the highest position during
a pouring process. Therefore, the top of the middle partition wall
is backfilled compactly from a side view after a main hole is
excavated in a later stage, and settlement observation data shows
that the top of the arch does not have obvious subsidence. The
positions where the shoulders of the middle partition wall and the
top of the arch are joined are sprayed and sealed by spraying the
concrete in step S4 and step S5 to prevent slurry leakage in the
grouting process. The slurry is grouted from a low position to a
high position under a pressure, exhaust valves of a grouting pipe
is opened before pressure grouting, and are closed one by one after
thick slurry comes out. The slurry is grouted continuously under a
pressure, and the framework in the middle partition wall is filled
with concrete, so that the tunnel entrance is solid and firm, its
structure is not easy to loose, and a collapse phenomenon is
prevented. Further, the structure at the upper part of the tunnel
entrance is still stable and compact, so a strongly weathered rock
mass does not easily affected by joints, fissures, and weathering,
and the phenomena of collapse, crumble, and block falling are not
easily caused in an excavation process. In addition, the flying
stone caused by blasting is not easy to cause great damage to the
middle partition wall while impacting it, which improves the
rigidity and the strength of the middle partition wall, without
affecting the weight bearing performance of the tunnel, i.e., the
middle partition wall of the multi-arch tunnel can be protected
effectively, thereby further improving the stability of the
multi-arch tunnel.
[0047] Of note, the terminology used herein is for the purpose of
describing particular embodiments only and is not intended to be
limiting of the invention. As used herein, the singular forms "a",
"an" and "the" are intended to include the plural forms as well,
unless the context clearly indicates otherwise. It will be further
understood that the terms "includes", and/or "including," when used
in this specification, specify the presence of stated features,
integers, steps, operations, elements, and/or components, but do
not preclude the presence or addition of one or more other
features, integers, steps, operations, elements, components, and/or
groups thereof.
[0048] As well, the corresponding structures, materials, acts, and
equivalents of all means or step plus function elements in the
claims below are intended to include any structure, material, or
act for performing the function in combination with other claimed
elements as specifically claimed. The description of the present
invention has been presented for purposes of illustration and
description, but is not intended to be exhaustive or limited to the
invention in the form disclosed. Many modifications and variations
will be apparent to those of ordinary skill in the art without
departing from the scope and spirit of the invention. The
embodiment was chosen and described in order to best explain the
principles of the invention and the practical application, and to
enable others of ordinary skill in the art to understand the
invention for various embodiments with various modifications as are
suited to the particular use contemplated.
[0049] Having thus described the invention of the present
application in detail and by reference to embodiments thereof, it
will be apparent that modifications and variations are possible
without departing from the scope of the invention defined in the
appended claims as follows:
* * * * *