GBJ 86-1985 Technical specification for anchor shotcrete support GBJ86-85
Some standard content:
Engineering Construction Standard Full-text Information System
National Standard of the People's Republic of China
Technical Specification for Anchored Shotcrete Support
GBJ86—86
Beijing, 1985
Engineering Construction Standard Full-text Information System
W Engineering Construction Standard Full-text Information System
National Standard of the People's Republic of China
Technical Specification for Anchored Shotcrete Support
GBJ86—85
Editor Department: Ministry of Metallurgical Industry
Approval Department: People's Republic of China State Planning Commission of the Republic of China Date of implementation: July 1, 1986 Engineering Construction Standards Full Text Information System
Engineering Construction Standards Full Text Information System
Notice on the release of the "Technical Specifications for Anchored Shotcrete Support"
Planning Standards [1985] No. 2064
According to the notice of the former State Construction Commission (81) Jianfa Shezi No. 546, the "Technical Specifications for Anchored Shotcrete Support" compiled by the Ministry of Metallurgical Industry and the Construction Research Institute of the Ministry of Metallurgical Industry in conjunction with relevant units has been reviewed by relevant departments. The "Technical Specifications for Anchored Shotcrete Support" GBJ86-85 is now approved as a national standard and will be implemented from July 1, 1986.
This specification is managed by the Ministry of Metallurgical Industry, and its specific interpretation and other work are the responsibility of the Construction Research Institute of the Ministry of Metallurgical Industry.
State Planning Commission
December 17, 1985
Engineering Construction Standards Full-text Information System
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Preparation Instructions
This specification is compiled in accordance with the requirements of the former State Construction Commission's (81) Jianfa Shezi No. 546 document and the State Planning Commission's Jibiaofa [1984] No. 10 document, edited by the General Construction Research Institute of our Ministry, and jointly compiled with the Coal Science Research Institute of the Ministry of Coal, the Scientific Research Institute of the Ministry of Railways, the Professional Design Institute of the Ministry of Railways, the Research Institute of the Northeast Survey and Design Institute of the Ministry of Water Resources and Electric Power, the General Administration of Water Resources and Hydropower Construction of the Ministry of Water Resources and Electric Power, the Air Force Engineering College, the Engineering Design Office of the East China Sea Fleet, the Naval Engineering Design and Research Bureau, the Institute of Geology, Chinese Academy of Sciences, the Beijing Nonferrous Metallurgical Design and Research Institute, the Xiejiaji No. 1 Mine of the Huainan Mining Bureau of the Ministry of Coal and other units. During the preparation process, in accordance with the relevant policies and guidelines of national capital construction, the preparation team conducted extensive investigations and necessary scientific experiments, summarized the practical experience of anchor shotcrete support technology in my country over the past 20 years, absorbed the relevant scientific research results in this regard, and solicited opinions from relevant units across the country. Finally, it was reviewed and finalized by relevant departments. This specification is divided into eight chapters and eight appendices. Its main contents include: general principles, surrounding rock classification, anchor shotcrete support design, smooth blasting and pre-splitting blasting, anchor construction, shotcrete support construction, safety technology and dust prevention, quality inspection and project acceptance, etc. In the process of implementing this specification, please pay attention to accumulating information, summarizing experience, and promptly inform the Ministry of Construction Research Institute of the opinions that need to be modified and supplemented for reference during revision.
Ministry of Metallurgical Industry
1985
Engineering Construction Standards Full Text Information System
Engineering Construction Standards Full Text Information System
Chapter 1
Chapter 2
Chapter 3
Section 1
Section 2
Section 3
Section 4
Section 5
Surrounding Rock Classification
Anchor Shotcrete Support Design:
General provisions
Monitoring and measurement
Anchor support design
Sprayed concrete support design
Anchor and sprayed support design under special conditions
Anchor and sprayed support design for shallow buried tunnels
Anchor and sprayed support design for tunnels in plastic rheological rock mass (I) Anchor and sprayed support design for old loess tunnels
Sprayed support design for hydraulic tunnels
(V) Affected by mining Design of tunnel bolting and shotcrete support Chapter 4
Chapter 5
Section 1
Section 2
Section 3
Section 4
Section 5
Chapter 6
Section 1
Section 2
Section 3
Section 4
Smooth blasting and pre-splitting blasting
Anchor bolt construction
General provisions||tt ||Construction of full-length bonded staggered anchor
Construction of end-fixed anchor
Construction of friction anchor
Construction of prestressed anchor cable·
Construction of shotcrete
Raw materials·
Construction machinery and tools
Mixture ratio and mixing
Preparation work before shotcreting
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+++++++||t t||Engineering Construction Standard Full Text Information System
Section 5 Spraying Operation
Section 6
Section 7
Section 8
Section 9
Chapter 7
Section 1
Section 2
Chapter 8
Section 1
Section 2
Appendix 2
Appendix 3
Appendix 4
Appendix 5
Appendix 6
Appendix 7
Appendix 8
Steel Fiber Spraying Concrete Construction
Reinforcement Mesh Spraying Concrete Construction
Steel Frame Spraying Concrete Construction
Control of Spraying Concrete Strength Quality
Safety Technology and Dust Prevention
Safety Technology
Quality Inspection and Project Acceptance
Quality Inspection||tt ||Project acceptance
Explanation of relevant terms in this specification
Monitoring and measurement items and requirements
Test of bond strength between shotcrete and surrounding rock Drawing of shotcrete strength quality control chart Technical requirements for measuring shotcrete dust Preparation method of standard test block for compressive strength of shotcrete Anchor and shotcrete support construction record
Explanation of terms used in this specification
Additional explanation
List of the editorial unit, participating units and main drafters of this specification Engineering 4 Construction Standard Full-text Information System
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Basic symbols
A——Rock sliding surface area
As—Cross-sectional area of a single anchor rod
A, the cross-sectional area of a single prestressed anchor cable or prestressed anchor rodB——Tunnel gross span
C——Adhesion on the rock sliding surface
E. — elastic modulus of shotcrete
E. — deformation modulus of tunnel surrounding rock
f — friction coefficient on rock sliding surface
f. — design compressive strength of shotcrete fea — design cracking strength of shotcrete fa — design tensile strength of shotcrete. — bonding strength of cement mortar to borehole wall or shotcrete to rock f. — design bonding strength of cement mortar to steel bar or cement mortar to anchor cable fst
— design tensile strength of anchor bar or anchor cable body fsv — design shear strength of anchor bar
f'. ——The average compressive strength of the shotcrete test blocks during the construction phase should be reached f'cemln
The lowest value of the compressive strength of the shotcrete test blocks in the same batch n groups during the construction phase-the weight of the dangerous rocks borne by the anchor rods, anchor cables or shotcrete-the component of the unstable blocks of the tunnel surrounding rock acting parallel to the sliding surface-the component of the unstable blocks of the tunnel surrounding rock acting perpendicular to the sliding surface-the thickness of the covering rock layer above the tunnel top h-the thickness of the shotcrete
K-the calculated safety factor of the anchor rods or anchor cables K-the rock mass integrity factor
K.-the qualified judgment coefficient of the shotcrete compressive strength Engineering Construction Standard Full Text Information System
Engineering Construction Standard Full Text Information System
K.一 Check the safety factor of shotcrete against the resistance of unstable blocks in tunnel surrounding rock
一 The length of anchor rod or anchor cable body anchored in stable rock mass n一 The comprehensive roughness coefficient of tunnel wall, number of anchor rods or number of test blocks n1
一 Tunnel shotcrete roughness coefficient
一 Tunnel concrete pouring part roughness coefficient P
一 Single prestressed anchor cable or prestressed anchor rod pretension value PA—Anchor rod design anchoring force value
P—The component force P of the total pressure of prestressed anchor cable or prestressed anchor rod acting on unstable rock mass in the direction perpendicular to the sliding surface.——The component of the total pressure acting on the unstable rock mass by prestressed anchor cable or prestressed anchor rod in the direction parallel to the sliding surface [P] -
——The value of internal water pressure allowed for shotcrete support Rb
——The uniaxial saturated compressive strength of rock
Rw——The hydraulic radius of the water-passing tunnel
The radius of the tunnel after support
S——The standard deviation S of the compressive strength of shotcrete. ——Wet perimeter of the entire section of the tunnel
——Wet perimeter of shotcrete in the tunnel
——Wet perimeter of cast concrete in the tunnel
——Tunnel rock mass strength stress ratio
——Tunnel rock mass longitudinal wave velocity
Vp——Tunnel rock longitudinal wave velocity
01——The largest principal stress in the plane perpendicular to the tunnel axis
——Tension control stress Oeon of prestressed anchor cables or prestressed anchor rods
——Natural bulk density of rock
——Poisson's ratio of surrounding rock
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Chapter 1 General Provisions
Article 1.0.1 This specification is formulated to make the design and construction of anchor shotcrete support (abbreviated as anchor shotcrete support) meet the requirements of advanced technology, economic rationality, safety and applicability, and quality assurance.
Article 1.0.2 This specification applies to the design and construction of anchor-spray support for underground projects such as mine shafts, traffic tunnels, hydraulic tunnels and various caverns. Article 1.0.3 The design and construction of anchor-spray support must be carried out in accordance with the geological survey of the project, and the surrounding rock must be properly and effectively reinforced according to local conditions to give full play to the self-bearing capacity of the surrounding rock.
In addition to complying with this specification, the design and construction of anchor-spray support shall also comply with the relevant provisions of the current national standards. Engineering Construction Standard Full-text Information System
1
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Chapter 2 Surrounding Rock Classification
Article 2.0.1 The geological survey of anchor-spray support projects shall provide a basis for the classification of surrounding rocks and shall run through the entire construction of the project. Article 2.0.2 The classification of surrounding rock categories shall comply with the provisions of Table 2.0.2. Article 2.0.3 For Class III and IV surrounding rocks, when groundwater is relatively developed, the classification should be appropriately downgraded according to the type of groundwater, the amount of water, the number of weak structural surfaces and the degree of harm.
Article 2.0.4 For Class I and III surrounding rocks, when the angle between the tunnel axis and the main fault or weak interlayer is less than 30 degrees, the classification should be appropriately downgraded. Article 2.0.5 The rock mass integrity coefficient in the surrounding rock classification table can be calculated as follows:
Where Vmp
Tunnel rock mass longitudinal wave velocity (km/s);
Tunnel rock longitudinal wave velocity (km/s). (2.0.5)
The rock strength stress ratio in the surrounding rock classification table in Article 2.0.6 can be calculated according to the following formula:
wherein R is the uniaxial saturated compressive strength of rock (kN/m); 1 is the larger principal stress in the plane perpendicular to the axis of the tunnel. When there is no measured data of geostress,
01=yH (kN/m2):
y is the natural bulk density of rock (kg/m3); H is the thickness of the covering layer (m).
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Rock mass structure
Overall shape and thick layered structure with good interlayer
Similar surrounding rock
Main engineering
Rock strength index
Degree of structural influence, development of structural surface and combination state
Slight structural influence, occasional small faults. Structural surface is not developed, only two to three groups, with an average spacing of more than 0.8 meters, mainly primary and structural joints, most of which are closed, without mud filling, and not through. The interlayers are well bonded, and generally no unstable blocks appear
Same as Class I surrounding rock characteristics
The structure is heavily influenced, and there are a few faults. The structural planes are well developed, generally in three groups, with an average spacing of 0.4 to 0.8 meters, mainly primary and structural joints, most of which are closed, with occasional mud filling, poor penetration, and a small number of weak structural planes. The interlayer bonding is good, with occasional interlayer dislocation and layer opening. Engineering Construction Standard Full-text Information System
Uniaxial saturated
Compressive strength
(MPa)
Point load
(MPa)
Rock mass acoustic wave index
Rock mass longitudinal wave
(km/s)
Rock mass integrity
Indicators
Stability of rough holes
When the span of the rough holes is 5~
10 meters, it is stable for a long time, and generally
no fragments fall
When the span of the rough holes is 5
~10 meters.
The surrounding rock can maintain stability for a long
time (several months to
several years), with only local small pieces falling off
Engineering Construction Standard Full-text Information System
Same Class I surrounding rock
Same Class I surrounding rock
Blocky structure and
medium and thick layers with good interlayer bonding
or thick structure
Thin layers with good interlayer bonding and
interlayered soft and hard rocks
Fragmented mosaic structure
Same Class 1 surrounding rock characteristics
Same Class I surrounding rock blocky structure and medium and thick layers with good interlayer bonding or thick structure characteristics
The structural influence is more serious. The structural planes are well developed, usually in three groups, with an average spacing of 0.2 to 0.4 meters. They are mainly structural joints, most of which are closed, with little mud filling. The rock layers are thin layers or interlayers of soft and hard rocks, mainly hard rocks, with good interlayer bonding, and few weak interlayers, interlayer dislocation and layer opening. The structural influence is relatively heavy. The structural plane is developed, usually in three or more groups, with an average spacing of 0.2 to 0.4 meters, mainly structural joints, most of the joint planes are closed, a few are filled with mud, and the blocks are firmly bitten. Engineering Construction Standard Full-text Information System (soft rock, 0.85~1.253.0~4.5). Table 2.0.2. When the span of the rough hole is 5~10 meters, the surrounding rock can maintain stability for more than one month. The main problems are local block falling,The rock strength stress ratio in the 6 surrounding rock classification tables can be calculated according to the following formula:
wherein R is the uniaxial saturated compressive strength of rock (kN/m); 1 is the larger principal stress in the plane perpendicular to the axis of the tunnel. When there is no measured data of ground stress,
01=yH (kN/m2):
y is the natural bulk density of rock (kg/m3); H is the thickness of the covering layer (m).
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Rock mass structure
Overall shape and thick layered structure with good interlayer
Similar surrounding rock
Main engineeringbZxz.net
Rock strength index
Degree of structural influence, development of structural surface and combination state
Slight structural influence, occasional small faults. Structural surface is not developed, only two to three groups, with an average spacing of more than 0.8 meters, mainly primary and structural joints, most of which are closed, without mud filling, and not through. The interlayers are well bonded, and generally no unstable blocks appear
Same as Class I surrounding rock characteristics
The structure is heavily influenced, and there are a few faults. The structural planes are well developed, generally in three groups, with an average spacing of 0.4 to 0.8 meters, mainly primary and structural joints, most of which are closed, with occasional mud filling, poor penetration, and a small number of weak structural planes. The interlayer bonding is good, with occasional interlayer dislocation and layer opening. Engineering Construction Standard Full-text Information System
Uniaxial saturated
compressive strength
(MPa)
Point load
(MPa)
Rock mass acoustic wave index
Rock mass longitudinal wave
(km/s)
Rock mass integrity
Indicators
Stability of rough holes
When the span of the rough holes is 5~
10 meters, it is stable for a long time, and generally
no fragments fall
When the span of the rough holes is 5
~10 meters.
The surrounding rock can maintain stability for a long
time (several months to
several years), with only local small pieces falling off
Engineering Construction Standard Full-text Information System
Same Class I surrounding rock
Same Class I surrounding rock
Blocky structure and
medium and thick layers with good interlayer bonding
or thick structure
Thin layers with good interlayer bonding and
interlayered soft and hard rocks
Fragmented mosaic structure
Same Class 1 surrounding rock characteristics
Same Class I surrounding rock blocky structure and medium and thick layers with good interlayer bonding or thick structure characteristics
The structural influence is more serious. The structural planes are well developed, usually in three groups, with an average spacing of 0.2 to 0.4 meters. They are mainly structural joints, most of which are closed, with little mud filling. The rock layers are thin layers or interlayers of soft and hard rocks, mainly hard rocks, with good interlayer bonding, and few weak interlayers, interlayer dislocation and layer opening. The structural impact is relatively heavy. The structural plane is developed, usually in three or more groups, with an average spacing of 0.2 to 0.4 meters, mainly structural joints, most of the joint planes are closed, a few are filled with mud, and the blocks are firmly bitten. Engineering Construction Standard Full-text Information System (soft rock, 0.85~1.253.0~4.5 Continued Table 2.0.2 When the span of the rough hole is 5~10 meters, the surrounding rock can maintain stability for more than one month, mainly with local block falling,The rock strength stress ratio in the 6 surrounding rock classification tables can be calculated according to the following formula:
wherein R is the uniaxial saturated compressive strength of rock (kN/m); 1 is the larger principal stress in the plane perpendicular to the axis of the tunnel. When there is no measured data of ground stress,
01=yH (kN/m2):
y is the natural bulk density of rock (kg/m3); H is the thickness of the covering layer (m).
Engineering 2 Construction Standard Full Text Information System
W Engineering Construction Standard Full Text Information System
Rock mass structure
Overall shape and thick layered structure with good interlayer
Similar surrounding rock
Main engineering
Rock strength index
Degree of structural influence, development of structural surface and combination state
Slight structural influence, occasional small faults. Structural surface is not developed, only two to three groups, with an average spacing of more than 0.8 meters, mainly primary and structural joints, most of which are closed, without mud filling, and not through. The interlayers are well bonded, and generally no unstable blocks appear
Same as Class I surrounding rock characteristics
The structure is heavily influenced, and there are a few faults. The structural planes are well developed, generally in three groups, with an average spacing of 0.4 to 0.8 meters, mainly primary and structural joints, most of which are closed, with occasional mud filling, poor penetration, and a small number of weak structural planes. The interlayer bonding is good, with occasional interlayer dislocation and layer opening. Engineering Construction Standard Full-text Information System
Uniaxial saturated
Compressive strength
(MPa)
Point load
(MPa)
Rock mass acoustic wave index
Rock mass longitudinal wave
(km/s)
Rock mass integrity
Indicators
Stability of rough holes
When the span of the rough holes is 5~
10 meters, it is stable for a long time, and generally
no fragments fall
When the span of the rough holes is 5
~10 meters.
The surrounding rock can maintain stability for a long
time (several months to
several years), with only local small pieces falling off
Engineering Construction Standard Full-text Information System
Same Class I surrounding rock
Same Class I surrounding rock
Blocky structure and
medium and thick layers with good interlayer bonding
or thick structure
Thin layers with good interlayer bonding and
interlayered soft and hard rocks
Fragmented mosaic structure
Same Class 1 surrounding rock characteristics
Same Class I surrounding rock blocky structure and medium and thick layers with good interlayer bonding or thick structure characteristics
The structural influence is more serious. The structural planes are well developed, usually in three groups, with an average spacing of 0.2 to 0.4 meters. They are mainly structural joints, most of which are closed, with little mud filling. The rock layers are thin layers or interlayers of soft and hard rocks, mainly hard rocks, with good interlayer bonding, and few weak interlayers, interlayer dislocation and layer opening. The structural influence is relatively heavy. The structural plane is developed, usually in three or more groups, with an average spacing of 0.2 to 0.4 meters, mainly structural joints, most of the joint planes are closed, a few are filled with mud, and the blocks are firmly bitten. Engineering Construction Standard Full-text Information System (soft rock, 0.85~1.253.0~4.5). Table 2.0.2. When the span of the rough hole is 5~10 meters, the surrounding rock can maintain stability for more than one month. The main problems are local block falling,
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