National Standard of the People's Republic of China Code of Metro and Light Rail Engineering surveyGB50308—1999
Editor: Office of Capital Planning and Construction CommitteeApproval department: Ministry of Construction of the People's Republic of ChinaEffective date: June 1, 2000
2—14—1
Notice on the promulgation of national standards
"Specifications for Geotechnical Engineering Investigation of Subway and Light Rail Transit" and "Specifications for Engineering Survey of Subway and Light Rail Transit"Jianbiao [1999] No. 318
According to the requirements of our Ministry's "Notice on Issuing the Plan for the Formulation and Revision of Engineering Construction Standards in 1998 (Second Batch)" (Jianbiao [1998224] No.), the "Specifications for Geotechnical Engineering Investigation of Subway and Light Rail Transit" and "Specifications for Engineering Survey of Subway and Light Rail Transit" jointly formulated by the Office of Capital Planning and Construction Committee and relevant departments have been reviewed by relevant departments and approved as mandatory national standards, with the numbers respectively: (3 50307-1999 and GB50308-1999, since before 2000
This specification is compiled in accordance with the requirements of the Ministry of Construction of the People's Republic of China, Document No. 224 of 1998, "Notice on Issuing the Plan for the Formulation and Revision of Engineering Construction Standards in 1998 (Second Batch)".
Subway and light rail transportation are a form of urban public transportation, which includes three types of rail engineering systems: underground, ground and elevated. Due to its construction in an urban environment with dense buildings and numerous underground pipelines, it not only requires high engineering measurement accuracy, but is also technology-intensive and expensive. At the same time, the safety and stability of the project itself and the engineering environment are very important during construction and operation. During operation, they have a great impact on each other, so the measurement of subway and light rail transportation has its own special methods and requirements. This specification is divided into 18 chapters, including general principles, terminology, ground plane control measurement, ground elevation control measurement, special investigation and mapping of line strip terrain measurement, line ground alignment measurement, depot measurement and connection measurement, underground plane and elevation measurement, dark tunnel construction measurement, open tunnel construction measurement, elevated line construction measurement, line centerline adjustment measurement, track laying base measurement, equipment installation measurement, deformation measurement and completion measurement.
The unit authorized to be responsible for the specific interpretation of this specification is: Beijing Urban Construction Survey and Mapping Institute, located at No. 26, Section 5, Anhuili, Chaoyang District, Beijing. ~-14 -2
It will be implemented from June 1.
This specification is managed by the Office of the Capital Planning and Construction Committee, the Beijing Urban Construction Survey and Mapping Institute is responsible for the specific interpretation, and the Standard and Quota Research Institute of the Ministry of Construction organizes the China Planning Press to publish and distribute it. Ministry of Construction of the People's Republic of China
December 15, 1999
, Postal Code: 100101, http://cki.com.cn, m-mail;
[email protected]. It is hoped that all units will pay attention to accumulating experience in use, and send suggestions and opinions to the Beijing Urban Construction Survey and Mapping Institute for reference in future revisions. The editorial unit, participating units and main drafters of this specification are: Editor-in-chief: Beijing Urban Construction Survey and Mapping Institute Participating units: Beijing Urban Construction Design Institute Guangzhou Metro Corporation
Shanghai Geotechnical Engineering Survey and Design Institute
Beijing Surveying and Design Institute
Shenyang Survey and Mapping Institute
Nanjing Surveying and Mapping Institute
Qingdao Survey and Mapping Institute
Wuhan University of Science and Technology of Surveying and Mapping
PLA College of Surveying and Mapping
Railway Ministry Industrial Design Institute
Main Drafters: Huang Zhiwen
Wang Cemin
Chen Zhongzhong
Zeng Baoxian
Qin Changli
Liu Hanquan
Zhou Tianfu
Li Zhenlai
Yu Laifa
Wang Xiangsheng
Liu Ainong
Wu Keming
Li Yuzhong
Zhang Mingxie
3 General Provisions for Plane Control Survey
3.2 PS Control Survey 3.3 Precision traverse surveying
Ground elevation control surveying
- General provisions
4.2 Precision leveling surveying ·|tt|| 5 Line strip topographic surveying
General provisions
5.2 Basic control surveying
Digital mapping
Traditional surveying and mapping method manual mapping
6 Special investigation and mapping
- General provisions
Underground pipeline investigation and mapping
Underground building surveying Mapping
Surveying of buildings across the line
Topography of water area
Line ground alignment measurement
·General provisions
Preliminary design alignment measurement
Ground construction alignment measurement
Vehicle depot measurement
\General provisions
Construction site measurement·
Site grid measurement
Site baseline measurement
Site elevation control measurement
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214-5
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...... 2-147
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: 2--14-7
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Building construction survey and track laying of parking lot line
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Measurement of parking lot exit line and ground contact line…2—14--13 Contact measurement
General provisions
Ground approach wire measurement·
... 2—14--13
.. 2---14—13
..... 2-14--14
Joint orientation of plumb bob and gyrotheodolite…2-14—14 Contact triangle orientation….
Wire orientation measurement
+..·.. 2—14--14
.......... 2--14-14
9.6 Elevation transfer measurement
10 Underground plane and elevation measurement
General provisions
Construction line measurement·
10.3 Construction control line measurement·
10,4 Underground elevation measurement
Dark excavation tunnel construction measurement
General provisions
Station tunnel construction measurement·
Interval tunnel construction measurement…
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Construction measurement of shield tunneling． 2--14—1611.4
Through-through error measurement
Open-cut tunnel construction measurement
-General provisions
Foundation pit retaining structure construction measurement…
Foundation pit excavation construction measurement
Tunnel structure construction measurement·
Elevated line construction measurement
-General provisions
Bridge pier construction measurement
Girder construction measurement·
Line centerline adjustment measurement
General provisions·
Line centerline adjustment measurement….
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Measurement of tunnel structure clearance section and elevated line structure cross section
.... 2--14—18
Measurement of the centerline adjustment of the changed line·…2—14—18 Measurement of track laying benchmarks
General provisions
Control benchmark measurement.
Encrypted benchmark measurement
Turnout track laying benchmark measurement·
Equipment installation measurement
General provisions
：2—14—18
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+.... 2—14—18
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Contact rail (three rails) and contact network installation
Partition door installation measurement
Train signal and line sign installation
..... 2—14—19
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Measurement of station building decoration···2—14—1916.5
Deformation measurement
General provisions··
.......... 21419
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.........
... 2-14-20
Measurement of structural construction deformation……
Measurement of environmental deformation along the line during the construction phase…． 2—14—21Deformation measurement in the operation phase
Deformation measurement data compilation and information
Completion measurement
General provisions·
Completion measurement of line tracks.
... 2—14--21
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Completion measurement of section lines and station structures.
Completion (construction) measurement of related equipment along the line·
Completion measurement of underground pipelines·
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Appendix A
Appendix B
Appendix D
Appendix E
Appendix F
Appendix G
Appendix H
Appendix』
Appendix K
Appendix L
Ground plane control measurement
Ground elevation control measurement
...... 2—14-22
.... 2--14-23
Underground pipeline profile…
...... 2-14—24
Ground alignment measurement of the line…． 2—14-24 Straightening of baseline
2—14--24
Combined plumb line and gyrotheodolite
Directional diagram·
... 2—14—25
Underground plane and elevation measurement． 2·14--25 Elevated Line Construction Survey
Centerline Adjustment Survey
Track Laying Benchmark Survey
Deformation Survey
Appendix M
Completion Survey
Explanation of Standard Terms
. 2—14—25
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This specification is formulated to unify the technical requirements for surveying of subway and light rail transit projects and to achieve the principles of advanced technology, reasonable economy, reliable quality and safe applicability. This specification is applicable to the surveying work of new subway and light rail transit projects and the reconstruction of old lines. 1. 0. 2
1.0.3 In the early stage of engineering survey and design, a special plane control network should be established on the basis of the second-class plane control network in the city. The plane control network should be re-measured before construction. . While establishing the special plane control network, a special elevation control network should be established on the basis of the second-class elevation control network in the city. 1.0.4
, and the technical requirements of the second-class leveling measurement in the city should be adopted for measurement. The elevation closure error of the route should be within ±8/Lmm (L is the line length, measured in meters). The elevation control network should be re-measured before construction. 1. 0. 5 The plane and elevation control system should be consistent with the plane and elevation control system in the city. The coordinates and elevations of the points where the plane and elevation control network overlap with the original plane and elevation control network in the city are poor, and should not exceed 50mm and 20mm respectively. 1.0.6 The error in the horizontal penetration of the dark excavated tunnel should be within ±50mm, and the error in the elevation penetration should be within ±25mm.
1.0.7 Construction alignment and layout should generally be in the form of attached conductors and attached elevation routes. In special cases, when branch conductors and branch leveling routes are used, verification measures must be formulated.
1.0. 8 The connection base measurement, underground control conductor measurement, and underground control leveling measurement should be carried out independently three times before the tunnel is broken through, and the weighted average of the three measurements should be used to guide the tunnel to be broken through.
During construction and operation, deformation measurement of the line structure and adjacent major buildings should be carried out.
1.0.10 The efficiency measurement work should include the completion measurement of the track foundation and the line track, the completion measurement of the clearance of the section and station structure, the completion measurement of the preparation, and the measurement of the age of underground pipelines.
The completion measurement of the track foundation and the line track should be carried out first, and then the completion measurement of the section and station structure, the equipment efficiency measurement, etc. should be carried out based on it. The completion measurement of underground pipelines shall be carried out based on the plane and elevation control points on the ground. 1.0.11 The measuring instruments and tools shall be calibrated regularly according to relevant national regulations. The influence of the working environment on the instruments shall be eliminated during operation. 1.0.12 In addition to implementing this specification, the measurement of underground railways and light rail transit projects shall also comply with the provisions of the relevant mandatory standards currently in force in the country. Technical
2.0.1 Underground railway metro underground railway subway tube High-speed, large-capacity railways built in cities with electric locomotives, with a long-term one-way peak hourly passenger flow exceeding 30,000 passengers. The lines are usually located in underground tunnels, and sometimes extend from underground to the ground or on viaducts. 2.0.2 Light rail transit High-speed, medium-capacity rail transit passenger transportation systems built in cities, with a long-term one-way peak hourly passenger flow between 10,000 and 30,000 passengers, and the lines are located on the ground, on viaducts or underground.
2.0.3 Precision traverse
precise traverse
The second-level network of the plane control network of subway and light rail transportation projects. Its measurement technical requirements are different from those of the traverse in the current national standard "Urban Surveying Specifications" CJ8 and the current national standard "Engineering Surveying Specifications" GB50026. 2.0.4
precise levelling
precise leveling
The first-level elevation control network of subway and light rail transportation engineering surveys, its accuracy is between the second and third-level urban leveling.
2.0.5 Special investigation and mapping
special investigation surveying and mapping
refers to the survey and mapping work of various underground pipelines, ground crossing lines and crossing rivers and lakes that must be collected in the design stage of subway and light rail transportation projects. Plumb instrument, gyro theodolite combined directional plumb instrument orien-2. 0.6
tation by gyro-theodolite
A method of orientation by means of a plumb bob and a gyro-theodolite. Route adjusting survey
A survey to adjust the route centerline to the designed position after the tunnel is through. Control points near the well2.0.8 Control points near the well
A point for finding the line near the well or a water point for transferring elevation. 2.0.9 Adjacent traverse
A traverse route laid out from a precise traverse point for the purpose of measuring and setting the near-well point. 2.0.10 Adjiacent levelling route A leveling route laid out from a precise water point for the purpose of measuring and setting the near-well elevation point. Z.0.11 Track laying benchmarkA track laying benchmark required for laying rails on the integral track bed of a track. 2.0.12 Route Treverse
The conductor laid on the center line of the route.
2.6.13 Route levelling line Route levelling line The leveling line laid on the center line of the route. 2.0.14
Building
Construction
This specification is defined as the general term for buildings and structures such as houses and places for people to carry out production, life or other activities.
3 Ground plane control measurement
General provisions
The plane control network should be laid independently along the line according to the construction sequence of each line in the planning network of subway and light rail transportation engineering construction 3.1.1
. The plane control network laid for each crossing line must have a certain number of control points in the intersection section. 3.1.2 The plane control network should be laid out in two levels, the first level is the GPS control network, and the second level is the precision traverse network. Under the condition that the accuracy index of this specification is met, other traditional network forms may also be adopted.
3. 1.3 The marking system of the plane control network shall adopt the Gaussian conformal projection 3° zone or any plane rectangular coordinate system under the requirement that the deformation of the projection length of the survey area is not greater than 1/4000 (less than 25mm/km), or the original coordinate system of the city that meets the above requirements may be used.
The elevation projection surface should be consistent with the average elevation surface of the city. If the difference between the average elevation of the track surface of the subway and light rail transportation project and the elevation projection surface of the city is greater than 5mm per kilometer, the average elevation surface of the track surface of the line should be adopted. 3.1.4 At least three plane control points shall be arranged near each well (adjustment) mouth or station as the basis for the connection measurement disk to transmit coordinates and orientation to the track. 3.1.5 All existing city control point landmarks that meet the requirements of the GPS network should be fully utilized.
3. 1. 6 GPS network and precision traverse network should be re-measured regularly, and the re-measurement accuracy should not be lower than the accuracy at the time of measurement.
3. 2 GPS control measurement
3. 2. 1 Before GPS control measurement, the original control network of cities along the line should be collected and analyzed according to the planning and design drawings of subway and light rail transportation lines, and the relevant information such as the accuracy should be collected and analyzed, and the network should be built according to the static relative positioning source. 3. 2. 2 The main technical indicators of the GPS control network should meet the requirements of Table 3. 2. 2. Table 3.2.2 Main technical indicators of GPS control network Relative position of adjacent points Relative length of the longest side ...
3PS control network must be composed of non-synchronous independent observation edges to form a closed loop or attached route (connected by long and short sides respectively), and the number of edges in each closed loop or attached route shall comply with the provisions of Table 3.2.8 of this specification.
3. 2. 4 In the GPS control network, except for the city control points used that have a business program for leveling joint measurement, other GPS points should be leveled as needed. The leveling joint should be measured using the fourth-order leveling base or other methods with an accuracy not less than that of the fourth-order leveling measurement. 3.2.5(PS) The selection of control network points should follow the following principles: 1 When using existing control points in the city, the stability and integrity of the point should be checked.
2 The control points on the ground should be selected in places that are convenient for preservation and measurement. 3 The control points on the building should be selected on the load-bearing wall on the roof that is convenient for joint measurement. 4 The control point should have an open field of view and avoid the influence of multipath effects. 5 The control point should be away from high-voltage transmission lines and radio transmitters, with a spacing of not less than 50m and 200m respectively.
6 The control points should be buried and the points should be marked. 3.2.6 GPS control points should be buried with permanent markers. The lower markers on the building should be buried in the concrete of the roof platform, and the upper markers should be fixed on the roof slab platform and coated with waterproof materials. The specifications of various types of markers should be in accordance with Appendix A of this specification, Figure A.0.1, Figure A.0.2, Figure A.0. 3. Implementation. When the control point is buried with pillars, the deviation of the center of the upper and lower marks should be less than 2mm. 3.2.7 A tripod steel frame or an erected sighting pole should be built on the GPS control point of the station, run-off and vertical and nearby buildings. Its specifications should be implemented in accordance with Appendix A Figure A.0.4 of this specification. After the stone is buried, a certificate of entrusted custody of the measurement mark should be obtained. 3.2.8 The basic technical requirements for CPS control measurement operations shall comply with the provisions of Table 3.2.8.
Table 3.2.8 ± GPS Basic technical requirements for GPS measurement operations:
Receiver type
Observation maximum
Receiver nominal accuracy
Satellite altitude network (\)
Effective observation satellite display number
Measurement period length (min)
Data sampling interval ()
Point geometry factor (PDOP)
Number of measurement complex stations
Number of edges in a closed loop or combined route (tetrameter) Synchronous observation receiver white number
Double-effect unit
Drum wave phase
≤(10mm+2×10-1. D)
Thick edge ≥60, long edge ≥90
3. 2.9 Before GPS control measurement operation, a comprehensive inspection of GPS receivers, antennas and other equipment should be carried out. After the general inspection and power-on inspection, the receiver should also be tested for the internal noise level of the GPS receiver, the stability of the average phase center of the receiver antenna, and the accuracy index of the GPS receiver at different measurement ranges. 3.2.10 Before the current measurement, a GPS satellite visibility forecast table should be prepared, and its content should include the 2-14-6
available satellite number, satellite altitude angle and azimuth angle, the best observation time of the best observation satellite group, and the point geometry intensity factor (PDOP). 3.2.11 GPS control network observation should meet the following requirements: Before the operation, an operation plan should be prepared,
2 The antenna should be leveled and centered, and the centering error should not be greater than 1mm. The antenna height should be measured once before and after each observation period. When the difference between the two times is less than 3mm, the average value of the two times should be taken as the final result. The field observation manual should be filled in item by item according to the provisions of Table A.0.1 in Appendix A of this specification. After each observation period, the data on the storage medium should be copied in time. After the daily observation, data processing should be carried out in time. 3.2.12 Observation data should be pre-processed before adjustment. When solving the baseline, double-difference phase observations and double-difference fixed solutions must be used for short baselines less than 8 km; for long baselines of 8 to 30 km, the best result can be selected from double-difference fixed solutions and double-difference floating point solutions. For periods with many cycle slips or poor data quality, shadow removal or segmented data should be used for adjustment. The baseline solution uses satellite broadcast ephemeris coordinate values as the starting data for the baseline solution, and the error output value of the baseline length in the result should not exceed 2a3.2.13 All data of GPS control network field observation shall be checked by synchronization loop, independent loop and re-survey, and shall meet the following requirements: 1 The closure error of each coordinate point and the whole length of synchronization loop shall meet the following requirements: W
(3.2.13-1)
W-w++w,+w?
a= Va?+(bd)
Number of baseline edges in synchronization loop1
Loop closure error,
(3.2.13-2)
(3.2.13-3)
(3. 2. 13-4)
(3.2.13-5)
(3.2.13-6)
α—-~standard deviation, i.e., mean error in the chord length of the baseline vector (mm), fixed error (mm),
—-proportional error coefficient (1X10-*),
-average distance between adjacent points in the GPS control network (km). The coordinate components and total length closure error of the independent loop formed by the independent baseline should meet the following requirements:
W,≤2Vna
W2n.
W≤2V3mg
The number of baseline edges in the independent loop.
3 The length of the re-surveyed baseline should meet the following requirements; where
d≤2Vna
(3.2.13-7)
(3.2.13-8)
(3.2.13-9)
(3.2.13-10)
(3.2.13-11)
The number of times the same side is re-surveyed is usually equal to 2. 3.2.14 The adjustment content and requirements of the GPS control network shall meet the following requirements: All independent baselines shall be formed into a closed figure, and the three-dimensional baseline vector and its corresponding variance covariance matrix shall be used as observation information. The three-dimensional coordinates of a point in the WGS-84 system shall be used as the starting data. Three-dimensional unconstrained leveling shall be performed in the WGS-84 coordinate system, and WGS-84 shall be provided. The three-dimensional coordinates, total corrections of coordinate integral observations, baseline length and accuracy information of point positions and lengths. The absolute value of the baseline vector correction should meet the requirements of the following formulas:
Va≤3g
(3.2.11-1)
(3.2.11-2)
(3.2.14-3)
2Constrained adjustment and accuracy assessment should be carried out in the 1954 Beijing coordinate system or the city coordinate system, and the coordinates in the corresponding coordinate system, baseline vector corrections, baseline length and azimuth, accuracy information of length and azimuth, conversion parameters and their accuracy information, etc. should be output. The difference between the correction number of the baseline vector and the corresponding correction number of the unconstrained adjustment of the same baseline shall meet the following requirements:
(3.2.14~4)
(3.2.14-5)
(3.2.14-6)
3.2.15 After the constrained adjustment, when the coordinate difference of the coincidence point between the GPS point and the original control point of the city sound is greater than the provisions of Table 3.2.2 of this specification, it is necessary to check whether the known points are reliable, and after screening the constrained control points and control azimuths, re-constrained adjustment with different combinations of different constrained control points or different constrained azimuths. 3.2.16 After the GPS control survey is completed, the following materials shall be submitted: 1 Technical design document.
2 (GPS control network point selection map.
3 Point record and measurement mark entrustment and custody book.4 Satellite visibility forecast table and observation plan.5 Field observation record (including floppy disk) and measurement notebook. Data processing files, materials and results table.6
7 GPS control measurement technology summary and results acceptance report.3.3 Precision traverse measurement
The main technical requirements for precision traverse measurement shall comply with the provisions of Table 3.3.1. Table 3.3.1 Main technical requirements for precision traverse measurement Measurement
1/$0000±2.5
Level Full■Level Full
Azimuth
Closed
1735000
Adjacent points
（mm）
Note; n is the number of angles of the traverse: The classification of total stations shall be in accordance with Appendix A. Table A.0.2 of this specification 3.3.2
Precision conductors shall be laid along the direction of the line, and a conductor network with attached conductors or multiple nodes shall be used.
3.3.3 When selecting points for precision conductors, the following requirements shall be met: 1 The lengths of adjacent sides should not differ too much, and the length of individual sides should not be shorter than 100m. 2 The location of precision conductor points shall be selected outside the area where settlement and deformation occur due to the construction of underground railways and light rail transportation projects. 3 The point position shall avoid underground buildings such as underground pipelines. 4 The vertical inspection angle between the GPS control point and the adjacent precision conductor point shall not be greater than 30°. 5 The height of the line of sight between adjacent points and obstacles shall not be affected by side refraction.
Urban conductor points should be fully utilized.
It is advisable to set up common conductor points at the intersection of the previous and later lines. 7
3.3.4 It is advisable to refer to Appendix A Figure A.0.5 of this specification. The specifications of the precision conductor point markers can be buried according to the specifications. Different types can also be used according to the burial location. 3.3.5 When there are only two directions on the precision conductor point, it is advisable to observe according to the left and right angles. The difference between the sum of the left and right angle averages and 360° should be less than 4\. 3.3.6 When the horizontal angle observation retreats to the long and short sides and needs to be adjusted, the observation sequence should be adjusted by focusing on the long side of the left disk, not focusing on the long side of the right disk, focusing on the short side of the right disk, and not focusing on the short side of the left disk.
3.3.7 When observing at the GPS points at both ends of the precision conductor, two high-level directions should be measured jointly. If only one high-level direction can be observed, the number of measurements should be appropriately increased. 3.3.8 The angle closure error of the precision conductor or precision conductor loop should not be greater than the value calculated by the following formula.
Wg=±2men
Where m
Table 3.3. =Mean angle error in I (\); the number of angles of the attached conductor or conductor loop. (3.3.8)
3.3.9The mean angle error calculated by the azimuth closure error of the precision conductor network is calculated as follows:
wherein-
M.=±N!
azimuth closure error of the attached conductor or closed conductor loop;-the number of angles when calculating fe;
N-the number of attached conductors or closed conductor loops. (3.3.9)
3. 3. 10The measurement of the side length of the precision conductor shall be carried out in accordance with the provisions of Table 3.3.1 of this specification, and each side of the conductor shall be observed twice in both directions. The target should be re-aimed between each measurement, and three readings should be taken for each measurement.
3. 3. 11 When measuring distance, the difference between three readings in one measurement should be less than 3mm, the difference between the average values between the measurement rounds should be less than 3mm, and the difference between the round trip average values should be less than 5mm. Meteorological data should be measured once for each side.
3.3,12 The elevation conversion and projection modification of the distance measurement side of the precision line should comply with the following provisions:
1 The length of the distance measurement side converted to the average elevation surface of the subway and light rail transportation engineering line measurement area should be calculated as follows:
D=D.[1+竺_H-]
(3. 3. 12-1)
where D is in the formula. - the horizontal distance on the mean elevation plane from the two end points (m); R.
the radius of curvature of the reference ellipsoid in the direction of the measuring edge (m); H, - the mean elevation of the measuring area (m); Hm
the mean elevation of the two end points of the measuring edge (m).
2 the length of the measuring edge on the Gauss projection plane is calculated as follows: DD[1++AR]
(3.3.12-2)
where Y
the average value of the horizontal coordinates of the two end points of the measuring edge (m): - the average radius of curvature of the midpoint of the measuring edge (m), Rm
the increase in the approximate horizontal coordinates of the two end points of the measuring edge (m). 3.3.13 The precision traverse shall be adjusted by strict methods and shall be evaluated in accordance with the provisions of Table 3.3.1 of this specification.
3. 3. 14 After the precision traverse survey is completed, the following results should be submitted: field observation records and field calculation results. 1
Draw the traverse network waist point map.
Traverse point record and entrusted custody documents. 3
Traverse point coordinates and accuracy evaluation table. 4
5 Precision traverse survey technical report.
4 Ground elevation control measurement
4. 1 General provisions
4. 1. 1 The survey area of underground railway and light rail transportation projects should use a unified elevation system, which should be consistent with the original elevation system of the city.
4.1.2 The ground elevation control network should be a precision leveling network laid out under the second-class leveling points in the city. The main technical requirements for precision leveling should comply with the provisions of Table 4.1 and 2. Table 4.1.2 Main technical requirements for precision leveling Per 1000 m of height error (mm) Accuracy (km) Average length (km) M.
Water level
Number of observations
Number of coincidences with known points
Joint survey loop
Each time and each time
Note: 1. is the round-trip survey section, the route length of the loop (in km), inside is the number of stations for one-way survey,
Round-trip relative integrity, coincidence or
Circle line closure error (mm)
Flat ground
4.1.3 The precise leveling network should be laid out along the project line into coincidence routes, closed routes or node networks. More than two leveling points should be set up at the station, tunnel entrance or shaft entrance. 2-14-7
4.1.4 Precision leveling points should be selected in a stable place outside the deformation zone of the construction site, and wall leveling points should be selected on permanent buildings. The location of leveling points should be easy to find, preserve and measure. The average spacing between precision leveling points is 300m. 4.1.5 Precision leveling stones and marks should be buried according to the specifications of Figure B.0.1, Figure B.0.2 and Figure B.0.3 in Appendix B of this specification. The protruding circular golden phoenix mark on the precision traverse point can also be used as a leveling point.
4. 2 Precision leveling measurement
4. 7. 1 The observation method of precision leveling measurement is as follows; 1 Forward measurement at odd-numbered stations: back-front-front-back, front-back-back*-front.
For even-numbered stations:
For odd-numbered stations: front-back-back-front, 2 Forward measurement
For even-numbered stations: back-front-front-back. 3 Forward and return measurement of each measurement section, it is advisable to conduct it in the morning and afternoon respectively, and it can also be observed at night.
4 When turning from forward measurement to return measurement, the two scales must be interchanged. 4.2.2 The sight length, sight distance difference and sight height of precision leveling observation shall not exceed the requirements of Table 4.2.2.
Change 4.2. 2
Requirements for sight length, sight distance difference and sight height of precision leveling observation (m) Sight length
Before gauge
After gauge
Measurement difference
Sight height
Sight length
Www.bzxZ.netMore than 20m
Guide line length
Below 20m
The observation limit error of precision leveling suspension station shall not exceed the requirements of Table 4.2.3. 4.2.3
Table 4.2.3 Observation limit error of precision leveling station (mm) Kiev division
Reading
Kiev division
Integral of the height difference
Difference between the average value of the upper and lower wires and the middle wire
Testing point
Height difference
When the height difference of two observations exceeds the limit, re-measurement shall be carried out. When the re-measurement result is compared with the original measurement result, and the difference does not exceed the limit, the average of the three observations shall be taken. 4.2.5 The internal calculation of precision leveling shall comply with the following provisions: 1 The accidental mean error of height difference per 1000-meter leveling measurement shall be calculated as follows: [[X]
M=±/[Mean]
Accidental mean error of height difference (mm)
Wherein,
I - Length of the leveling measurement section (km);
4 - Round trip height difference discrepancy value of the leveling route measurement section (mm); Number of measurement sections of the round trip leveling route.
(4.2.5-1)
2When there are more than 20 matching routes and leveling rings, the total mean error of the height difference of each kilometer of the leveling survey shall be calculated as follows:
Wherein Mw---the total mean error of height difference (mm)
-the closing error of the matching route or loop (mm);-the length of the corresponding route when W is calculated (km);
the number of matching routes or closed routes,
(4.2.5-2)
The data processing of the leveling network shall adopt strict leveling, and the accidental mean error of height difference per kilometer, the total mean error of height difference, the mean error of the weakest point height and the mean error of the relative height difference of adjacent points shall be calculated.
The final value of the internal calculation shall be accurate to the nearest meter. 4.2.6After the precision leveling is completed, the following results shall be submitted: elevation result table and accuracy evaluation data. 2 Precision leveling network point map.
Field observation notebook.
4 Record of precision leveling points and entrusted custody documents. Summary of precision leveling base technology.
2—14 -8
5 Line strip topographic survey
5.1—General provisions
This chapter applies to large-scale strip 5. 1.1
topographic map surveying and mapping along subway and light rail transportation projects.
5. 1.2 Line strip topographic map surveying and mapping, in addition to the provisions of this chapter, shall also comply with the relevant provisions of the current national standard "Urban Surveying Specification" CJJ8 or the current national standard "Engineering Surveying Specification" GB50026.
5.1.3 The scale of the line strip topographic map surveying and mapping can be selected from 1:500, 11000 or 1:2000 according to the needs of each design stage, and 1:200 can be selected for local areas. 5. 1.4 The line strip topographic map surveying and mapping should be made by digital method, or by traditional surveying and mapping method.
5.1.5 The topographic function map symbols should be implemented in accordance with the provisions of the current national standard topographic map. Symbols not specified in the map can be supplemented, but they should be indicated in the relevant documents.
5.1.6 The mean error of the position of the control point relative to the adjacent control point should be within ±0.1mm on the map, and the mean error of the elevation should be within ±50mm. 5.1.7 The mean error of the position of the feature point that has a restrictive effect on the line relative to the adjacent control point should be within ±50mm. The mean error of the position of the general feature point relative to the adjacent control point should be within ±0.5mm on the map. The mean error between adjacent ground features should be within ±0.4mm on the map.
5.1.8 For relatively flat urban areas, contour lines may not be drawn, but elevations should be noted. For areas with large undulations, contour lines should be drawn. 5.1.9 The line topographic map should be divided into sections according to stations and curves along the line, and the length should not exceed 2m. Road intersections should avoid dividing into spokes. Line topographic maps can also be divided according to the standard for dividing urban topographic maps.
5.1.10 The width of the strip topographic map should not be less than 100m from the center line of the line, and the station part should be widened to 150m
5. 2 Map control measurement
5. 2. 1 Map control points should use the ground control points of subway and light rail transportation projects at all levels, and can also reasonably use the control points of various levels in the city for encryption. The density of map control points should comply with the relevant provisions of the current national standard urban survey specification >CJJ8, and it is appropriate to be appropriately dense in the station area.
5. 2. 2 The basic plane control measurement should adopt the attached wire, and the basic wire is generally not more than twice attached. When it is impossible to attach, a branch wire can be laid, the total length of which is 1/2 of the attached wire length in Table 5.2.3 of this specification, the angle should not be more than 4, and the point error of the end point on the map should be within ±0.3mm.
5. 2. 3 The technical requirements for the basic wire measurement by the total station shall comply with the provisions of Table 5.2.3.
Specific scale
1:1000
· 2000
Table 5.2.3 Technical requirements for the measurement of the root line by the station instrument First-stage distance measurement Number of measurement rounds Azimuth Closure
Attached line
Length (m) Side length (m) Level Total station only
Relative closure error of the total length of the line
174000
Note: 1 n is the number of measuring stations
2 When the length of the line is shorter than 1/3 of the current value, the closure error of its coordinates should not be greater than 0.3mm on the map3 The single-strength measurement of the side length is correct (sighting once or three times), and the reading should be less than 10mm. 5.2.4 The side length and angle measurement of the root line can also be measured by steel ruler distance measurement and optical theodolite angle measurement. When measuring distance with a steel ruler, the double measurement method should be adopted. When the ruler length correction is greater than 1/10000, the slope is greater than 2/100, and the difference between the measuring temperature and the steel ruler calibration temperature exceeds 10C, the ruler length correction, the angle correction and the temperature correction should be added respectively. When measuring angles with an optical theodolite, a theodolite of grade not less than DJ is generally used. 5.2.5 When the line passes through densely populated areas in urban areas, the total station polar coordinate method can be used to determine the plane coordinates of the basic traverse points. Its technical requirements should comply with Table 5.2.5. Technical requirements for total station polar coordinate measurement
Cover 5. 2. 5
Instrument type
Total station angle measurement
Observation method
At least
Known potential
Maximum side length (m)
Approximate number of times
: 500 10001 2000
150
Fixed pin
Disconfirmation value\)
For topographic elevation control, topographic leveling or photoelectric ranging trigonometric height measurement 5. 2. 6
method can be used for measurement, and it should be laid out in the form of a conforming route. When it is impossible to lay out a conforming route in difficult areas, a branch line can be laid, but the inspection should be strengthened. For topographic leveling measurement, use no less than DS. Level instrument, single-pass observation 5.2.7
measurement, its main technical requirements should comply with the provisions of Table 5.2.7. Table 5.2.7 Technical requirements for map leveling Route length (km)
Gauge line length (m)
Closure (mm)
Note: Route length. Photoelectric ranging trigonometric height traverse measurement should be carried out simultaneously with map traverse measurement. The vertical angle is measured by the middle wire method once, and the side length is measured once. The instrument height and gauge plate height should be checked to millimeters. The closure error should be within ±12Vn mm (n is the number of measuring stations). 5. 3 The design of digital survey code should meet the following requirements: 5.3.1 The design of the code should be based on the current diagram. 2 The feature code should be universal, easy to use and easy to convert. 3 The feature code should be regular, generally composed of classification code, graphic code, and topological information code, and the number of characters should be 2 to 5.
4 The feature code should be expandable and conducive to hierarchical processing. 5.3.2
Collection system
The equipment for collecting data in the field can be semi-automatic collection system or automatic collection system. The semi-automatic collection system should include theodolite, photoelectric rangefinder, recorder. Communication door and intercom.
2 The automated acquisition system should include a total station or semi-station, an electronic handbook and an electronic tablet, a communication interface and an intercom.
5.3.3 The data collected from aerial photographs can be connected to a computer and a stereo coordinate measuring instrument.
3.3.4 The digitization of the original image can be done by a tracking digitizer or scanner. Its resolution and comprehensive accuracy of the format should meet the accuracy requirements of the map. 5.3.5 The computer should take into account technical indicators such as computing speed, memory capacity, word length, and peripheral capabilities.
The various indicators of the plotter for graphic output (resolution of the base measurement system, addressable 5. 3. 6
Resolution, dynamic and static positioning errors, speed and acceleration, drawing format, etc.) should be able to meet the technical requirements for standard drawing of large-scale maps. 5.3.7 The basic software for digital mapping should include Chinese and Western disk operating systems, full-screen software editing systems, data processing, national shape processing application software systems and graphic editing software systems.
5.3.8 The digital mapping software system should adopt Chinese menus and have good compatibility, practicality and error checking functions.
5.3. 9. When collecting data in the field, when the density of the basic points cannot meet the requirements of the survey, a branch line can be laid as the survey station. The branch line measuring disk should meet the following requirements: 1. The side length of the branch line should not be greater than the directional side. 2. The branch line should not exceed three sides.
Use a 100-level total station or an optical theodolite and a photoelectric distance meter of corresponding accuracy, 3
angle observation for one round of measurement, the error in angle measurement should be within ±20\, and the side measurement should be observed twice in one way, and the difference should not be greater than 15mm. The elevation of the survey station should be measured by photoelectric distance measurement trigonometric height measurement, and the vertical angle bracket should be observed by the middle wire method.
5.3.10 The following requirements should be observed for the measurement of detailed points: 1. The polar coordinate method, distance measurement method, and intersection method can be used for the measurement of detailed points. When setting up a rare survey station, the centering deviation of the instrument should not be greater than 5mm, and the instrument height and the standard height should not exceed 10mm. Two known points should be observed for verification. The error of the plane position of the inspection point should not be greater than 0.2mm on the map, and the height difference should not be greater than 70mm. When measuring, the angle should be read to seconds and the distance should be read to millimeters. 3
4 The maximum side length of the base of the detailed point measurement should not be greater than 300mm. The distribution of the elevation annotation points should be evenly checked, and the interval should not be greater than 30-40mm on the map. The elevation should be annotated at the center line of the road, crossroads, the entrance of larger buildings, the courtyard, and the place where the ground slope changes.
6 When measuring detailed points, a sketch of the survey station should be drawn on site. The sketch of the survey station should include: survey station number, standard point number, standard point code, Chinese character annotation content, etc. When using electronic tablet measurement, the seal enclosure may not be drawn.
It should be based on the characteristics of the survey area and combined with the function of the software system. It is advisable to use natural 7
boundaries and measure in pieces in an orderly manner.
8 The data files generated by the collected data should be easy to check, query, add and communicate. 5.3.11 The surveying and mapping should focus on highlighting, and the selection of landforms and landforms should meet the following requirements: 1 The main buildings should be accurately represented, and the secondary landforms and landforms can be appropriately selected and integrated. Temporary buildings can be omitted. When the convexity and concavity of the building are less than 1mm on the map, they can be connected by straight lines.
2 Roads, rivers and their ancillary buildings should be surveyed and mapped according to their actual shapes. All kinds of permanent lines (power lines, telecommunication lines, etc.) should be represented. When the lines are dense, they can be selected for key surveying and mapping. City walls, walls and permanent fences should be surveyed and mapped. The positioning points of independent landforms should be accurately determined and represented by independent symbols. 3
5.3.12 Data transmission, inspection and storage should comply with the following regulations: The collected data should be transmitted to the computer in a timely manner by communication for preprocessing.
The data should be checked and modified against the sketch. 2
When the electronic flat panel system is used for mapping, the graphics collected in the electronic flat panel should be displayed before the station is moved, and the station can be moved only after checking and verifying that they are correct. The data after inspection and modification should be saved in time. 4
The software system for collecting data from aerial photographs should have the functions of automatic recording, relative orientation, absolute orientation, data editing, sketch drawing, real-time display, window enlargement, display and processing of upper and lower parallax of measuring points, graphic playback when continuing work after interruption, and output of results.
5.3.14 The following regulations should be followed when collecting data from aerial photographs: 1. For mapping orientation points, each image pair should have at least 4 level and height points. When selecting the main point, the main point can also be used as the mapping orientation point.
2 Before collecting data, each map should be accurately marked with the map line, and the marking error should be less than 5m on the ground. When observing, expand the observation range by more than 5m. 3 When surveying, the main and obvious features should be surveyed first. Surface features should be surveyed in blocks, and linear features should be surveyed continuously. All points that can be surveyed should be fully surveyed. For features that cannot be surveyed completely, the positioning points should be surveyed.
4 When surveying is interrupted or the machine is turned off and then turned on again, the orientation should be rechecked. If displacement is found, it should be restored before continuing the observation.
5. 3.15 The software system for digitizing the original drawing should have functions such as drawing orientation and data collection (including dust mark calculation, conversion, data editing, real-time display, error checking, and error selection). 5.3.16 The original drawing digitization should select a base map, a second base map, and a blueprint with clear and flat graphics as the original drawing. The original drawing should be checked before operation. The map, grid, length error, and deformation of the drawing should meet the requirements of engineering design. 5.3.17 The orientation of the drawing should not be less than 4 points. The orientation points should be evenly distributed, and the map coordinates and grid should be used as the orientation points.
5.3.18 After the orientation of the drawing, the digitized coordinate value should be checked. The difference between the digitized coordinate value and the theoretical coordinate value should not exceed 0.3mm on the drawing.
5.3.19 The data processing software system should meet the following requirements. The data communication software should have the functions of data communication, data display and editing between the electronic handbook, recorder and computer. 2 The data conversion software should be able to convert and process the data files stored in the electronic handbook and recorder of different models, and establish data files in standard format. 214 9
3 The coordinate calculation software should have the functions of map measurement adjustment calculation, three-dimensional coordinate calculation of detailed points, automatic determination of the survey area range, and statistics of the survey area information volume. 4 The data editing software should have the functions of classifying, sorting and layered storage of information.
5.3.20 The batch method should be adopted for data processing, and the data communication, conversion, classification calculation and oblique data flow should be realized continuously to reduce manual intervention and improve the automation level. 5.3.21 The results of data processing should be accurate and consistent, and should be easy to display, edit, retrieve, store, and output.22 The graphics processing software system shall comply with the following provisions: The gallery decoration software shall be able to select decoration content according to the needs of engineering design. 1
2 The software for drawing linear symbols shall have functions such as residual processing, interpolation, and curve fitting.
3 The software for drawing surface symbols shall have the function of adjusting the right-angle graphics error. The Chinese character annotation software shall have a Chinese character library of level 1 or above. The Chinese character library shall be easy to expand and meet the requirements of annotating characters. Chinese characters can be annotated in batches or interactively. 5 The software for drawing independent symbols shall have the functions of batch processing and menu drawing. The independent symbol library shall be complete, standardized, accurate in point position, and easy to modify and expand. The clipping software shall have the functions of automatically clipping the drawing and analyzing the edge splicing.
Graphics processing should adopt a combination of batch and interactive methods to achieve graphics processing, graphics output, data flow continuity, and graphics editing functions. Graphics editing software should have functions such as graphics display, scaling, cropping, modification, insertion, 5. 3. 24
rotation, movement, addition and deletion, selection, copying, curve fitting, etc. 5.3.25 The files generated by graphics processing should meet the following requirements: Graphics files and related data files should correspond to each other and can be converted to each other. 1
The information of graphics files should be stored in layers, and the file format should have good compatibility to facilitate conversion. Graphics files should include information such as attributes, point numbers, three-dimensional coordinates, and layer mother. 3 Graphics files should be easy to display, retrieve, edit, and output. 5.3.26
The results submitted should include:
Data acquisition original files.
Map base point nesting files.
Detail point results files.
Survey area range data files.
Graphic data files.
Topographic map graphics files.
Topographic map base map.
5. 4 Manual mapping by traditional surveying and mapping
5.4.1 Manual mapping by traditional surveying and mapping can be carried out in accordance with the relevant provisions of the current national standard "Urban Surveying Specification" CJ8.
5. 4.2 For points of controlling and special features (corners of large buildings, railway intersections, etc.), the coordinates should be measured by analytical method. 5.4.3 Manual mapping by traditional surveying and mapping can also be done by the method of measuring partial points with a total station and drawing sketches.
Special investigation and surveying
6.1 General provisions
6.1.1 This chapter applies to special investigations and surveying of underground railways, light rail transportation engineering lines, underground pipelines and underground buildings within 100m on both sides of the center line of the connecting line and within the scope of the vehicle depot, buildings crossing the line, water terrain and foundations of existing buildings. 6.1.2 Selection of surveying scale: The scale of the plan view should be the same as that of the line strip topographic map. The scale of detailed local area should be 1*50～1:200, the scale of longitudinal section circle: horizontal direction should be 1100～1:500, vertical direction should be 1:100, and the scale of cross section (profile) should be determined according to the complexity of underground buildings and terrain fluctuations. 14--10
Special surveying and mapping of basic control points, detail points, and general terrain points. The accuracy requirements should be the same as those of the line strip topographic map. The mean error of the position of pipeline points measured by analytical method (for adjacent control points) should be within ±50mm, and the mean error of elevation (for adjacent elevation control points) should be within ±20mm. The mean error of the point position on the underground pipeline map should be within ±0.5mm. Detection accuracy of directly buried pipelines: the mean error of the point position and the mean error of the elevation of the pipeline center should be within ±70mm or not more than 5% of the burial depth. The coordinates and elevations of buildings can be measured by the following methods: 6.1.4
" Attached wire measurement, the wire should be attached to the precision wire point or the city level control point, and its technical requirements should comply with the provisions of Table 5.2.3 of this specification. 2 Polar coordinate measurement, its technical requirements should comply with the provisions of Table 6.1.4-1. Table 6.1. 4-1 Technical requirements for polar coordinate measurement; mean error of measurement force method [photoelectric distance measurement or round-trip measurement relative error ±30mm] Number of hydrographic angle observations (level total station) Number of joint clearance observations (true Level total station) (mm)
Sensitive person avoidance
Residence at the
th point of the measuring station (m)
The target point measured by the polar coordinate method should be checked by measuring the distance between the two target points or by observing the target point again at another measuring station. The photoelectric ranging trigonometric height traverse can be attached to the precise leveling point or the city level leveling point, and its technical requirements should comply with the provisions of Table 6.1.4-2. Table 6. 1. 4-2
(km)
Technical requirements for photoelectric ranging and elevation traverse: The right angle wire allows
each side to measure
mean error
observed number of measurements
total station
. For the side length (in meters)
2 1. For the length of the descending line (in dry meters) total station
round trip height
accuracy
(mm)
3 If the vertical pointer is less than 15\, the height can be measured in one direction. The leveling measurement should adopt DS1o double level, and the combined leveling route should be laid out. The length of the leveling line should not exceed 4km. The branch leveling line should be observed back and forth, and the length of the branch leveling line should not exceed 2km. The height closing error should be within ±40Vl.mm (L is the length of the route, in dry meters), 5 Special surveys can also use other measurement methods that can meet the accuracy requirements. 6.1.5 The coordinate and elevation system of special surveys must be consistent with the coordinate and elevation system of underground tunnels, light rail transportation, and engineering.
6.1.6 Various existing data in the survey area should be fully collected and used after inspection, revision and measurement.
6.1.7 When entering for inspection and operation, relevant national safety protection regulations must be observed to prevent accidents such as poisoning and explosion. 3 Contents not specified in this chapter may be implemented in accordance with the relevant provisions of Chapter 5 of this specification. 6.1.8
6.2 Survey and survey of underground pipelines
6.2.1 Underground pipelines should include water supply, drainage, gas, heat, industry, electricity, telecommunications and other pipelines buried underground. Except for water supply pipelines with a diameter of less than 50mm and drainage pipelines with a diameter of less than 200mm, all should be surveyed and surveyed. 6.2.2 Before investigating underground pipelines, the existing underground pipeline data within the survey area must be fully collected and sorted, including various underground pipeline maps and technical description data, and comparative analysis should be carried out according to the requirements of this specification to determine whether they can be used and what needs to be supplemented. During the on-site investigation and verification, the distribution and exposure of underground pipelines, the preservation of ground signs of directly buried pipelines, local geophysical conditions and possible interference factors should be observed. A technical plan for underground pipeline investigation, exploration and mapping should also be formulated. 6.2.3 For underground pipelines with obvious pipeline points along the line, field investigation, measurement, recording of pipeline point related data an
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