GB 50205-2001
Translated English of Chinese Standard: GB 50205-2001
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National Standard
of the People's Republic of China
GB
UDC
GB 50205-2001
P
Code for Acceptance of Construction Quality of
Steel Structures
钢结构工程施工质量验收规范
Some pages are intentionally removed. Please purchase a full copy from:
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Issued on: January 10, 2002
Implemented on: March 1, 2002
Jointly issued by: Ministry of Construction of the People's Republic of China;
General Administration for Quality Supervision and Inspection and Quarantine
of the People's Republic of China.
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GB 50205-2001
National Standard
of the People's Republic of China
Code for Acceptance of Construction Quality of
Steel Structures
Compiled by: Ministry of Construction of the People's Republic of China.
Approved by: Ministry of Construction of the People's Republic of China.
Implemented on: March 1, 2002
GB 50205-2001
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GB 50205-2001
Notice on the Issue of the State Standard of the Code of Acceptance of
Construction Quality of Steel Structures
J.B. [2002] NO. 11
According to the requirements of the Notice on the Issue of the Plan of Preparing and
Revising the Construction Standards during 2000 - 2001 (JB [2001] No. 87), the Code of
Acceptance of Construction Quality of Steel Structures was jointly compiled by the
General Architecture Research Institute of Metallurgy Ministry and other related
organizations. It has been reviewed by the related departments and approved to be the
national standard. The number is GB 50205-2001. This Code will be put in force on March
1, 2002. In which, the mandatory clauses include 4.2.1, 4.3.1, 4.4.1, 5.2.2, 5.2.4, 6.3.1,
8.3.1, 10.3.4, 11.3.5, 12.3.4, 14.2.2 and 14.3.3. They must be executed strictly. At the same
time, the previous versions of the Code of Acceptance of Construction Quality of Steel
Structures (GB 50205-95) and the Standard of Inspection and Assesment of Construction
Quality of Steel Structures (GB 50221-95) shall be abolished.
The Construction Ministry shall be responsible for the administration of this Code and the
interpretation of the mandatory clauses in this Code. The General Architecture Research
Institute of Metallurgy Ministry shall be responsible for the interpretation of the specific
technical content. The issue and publication of this Code shall be jointly by the Standard &
Norm Institute of Construction Ministry and the China Planning Publishing House.
The Construction Ministry Ministry of Construction of the People's Republic of China
January 10, 2002
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GB 50205-2001
Preface
This Code was compiled by revising the Code of Acceptance of Construction Quality of
Steel Structures (GB 50205-95) and the Standard of Inspection and Assesment of
Construction Quality of Steel Structures (GB 50221-95). It was jointly drafted by the
General Architecture Research Institute of Metallurgy Ministry and other related
organizations, according to the Notice on the Issue of the Plan of Preparing and Revising
the Construction Standards during 2000 - 2001 (JB [2001] No. 87).
During the revision, the team responsible for the compilation have carried out extensive
surveys; summarized the practical experiences on the acceptance of construction quality of
steel structures in China; taken the current version of the state standard of the Uniform
Standard of Acceptance of Construction Quality of Steel Structures (GB 50300) as the basis
and revised it holistically according to the approach of "Separate the test and evaluation;
strengthen the acceptance; enhance the means and process control"; widely solicited the
views and opinions, in various ways, from the relevant organizations of the country; and
modified the main issues repeatedly, so as the approval-version is finalized.
This code is divided into 15 chapters, including General, Terms, Symbols, Basic
Requirements, Admittance of Raw Materials and Finished Products, Welding Work,
Connection Work of Fasteners, Processing Work of Steel Parts and Copper Components,
Assembly Work of Steel Elements, Test Assembling Work of Steel Elements, Installation
Work of Single-layer Steel Elements, Installation Work of Multilayer or High Steel
Elements, Installation Work of Net-type Steel Structures, Preparation and Installation Work
of Metal Contour Plates, Coating Work of Steel Structures, Acceptance of Subitem-works
of Steel Structures, and 9 appendixes. The Work of Steel Structures is divided into 10
subitem-works in principle, which are presented in separate chapters respectively. Though
the Admittance of Raw Materials and Finished Products is not one of the subitem-works, it
is presented in one independent chapter, aiming at emphasizing and enhancing the
importance of the admittance inspection of raw materials and finished products and
therefore ensuring the construction quality by controlling the quality of the source.
Additionally, the Acceptance of Subitem-works of Steel Structures is also presented in an
independent chapter in order to provide further convenience for the operation of the
acceptance of construction quality.
This Code may be revised where necessary in the future. The information about the
revision of any parts of this Code and the revised clauses will be published on the magzine
Standardization of Construction.
This Code’s clauses highlighted in boldface are mandatory.
Main drafting organization, supporting drafting organizations, and chief drafters:
Main drafting organization:
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GB 50205-2001
General Architecture Research Institute of Metallurgy Ministry.
Supporting drafting organizations:
Wuhan Steel Structures Co., Ltd;
Beijing General Institute of Iron and Steel Design;
China Jingye Construction Engineering Contract
Yuanda Construction Supervision Company of Beijing City;
Shenzhen Jianshenghe Steel Structure Construction Engineering Co, Ltd of China
Construction Third Bureau;
Mechanical Construction Company of Beijng City;
Zhejiang Hangxiao Steel Structure Co, LTD;
Steel Structure Company of China Construction First Bureau;
Shandong Chucheng High Strength Fasteners Company;
Zhejiang Jinggong Steelbuilding Co., LTD;
Hilfi (China) Ltd.
Chief drafters:
Hou Zhaoxin
He Fentao
He Xianjuan
Lu Kekuan Liu Jingfeng
Cheng Guojing Yi Minda
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Yu Zhichuo
Ma Naiguang
Wang Wentao
He Qiaosheng
Shi Jin
Pao Guangjian
Li Haifeng
Qian Weijun
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GB 50205-2001
Table of Contents
1 General ........................................................................................................................... 9
2
Terms and Symbols ..................................................................................................... 10
2.1 Terms ................................................................................................................... 10
2.2 Symbols ............................................................................................................... 10
3
Basic requirements ...................................................................................................... 12
4
Admittance of Raw Materials and Finished Products ............................................. 14
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
4.9
4.10
5
Ordinary requirements ......................................................................................... 14
Steel materials ..................................................................................................... 14
Welding materials ................................................................................................ 15
Standard fasteners for connecting ....................................................................... 16
Weld balls ............................................................................................................ 17
Bolt balls.............................................................................................................. 17
Closing boards, flare heads, sleeves .................................................................... 18
Metal contour plates ............................................................................................ 18
Coating materials ................................................................................................. 19
Others ................................................................................................................ 20
Welding Work of Steel Structures .............................................................................. 21
5.1 Ordinary requirements ......................................................................................... 21
5.2 Welding work of steel structures ......................................................................... 21
5.3 Welding work of welding stud ............................................................................ 24
6
Connecting Work of Fasteners ................................................................................... 26
6.1
6.2
6.3
7
Processing Work of Steel Parts and Components ..................................................... 29
7.1
7.2
7.3
7.4
7.5
7.6
8
Ordinary requirements ......................................................................................... 26
Connecting of ordinary fasteners......................................................................... 26
Connecting of high strength bolts........................................................................ 27
Ordinary requirements ......................................................................................... 29
Gas cutting ........................................................................................................... 29
Connecting of high strength bolts........................................................................ 30
Processing of edges ............................................................................................. 31
Processing of pipes/ducts and balls ..................................................................... 32
Processing of Hole............................................................................................... 33
Assembling Work of Steel Elements .......................................................................... 35
8.1 Ordinary requirements ......................................................................................... 35
8.2 H-shape weldable steel ........................................................................................ 35
8.3 Assembling .......................................................................................................... 35
8.4 Milling of ends and installation of welding bevel ............................................... 36
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GB 50205-2001
8.5
9
Overall dimensions of steel elements .................................................................. 36
Test Assembling of Steel Elements ............................................................................. 38
9.1 Ordinary requirements ......................................................................................... 38
9.2 Test assembling ................................................................................................... 38
10
Installation Work of Single-layer Steel Structures ................................................. 39
10.1 Ordinary requirements ....................................................................................... 39
10.2 Bases and bearing surfaces ................................................................................ 39
10.3 Installation and rectification .............................................................................. 41
11
Installation Work of Multilayer or High Steel Structures...................................... 44
11.1 Ordinary requirements ....................................................................................... 44
11.2 Bases and bearing surfaces ................................................................................ 44
11.3 Installation and rectification .............................................................................. 45
12
Installation Work of Net-type Steel Structures ....................................................... 49
12.1 Ordinary requirements ....................................................................................... 49
12.2 Tope plates of bearing surfaces and cushion blocks .......................................... 49
12.3 General Assembling and Installation ................................................................. 50
13
Preparation and Installation Work of Metal Contour Plates ................................ 53
13.1 Ordinary requirements ....................................................................................... 53
13.2 Preparation of metal contour plates ................................................................... 53
13.3 Installation of metal contour plates ................................................................... 54
14
Coating Work of Steel Structure .............................................................................. 56
14.1
14.2
14.3
15
Ordinary requirements ....................................................................................... 56
Coating of anticorrosive layer of steel structure................................................ 56
Coating of Fire-retardant Layer of Steel Structure ............................................ 57
Final Acceptance of Subitem-works of Steel Structure .......................................... 59
Appendix A Quality Standard of Appearance of Welding Seam, and Allowable
Variations of Sizes of Welding Seam ................................................................................ 61
Appendix B
Inspection Items of Connecting of Fastener ........................................... 63
Appendix C
Allowable Variations for Assembly of Steel Structure ........................... 68
Appendix D
Allowable Variations for Test Assembling of Steel Structure ................ 74
Appendix E
Allowable Variations for Installation of Steel Structure ........................ 75
Appendix F Test Method for Thickness of Fire-retardant Coating Layer of Steel
Structure ............................................................................................................................. 79
Appendix G Test of Safety and Functionality of Steel Structures and Test Items
Needing Witness ................................................................................................................. 80
Appendix H
Examination Items of Visual Sensation of Steel Structures .................. 81
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GB 50205-2001
Appendix J
Record Forms for Batch Quality Acceptance of Steel Structures ......... 82
Interpretation for wording of this standard.................................................................... 97
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GB 50205-2001
1
General
1.01 This Code was prepared for enhancing the control of construction quality, unifying
the acceptance of construction quality of steel structures, and ensuring the quality of steel
structures.
1.02 This Code is applicable for the acceptance of the construction quality of various
steel structures including single-layer steel structures, multilayer steel structures, high steel
structures, net-type steel structures, and structures made of metal contour plates.
1.03 The requirements on the acceptance of construction quality, set forth in the technical
document executed during the construction of steel structures and the contracts for
undertaking the construction, shan’t be less strict than the corresponding requirements
specified in this Code.
1.04 This Code is in addition to and shall not be prejudicial to the Uniform Standard of
Acceptance of Construction Quality of Steel Structures (GB 50300).
1.05 During the acceptance of construction quality of steel structures, not only
requirements stated in this Code shall be implemented, but also those set forth in related
current state standards.
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GB 50205-2001
2 Terms and Symbols
2.1
Terms
2.1.1 Part
Part means the smallest unit composing a component or element, such as connection
plate, flange plate and etc.
2.1.2 Component
Component means the unit composed of several parts, such as H-shape weldable steel,
cantilever bracket and etc.
2.1.3 Element
Element means the steel structure’s basic unit composed of parts or parts and
components, such as beam, column/pillar, supporter and etc.
2.1.4 The smallest assembled rigid unit
The smallest assembled rigid unit means the smallest installation unit, used during the
installation of steel structure, other than spare parts; Ordinarily, the smallest assembled
rigid units are divided to two types including plane truss and cone.
2.1.5 Intermediate assembled structure
Intermediate assembled structure means the installation unit composed of spare parts
and the smallest assembled rigid units, which is used during installation of steel structure
and divided usually into two types including strip-shape type and block-shape type.
2.1.6 Set of high strength bolt
Set of high strength bolt is the general term of high strength bolt and the nut and
gasket matching the bolt.
2.1.7 Slip coefficient of faying surface
Slip coefficient of faying surface means the ratio between the foreign force generating
slip movement on friction surface of adapting piece and the sum of the high strength bolt’s
pre-tensile forcing on the friction surface vertically.
2.1.8 Test assembling
Test assembling means the assembling performed for verifying if the elements can
meet the quality requirements of installation.
2.1.9 Space rigid unit
Space rigid unit means the basic, stable space system composed of elements.
2.1.10 Stud welding
Stud welding means a welding method described as below: 1) make one end of stud
contact with the surface of one plate piece (pipe piece); 2) make power on and strike arc; 3)
after the contacting surface have melted sufficiently, press the stud appropriately and then
end the welding.
2.1.11 Ambient temperature
Ambient temperature means the temperature of the preparation or installation site.
2.2
2.2.1
Symbols
Action and action effect
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GB 50205-2001
P -- Design pre-tensile of high strength bolt;
P -- Loss of pre-tensile of high strength bolt;
T -- Test torque of high strength bolt;
Tc -- Torque of completing screw of high strength bolt;
To -- Torque of opening screw of high strength bolt.
2.2.2
Geometric parameter
a -- Spacing interval;
b -- Width or free overhang width of plate;
d -- Diameter;
e -- Eccentricity;
f -- Flexibility, or height of arc;
H -- Height of column/pillar;
H i -- Height of every floor of builing;
h -- Height of sectional plane;
he -- Calculated thickness of leg of a fillet weld;
l -- Length, or span;
Ra -- Arithmetic mean deviation of overall dimensions (i.e., parameter of surface
2.2.3
roughness);
r -- Semidiameter;
t -- Thickness of plate or wall;
Δ-- Increment;
Others
K -- Coefficient.
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GB 50205-2001
3
Basic requirements
3.01 The contractor of the construction of steel structures shall have the related
qualifications for the construction of steel structures. For the onsite control of construction
quality, related technical standards of construction shall be prepared and implemented; the
related quality assurance system shall be operated; and the quality control and inspection
regulations shall be executed. In construction site, the related construction organization
plan, construction scheme and other technical documents shall be available.
3.02 The measuring instruments/apparatuses used for the acceptance of construction
quality of steel structures shall be those qualified by metrological verification and
calibration.
3.03 The construction quality of steel structures shall be controlled in accordance with
the following requirements:
1. All raw materials and finished products to be adopted for construction shall be
checked/tested and accepted before they enter construction site. Any raw material
and finished product related to the safety and functionality of steel structure shall
be rechecked/retested according to this Code; moreover, the sampling and
delivering of samples shall be witnessed by the supervision engineer (i.e., the
technical chief of client).
2. The quality of every working procedure shall be controlled according to the
technical standard for construction; furthermore, every working procedure shall be
checked upon their completion.
3. For the interfaces between different special kinds of work, hand-over
inspection/test shall be carried out; and the inspection/test result shall be checked
and accepted by the supervision engineer (i.e., the technical chief of client).
3.0.4 The acceptance of construction quality of steel structures shall be carried out
separately for every inspection/test batch, subitem-work, section (subsection) of steel
structure, on the basis of the self-inspection/test of construction organization/team. The
division of the subitem-works of sections (subsection) of steel structure shall be performed
according to the current state standard of Uniform Standard of Acceptance of Construction
Quality of Steel Structures (GB 50300). For the acceptance of construction quality of steel
structures, every subitem-work of steel structure shall be divided into one or several
inspection/test batch(s) according to the requirements set forth in this Code.
3.0.5 For every inspection/test batch of subitem-work, the quality standard shall be in
conformity with the following requirements:
1. Every main item under control shall be in conformity with the related
quality standard set forth in this Code.
2. For every ordinary item, according to the inspection/test result, there the
inspection/test meeting the quality requirements specified in this Code
shall be over 80% and the largest value shall be less than 1.2 times of the
allowable variation.
3. The records of quality inspection/test, documentary evidence of quality,
and other information documents shall be in completeness.
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GB 50205-2001
3.06 The quality standard of subitem-work shall be in conformity with the following
requirements:
1. Every inspection/test batch of subitem-work shall be in conformity with the
related quality standard specified in this Code;
2. The records of the acceptance of every inspection/test batch of subitem-work
shall be in completeness.
3.07 When the construction quality of steel structure isn’t in conformity with any
requirement specified in this Code, the following measures shall be implemented:
1. Carry out the acceptance again for the inspection/test batch processed by
reworking and replacing the unqualified element(s)/component(s);
2. Accept the inspection/test batch verified to be in conformity with the design
requirements by the qualified test organization(s).
3. Accept the inspection/test batch verified to be in unconformity with the design
requirements by the qualified test organization(s) but examined and calculated
to be able to satisfy the requirements of safety and functionality of steel
structure by the original design organization.
4. Check and accept the construction subitem-work and section reworked/repaired
or reinforced, which can meet the requirements for safe use although their
overall dimensions may have been changed, according to the related handling
scheme and agreement(s).
3.08
It is prohibited to accept any construction section that can’t meet the requirements
for safe use even after the reworking and reinforcing.
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GB 50205-2001
variations shall be in conformity with the requirements set forth in the related standard of
such products.
Quantity for inspection: inspect randomly five points for every type of section steel
with same specifications.
Inspection method: measure thickness with steel rulers or slide calipers.
4.2.5 The appearance quality of steel materials shall be in conformity with the following
requirements besides those specified in the current state standards:
1. When any rustiness, motting, scratch, or other defect on the surfaces of steel
materials, any such defect shan’t be deeper than 1/2 of the allowable variation.
2. The rustiness grade of the surface of steel material shall be lighter than
c-grade stated in the current state standard of the Rustiness Grade and
Sand-blasting Grade of Steel Materials Before Coating (GB 8923).
3. There shan’t be any stratification, slag inclusion and other similar defect on
the edges and fracture of steel materials.
Quantity for inspection: one hundred percent;
Inspection methods: inspect by eye observation.
4.3
Welding materials
(I) Main items under control
4.3.1 The types, specifications and performances of welding materials shall be in
conformity with the current state standards of such products and the design requirements.
Quantity for inspection: one hundred percent;
Inspection methods: inspect the quality certificates and other such documentary
evidences of quality, Chinese identification marks, test report and others.
4.3.2 For the welding materials used for the important steel structure, samples shall be
taken for retest; and the retest result shall be in conformity with the current state standards
of such products and the design requirements.
Quantity for inspection: one hundred percent;
Inspection methods: inspect the retest reports.
(II) Ordinary items
4.3.3 The specifications, size and variation of welding stud or welding porcelain ring
shall be in conformity with the requirements specified in the current state standard of
cylinder-head stud for welding (GB 10433).
Quantity for inspection: inspect randomly 1% of the total quantity, bot not less than
10 sets.
Inspection method: measure with steel rulers or slide calipers.
4.3.4 In the surface of the welding rod, there shan’t be any desquamation of flux layer, or
rustiness of welding core, or other defects; and the welding flux shan’t be wetted and
agglomerated.
Quantity for inspection: inspect randomly 1% of the total quantity, bot not less than
10 packs.
Inspection method: Appearance examination.
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GB 50205-2001
4.4
Standard fasteners for connecting
(I) Main items under control
4.4.1 The types, specifications and performances of standard fasteners and fittings for the
connection of steel structures (including standard set of big high-strength hexagon bolt, set
of torison-shear-type high-strength bolt, high-strength bolt for net-type steel structure,
ordinary bolt, rivets, self-tapping screws, deep drawing forming rivets, spanker bolt,
mechanical-type or chemical-reagent-type anchor bolt, sill anchor and other standard
fasteners, as well as nut, gasket and other standard fittings ) shall be in conformity with the
current state standards of such products and the design requirements. When sets of big
high-strength hexagon bolt and sets of torison-shear-type high-strength bolt leave factory,
they shall be delivered in packing box with the related test reports indicating their torque
coefficients and fastening-caused axial force.
Quantity for inspection: one hundred percent;
Inspection methods: inspect the quality certificates and other such documentary
evidences of quality, Chinese identification marks, test reports and others.
4.4.2 The torque coefficients of sets of big high-strength hexagon bolt shall be tested
according to the related requirements set forth in the Appendix B; and the test result shall
be in conformity with the related requirements specified in the Appendix B.
Quantity for inspection: see the Appendix B of this Code;
Inspection methods: inspect the retest reports.
4.4.3 The pre-tensile (fastening-caused axial force) of sets of torison-shear-type
high-strength bolt shall be tested according to the related requirements set forth in the
Appendix B; and the test result shall be in conformity with the related requirements
specified in the Appendix B.
Quantity for inspection: see the Appendix B of this Code;
Inspection methods: inspect the retest reports.
(II) Ordinary items
4.4.4 Sets of high-strength bolt shall be supplied in set and in packing box marked with
batch number, specifications, quantity and production date. Bolts, nuts and gaskets shall be
coated with a protective oil; and on their surfaces, there shan’t be any rustiness or dirt; and
their screw threads shan’t be damaged.
Quantity for inspection: inspect randomly 5% of the total quantity, bot not less than
3 boxes.
Inspection method: examine by eye observation.
4.4.5 For the steel structure with safety shall be up to the first grade, and the net-type
steel structure with bolt ball joints and which span is more than 40m, the surface hardness
of the high strength bolts shall be tested. For the high strength bolt of 8.8-grade, the surface
hardness shall be HRC21~29. For the high strength bolt of 10.9-grade, the surface hardness
shall be HRC32~36; and such high strength bolt shan’t have any crack or damage.
Quantity for inspection: inspect randomly 8 for every kind of specifications.
Inspection method: measure surface harness with hardness meter; and perform flaw
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GB 50205-2001
detection with 10-times hand lens or magnetic particles.
4.5
Weld balls
(I) Main items under control
4.5.1 The types/categories, specifications and performances of weld balls and raw
materials of weld ball shall be in conformity with the current state standards of such
products and the design requirements.
Quantity for inspection: one hundred percent;
Inspection methods: inspect the quality certificates and other such documentary
evidences of quality, Chinese identification marks, test report and others.
4.5.2 Welding seams of weld balls shall be detected by non-destructive detection method;
and the detection result shall be in conformity with the design requirements. If there isn’t
any special requirements in the design, the quality of such welding seam shall be in
conformity with the standard of the second-class quality, specified in this Code.
Quantity for inspection: inspect randomly 5% of the total quantity for every kind of
specifications, but not less than 3.
Inspection methods: ultrasonic flaw detection; and check the test/detection or
examination report.
(II) Ordinary items
4.5.3 The diameters, roundness, decrease of wall thickness, other sizes and allowable
variations shall be in conformity with the related requirements specified in this Code.
Quantity for inspection: inspect randomly 5% of the total quantity for every kind of
specifications, but not less than 3.
Inspection method: measure caliper rules and thickness meters.
4.5.4 In the surface of weld ball, there shan’t be any cockle; and any local sag or crest
shan’t be more than 1.5mm in depth or height.
Quantity for inspection: inspect randomly 5% of the total quantity for every kind of
specifications, but not less than 3.
Inspection method: inspect with arc-shape cover dies, caliper rules and eyes.
4.6
Bolt balls
(I) Main items under control
4.6.1 The types/categories, specifications and performances of bolt balls and raw
materials of bolt ball shall be in conformity with the current state standards of such
products and the design requirements.
Quantity for inspection: one hundred percent;
Inspection methods: inspect the quality certificates and other such documentary
evidences of quality, Chinese identification marks, test report and others.
4.6.2 In bolt ball, there shan’t be any burnt or crack or cockle.
Quantity for inspection: inspect randomly 5% of the total quantity for every kind of
specifications, but not less than 5.
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GB 50205-2001
4.10
Others
(I) Main items under control
4.10.1 The types/categories, specifications and performances of rubber mats used for
steel structures shall be in conformity with the current state standards of such products and
the design requirements.
Quantity for inspection: one hundred percent;
Inspection methods: inspect the quality certificates and other such documentary
evidences of quality, Chinese identification marks, test report and others.
4.10.2 The types/categories, specifications and of other special materials applied in the
construction steel structures shall be in conformity with the current state standards of such
products and the design requirements.
Quantity for inspection: one hundred percent;
Inspection methods: inspect the quality certificates and other such documentary
evidences of quality, Chinese identification marks, test report and others.
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GB 50205-2001
determined by ultrasonic flaw detection. The inner flaws of such welding seams shall be
graded and detected according to the current state standard of Manual Ultrasonic Flaw
Detection of Welding Seams, and Grading Methods for Flaw Detection Results (GB 11345),
or according to the current state standard of Radiograph and Quality Grading of Butt
Joints of Steel Melting Welding (GB 3323).
For the welding seams of net-type steel structures with weld ball joints, welding seams of
net-type steel structures with bolt ball joints, and welding seams on the relation lines of
T/K/Y-shape joints of circular duct, the inner flaws shall be graded and detected according
to the related current state standards respectively, including the Ultrasonic Flaw Detection
and Quality Grading Methods for Welding seams of Net-type Steel Structures with Weld
Ball Joints (JBJ/T 3.34.1), the Ultrasonic Flaw Detection and Quality Grading Methods
for Welding seams of Net-type Steel Structures with Bolt Ball Joints (JBJ/T 3034.2), and
the Welding Procedures for Construction Steel Structures (JGJ 81).
The quality grades of the first-grade or second-grade welding seams, and the grading of
flaws shall be in conformity with the Table 5.2.4.
Quantity for inspection: one hundred percent;
Inspection methods: check the records of ultrasonic detection or the records of ray
flaw detection.
Table 5.2.4 Quality grades of the first-grade or second-grade welding seams, and the grading of flaws
Quality grade of welding seam
First grade
Second grade
Grade determined by
II-grade
III-grade
assessment
Ultrasonic detection of
inner flaws
Grade determined by test
B-grade
B-grade
Detection portion
100%
10%
Grade determined by
II-grade
III-grade
assessment
Ray detection of inner
Grade determined by test
AB-grade
AB-grade
flaws
Detection portion
100%
20%
Note: The detection portion shall be calculated according to the following principles: (1) For the welding seams
performed in factory, the detection portion shall be calculated for every welding seam; and the detection length
shall be more than 200mm; and when the welding seam is less than 200mm, the whole seam shall be detected; (2)
For the welding seams performed onsite during installation, the detection portion shall be calculated for every type
of welding seams performed under same conditions; and the detection length shall be more than 200mm; and the
seam accepted detection shall be more than one.
5.2.5 For T-shape joints, “+”-shape joints, corner joints, and other composite butt-jointed
or corner butt jointed seams needing fusion penetration, the sizes of legs shall be more than
t/4 (see Figure 5.2.5 (a), (b), (c)). For any welding seam between the upper flange and a
crane beam or similar element with design requirements of fatigue verification and
calculation, the sizes of legs shall be more than t/2 (see Figure 5.2.5 (d)), but less than
10mm; and the allowable variation for the size of leg is 0~4mm.
Quantity for inspection: inspect randomly 10% of the total for every type of seams,
but not less than 3;
Inspection method: inspect by eye observation, and measure randomly with
welding seam gauge.
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Figure 5.2.5 Sizes of legs of welding seams
5.2.6 In the surface of welding seam, there shan’t be any crack, or welding beading, or
other defect. In the welding seam of the first-grade or second-grade, there shan’t be any air
cavity, included slag, crater crack, arc-caused fray and other similar defect. Moreover, for
the welding seam of the first-grade, there shan’t be any overmask, insufficient welding,
contraction of root, and other similar defect.
Quantity for inspection: inspect randomly 10% of the total for every batch of
elements of every type, but not less than 3; and inspect 5% of the total for every type of
welding seams in the elements inspected, but not less than one; and inspect one point for
every seam inspected, ensuring that the total of the points examined/detected during
inspection are more than 10 points.
Inspection method: examine by eyes or hand lens or welding-seam gauges or steel
rulers. Note: when any flaw can’t be determined, detect via permeation flaw detection or
magnetic particle inspection.
II Ordinary items
5.2.7 For the welding seams needing heat treatment before welding or after welding, the
preheating temperatures and postheating temperatures shall be in conformity with the
requirements specified in the related current state standards or determined through process
trials; and the preheating areas shall be located on the two sides of the joint, and shall be
wider than 1.5 times of the thickness of piece to be welded (but not less than 100mm); and
the postheating shall be carried out upon the completion of welding seam, and the duration
of heat preservation shall be determined on the basis of 1hr/25mm (thickness of plate).
Quantity for inspection: one hundred percent;
Inspection methods: check the records of preheating or postheating process records,
and process trial reports.
5.2.8 The appearance quality of the second-grade or third-grade seams shall be in
conformity with the requirements listed in the Table A.0.1 of Appendix A. The appearances
of third-grade butt-jointed seams shall be inspected in accordance with the requirements
stated for the second-grade seams.
Quantity for inspection: inspect randomly 10% of the total for every batch of
elements of every type, but not less than 3; and inspect 5% of the total for every type of
welding seams in the elements inspected, but not less than one; and inspect one point for
every seam inspected, ensuring that the total of the points examined/detected during
inspection are more than 10 points.
Inspection method: examine by eyes or hand lens or welding-seam gauges or steel
rulers.
5.2.9 The allowable variations for sizes of welding seam shall be in conformity with the
requirements listed in the Table A.0.2 of Appendix A.
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Quantity for inspection: inspect randomly 10% of the total for every batch of
elements of every type, but not less than 3; and inspect 5% of the total for every type of
welding seams in the elements inspected, but not less than one; and inspect one point for
every seam inspected, ensuring that the total of the points examined/detected during
inspection are more than 10 points.
Inspection method: examine with welding-seam gauges.
5.2.10 For concave fillet welds formed by welding, the transition between the metal of
joint and the parent metal shall be smooth; and for concave fillet welds formed by
processing, the existence of any cutting trace isn’t allowed.
Quantity for inspection: inspect randomly 10% of the total for every batch of
elements of every type, but not less than 3;
Inspection method: examine by eye observation.
5.2.11 The appearance of any welding seam shall be able to meet the following
requirements:
a. Even; b. Good formation; c. Smooth transition between joints, and between joint
and metal base; d. No welding slag/spatter, basically.
Quantity for inspection: inspect randomly 10% of the total for every batch of
elements of every type, but not less than 3; and inspect 5% of the total for every type of
welding seams in the elements inspected, ensuring that the total of the points
examined/detected during inspection are more than 10 points.
Inspection method: examine by eye observation.
5.3
Welding work of welding stud
(I) Main items under control
5.3.1 The construction organizations shall evaluate the welding process adopted for stud
welding; and the related result shall be in conformity with the design requirements and the
requirements specified in the related current state standard(s). The porcelain rings shall be
baked in accordance with the related instructions.
Quantity for inspection: one hundred percent;
Inspection methods: check the evaluation reports of stud welding process, and
baking records.
5.3.2 The bending test shall be carried out after the stud welding; and in the seams of
stud welding and the areas influenced by heating, there shan’t be any crack observable for
eyes.
Quantity for inspection: inspect randomly 10% of the total for every batch of
elements of every type, but not less than 10; and inspect 1% of the total for every elements
inspected, but not less than 1.
Inspection method: bend the inspected stud to 300 and examine it with an angle
squares and eyes.
(II) Ordinary items
5.3.3 The legs on the root of stud shall be even; and the leg with insufficiently-fritted
facade or the leg less than 3600 shall be repaired.
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Quantity for inspection: inspect randomly 1% of the total of stud, but not less than
10;
Inspection method: examine by eye observation.
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Inspection method: examine by eye observation or by hammering with a small
hammer.
6.3
Connecting of high strength bolts
(I) Main items under control
6.3.1 For the fabrication or installation units of steel structure, the slip coefficients of
faying surfaces of high strength bolts shall be tested and retested according to the
Appendix B of this Code, respectively. For the faying surfaces of the elements processed
onsitely, the slip coefficients of faying surfaces shall be tested separately; and the related
test results shall be in conformity with the design requirements.
Quantity for inspection: see the Appendix B of this Code;
Inspection method: Check the test reports and retest reports of slip coefficients of
faying surfaces.
6.3.2 The completing torque of set of big high-strength hexagon bolt shall be tested
1~48hrs later than the completing screw; and the related test result shall be in conformity
with the related requirements specified in the Appendix B of this Code.
Quantity for inspection: inspect randomly 10% of the total of joints, but not less
than 10; and inspect 10% of the total of bolts for every joint inspected, but not less than 2.
Inspection method: see the Appendix B of this Code.
6.3.3 In one joint, the torsion-shear-type high-strength bolts remaining wabblers, except
the bolts that can’t be approached by special-purpose wrenches due to the structure, shan’t
be more than 5% of the total in this joint after the completing screw of set of such bolts.
For all sets of such torsion-shear-type high-strength bolts remaining wabblers, the
completing screw shall be performed by calibrated wrench method or angle method, and
shall be marked; and the completing screw tests shall be performed according to the clause
6.3.2 of this Code.
Quantity for inspection: inspect randomly 10% of the total of joints, but not less
than 10; and perform tests of completing screw torque for 100% of sets of
torsion-shear-type high-strength bolts remaining wabblers after completing screw.
Inspection method: examine by eye observation and by the method specified in the
Appendix B of this Code.
(II) Ordinary items
6.3.4 For sets of high strength bolts, the screw order, the opening screw torques, and the
completing screw torques shall be in conformity with the design requirements and the
requirements specified in the current state standard of the Design, Construction and
Acceptance Procedures for High-Strength Bolt Connection of Steel Structures (JGJ 82).
Quantity for inspection: one hundred percent.
Inspection method: check the standardization records of torque wrench, and the
records of bolt construction.
6.3.4 For sets of high strength bolts, there shall be 2~3 units of thread outcroping after
the completing screw of every set; and the proportion of such bolts with 1 or 4 units of
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thread outcroping after the completing screw are allowed to be 0~ 10% of the total.
Quantity for inspection: inspect randomly 5% of the total of joints, but not less than
10.
Inspection method: examine by eye observation.
6.3.6 The faying surfaces of high strength bolts shall be kept clean and dry without any
fash, fin, welding spatter, welding scar, ferric oxide skin or dirt; moreover, the faying
surfaces shan’t be painted other than required by the design.
Quantity for inspection: one hundred percent.
Inspection method: examine by eye observation.
6.3.7 The high strength bolt shall be inserted into the bolt hole freely. The bolt hole for
high strength bolt shan’t be expanded by gas cutting; and the number of bolt holes to be
expanded shall be approved by the related design personnel; and diameter of any expanded
hole shan’t exceed 1.2 d (d: diameter of bolt).
Quantity for inspection: 100% of the expanded bolts.
Inspection method: examine with eyes and calipers.
6.3.8 After the general assembling of net-type steel structure with bolt ball joints, the
connection between any high strength bolt and any ball joint shall be firm; and the high
strength bolt shall enter the corresponding bolt ball by more than 1.0d (d: diameter of bolt);
and in any location of such connection, there shan’t be any clearance, loose and other
condition of insufficient screwing.
Quantity for inspection: inspect randomly 5% of the total of joints, but not less than
10.
Inspection method: examine by ordinary wrenches and measure with rulers.
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7
Processing Work of Steel Parts and Components
7.1
Ordinary requirements
7.1.1 This chapter is applicable to the acceptance of processing quality of steel parts and
components, performed during the fabrication or installation of steel structures.
7.1.2 The processing work of steel parts and components may be divided to one or
several inspection/test batches according to the same division principles adopted for the
corresponding fabrication of steel structures or the corresponding inspection/tests batches
of installation work.
7.2
Gas cutting
(I) Main items under control
7.2.1 In the cut surface or shear surface of steel material, there shan’t be any crack,
included slag, stratification, or absence of arris more than 1mm.
Quantity for inspection: one hundred percent;
Inspection method: examine with eyes or hand lens or dial gauge; and detect via
permeation flaw detection or magnetic particle inspection or ultrasonic flaw detection.
(II) Ordinary items
7.2.2 The allowable variations of gas cutting shall be in conformity with the requirements
listed in the Table 7.2.2.
Quantity for inspection: inspect randomly 10% of the total of cut surfaces, but not
less than 3.
Inspection method: examine with eyes or steel rulers or clearance gauges.
Table 7.2.2 Allowable variations of gas cutting(mm)
Items
Allowable variations
Width and length of parts
±3.0
Planeness of cut surface
0.05t, but less than 2.0
Depth of cut
0.3
Depth of local nick
1.0
Note: t is the thickness of cut surface
7.3.3 The allowable variations of mechanical shearing and cutting shall be in conformity
with the requirements listed in the Table 7.2.3.
Quantity for inspection: inspect randomly 10% of the total of cut/shear surfaces,
but not less than 3.
Inspection method: examine with eyes or steel rulers or clearance gauges.
7.2.3 The allowable variations of mechanical shearing and cutting (mm)
Items
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Allowable variations
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Angle steel
Channel
steel
l2
800b
y-y
100b
xx
90b
xx
50h
y-y
90b
xx
50h
l2
400 h
25h
y-y
50b
l2
400b
25b
l2
720b
l2
400h
l2
720b
I steel
l2
400b
50b
l2
360b
l2
200h
l2
360b
l2
200 h
45b
25h
45b
l2
200b
Note: r is curvature radius; f is bowed height; l is chord of arc; t is thickness of steel plate.
7.3.5 The allowable variations for steel materials straightened shall be in conformity with
requirements listed in the Table 7.3.5.
Quantity for inspection: inspect randomly 10% of the total of pieces straightened,
but not less than 3.
Inspection method: inspect by eye observation or by measurement.
Table 7.3.5 Allowable variations for steel materials straightened (mm)
Item
Local planness of steel
plate
t≤14
t>14
Bowed height of section steel
Verticality of angle steel
Allowable
variation
1.5
1.0
l /1000, but
less than
5.0
b /100, and
the angle of
900 angle
steel
Channel steel’s verticality between the flange
and stalk plate
b/80
I steel’s or (H-shape steel’s) verticality
between the flange and stalk plate
b/100, but
less than
2.0
7.4
Graphic example
Processing of edges
(I) Main items under control
7.4.1 If any edges of parts processed by gas cutting or shearing needs to be processed, the
planing thickness shan’t be less than 2.0mm.
Quantity for inspection: one hundred percent;
Inspection method: Check reports of process and records of construction.
(II) Ordinary items
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7.4.2 The allowable variations of edge processing shall be in conformity with the
requirements listed in the Table 7.4.2.
Quantity for inspection: inspect randomly 10% of the total of pieces processed, but
not less than 3.
Inspection method: inspect by eye observation or by measurement.
Table 7.4.2 Allowable variations of edge processing (mm)
Items
Allowable variations
Width and length of parts
±1.0
Linearity of edge processed
t/3000, but less than 2.0
Corner included by the two neighboring
±6’
sides
Verticality of surface processed
0.025t, but less than 0.5
50
Roughness of surface processed
7.5
Processing of pipes/ducts and balls
(I) Main items under control
7.5.1 In formed bolt balls, there shan’t any crack, cockle or burnt.
Quantity for inspection: inspect randomly 10% of the total for every kind of
specifications, but not less than 5.
Inspection method: examine with 10-times hand lens or carry out superficial flaw
inspection.
7.5.2 In surface of steel plate processed to be semisphere, there shan’t any crack or
cockle. The butt-welding bevel of weld ball shall be processed mechanically; and the
butt-jointed seam shall be ground and flattened.
Quantity for inspection: inspect randomly 10% of the total for every kind of
specifications, but not less than 5.
Inspection method: examine with 10-times hand lens or carry out superficial flaw
inspection.
(II) Ordinary items
7.5.3 The allowable variations of processing of bolt balls shall be in conformity with the
requirements listed in the Table 7.5.3.
Quantity for inspection: inspect randomly 10% of the total for every kind of
specifications, but not less than 5.
Inspection method: see the Table 7.5.3.
Table 7.5.3 Allowable variations of processing of bolt balls (mm)
Item
Roundness
Parallelism degree between two milled surfaces
d≤120
d>120
d≤120
d>120
Distance between milled surface and center of ball
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Allowable
variations
1.5
2.5
0.2
0.3
±0.2
Inspection method
Measure with calipers
and sliding calipers
Measure with V-shape
blocks of dial gauge
Measure with sliding
calipers
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Corner included by centerlines of two bolt holes
±30’
Verticality between the two milled surfaces and the axis line of bolt hole
0.005r
d≤120
Diameter of semifinished
ball
d>120
+2.0
-1.0
+3.0
-1.5
Check with index heads
Measure with dial
gauges
Measure with calipers
and sliding calipers
7.5.4 The allowable variations of preparation of weld balls shall be in conformity with
the requirements listed in the Table 7.5.4.
Quantity for inspection: inspect randomly 10% of the total for every kind of
specifications, but not less than 5.
Inspection method: see the Table 7.5.4.
Table 7.5.4 Allowable variations of preparation of weld balls (mm)
Item
Allowable variations
Inspection method
±0.005d
Measure with calipers
Diameter
±2.5
and sliding caliper
Measure with calipers
2.5
Roundness
and sliding caliper
Measure with calipers
Decrease of wall thickness
0.13r, but less than 1.5
and sliding caliper
Measure with cover
Matched edges of two semispheres
1.0
dies or sliding caliper
7.5.5 The allowable variations of processing of steel tubemembers (steel bar) used in
net-type steel structures (trusses) shall be in conformity with the requirements listed in the
Table 7.5.5.
Quantity for inspection: inspect randomly 10% of the total for every kind of
specifications, but not less than 5.
Inspection method: see the Table 7.5.5.
Table 7.5.5
Allowable variations of processing of steel tubemembers used in net-type steel structures (trusses) (mm)
Item
Allowable variations
Inspection method
Measure with steel rulers
Length
±1.0
or dial gauges
Measure with V-shape
Verticality between end surface and the axis of tube
0.005r
blocks of dial gauge
Measure with cover dies
Curve of tube mouth
1.0
or sliding caliper
7.6
Processing of Hole
(I) Main items under control
7.6.1 For bolt hole of A-grade or B-grade, the accuracy of shall be H12-grade; the
roughness of surfaces of wall shall be less than 12.5um; and the allowable variations of
diameters shall be in conformity with the requirements listed in the Table 7.6.1-1.
Quantity for inspection: inspect randomly 10% of the total of steel structures, but
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not less than 3.
Inspection method: measure with sliding calipers or hole-diameter gauges.
Table 7.6.1-1 Allowable variations for diameters of A-grade or B-grade bolt-holes (mm)
No.
Nominal diameter of bolt, diameter of bolt hole
Nominal diameter of bolt,
allowable variations
1
10-18
0.00-0.21
2
18-30
0.00-0.21
3
30-50
0.00-0.25
Diameter of bolt hole,
allowable variations
+0.18
0.00
+0.21
0.00
+0.25
0.00
Table 7.6.1-2 Allowable variations for diameters of C -grade bolt-holes (mm)
Item
Diameter
Roundness
Verticality
Allowable variations
+1.0
0.0
2.0
0.03t,but less than 2.0
(II) Ordinary items
7.6.2 The allowable variations for spacing intervals between bolt holes shall be in
conformity with the requirements listed in the Table 7.6.1-2.
Quantity for inspection: inspect randomly 10% of the total of steel structures, but
not less than 3.
Inspection method: measure with steel rulers.
Table 7.6.2 Allowable variations of spacing intervals between bolt holes (mm)
Range of spacing intervals between bolt holes
501-1200
1201-3000
>3000
≤500
Distance between any two bolt holes
±1.0
±1.5
Distance between the end holes of two neighboring groups
±1.5
±2.0
±2.5
±3.0
of holes
Note: 1. All bolt holes for connecting butt plate(s ) and one bar at the joint constitutes on group;
2. All bolt holes on one side of one butt plate of one butt joint constitutes on group;
3. All bolt holes between two neighboring butt joints, except the bolt holes described above, constitutes
on group;
4. All bolt holes in 1m-range of flange of bended element constitutes on group.
7.6.3 If the variation of spacing intervals between any two bolt hole exceeds the related
allowable variation listed in the Table 7.6.2, the bolt hole shall be overlaid by welding with
welding rods matching the parent metal; and new bolt holes shall be processed again.
Quantity for inspection: one hundred percent;
Inspection method: examine by eye observation.
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not less than 10.
Inspection method: examine with a clearance ruler of 0.3mm, inserting 25% of the
ruler (note: the clearance at edge shan’t be more than 0.8mm).
8.3.4 For bars of truss, the allowable variations for side misalignment of intersection
points of axis lines shall be less than 3.0mm, and the allowable variations of axis lines
shan’t be more than 4.0mm.
Quantity for inspection: inspect randomly 10% of the total of elements, but not less
than 3.
Inspection method: examine rulers.
8.4
Milling of ends and installation of welding bevel
(I) Main items under control
8.4.1 The allowable variations of milling of ends shall be in conformity with the
requirements listed in the Table 8.4.1.
Quantity for inspection: inspect randomly 10% of the total of milled surfaces, but
not less than 3.
Inspection method: measure with steel rulers, angle squares, and clearance gauges.
Table 8.4.1 Allowable variations of milling of ends (mm)
Item
Length of element with milled ends
Length of parts with milled ends
Planness of milled surface
Verticality between axis line and milled surface
Allowable variations
±2.0
±0.5
0.3
l / 1500
(II) Ordinary items
8.4.2 The allowable variations of installation of welding bevels shall be in conformity
with the requirements listed in the Table 8.4.2.
Quantity for inspection: inspect randomly 10% of the total of bevels, but not less
than 3.
Inspection method: measure with welding seam gauges.
Table 8.4.2 Allowable variations of installation of welding bevels (mm)
Item
Angle of bevel
Milled edge
8.4.3
Allowable variations
0
±5
±1.0mm
The milled surfaces exposed shall be protected by rust prevention.
Quantity for inspection: one hundred percent;
Inspection method: examine by eye observation.
8.5
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Overall dimensions of steel elements
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(I) Main items under control
8.5.1 For steel elements, the allowable variations of overall dimensions mainly controlled
shall be in conformity with the requirements listed in the Table 8.5.1.
Quantity for inspection: one hundred percent;
Inspection method: measure with steel rulers.
Table 8.5.1 Allowable variations of steel elements’ overall dimensions mainly controlled (mm)
Item
Distance between the bearing surface of single column/pillar (or beam, or truss) and
the first mounting hole
Distance between the milled surface of multi-layer and the first mounting hole
Distance between the lateral mounting holes closest to the two ends of plain girder
respectively
Geometric dimensions of the section of the joint of element
Deviation of centerline of stalk plate at joint of column or beam
Bowed height of bended element (bar)
Allowable variations
±1.0
±1.0
±3.0
±3.0
2.0
t/1000, but less than 10
(II) Ordinary items
8.5.2 The allowable variations of ordinary items of overall dimensions shall be in
conformity with the requirements specified in the C.0.3~C.0.9 in the Appendix C of this
Code.
Quantity for inspection: inspect randomly 10% of the total of bevels, but not less
than 3.
Inspection method: see the C.0.3~C.0.9 in the Appendix C of this Code.
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10 Installation Work of Single-layer Steel Structures
10.1
Ordinary requirements
10.1.1 This chapter is applicable to the acceptance of installation quality of the
single-layer steel-structures’ main structures, underground steel structures and other
subordinate structures including purlines, wall supporters, steel platforms, steel ladder and
guard rails.
10.1.2 The installation work of the single-layer steel structures may be divided into one
or several inspection/test batches according to deformed seams or space rigid units. The
underground structure may be divided into several inspection/test batches according to the
corresponding underground floors.
10.1.3 The acceptance of inspection/test batches of steel structure may be carried out
after the materials or products have been admitted to enter site, and the welding work,
connecting work of fasteners and fabrication have been inspected and accepted.
10.1.4 For the measurement and correction of installation, installation of high strength
bolts, construction performed under negative temperatures, and welding process, the
process trial or process evaluation shall be carried out and then prepare the related
construction process or scheme before the installation.
10.1.5 The measurement of installation variation shall be carried out after the forming
and fixing of space rigid unit.
10.1.6 During the installation, the construction loads of roof board, floors and platforms
shall be controlled; It is prohibited for the construction loads and snow loads to exceed the
bearing capabilities of beams, trusses, plates of roof board, plates of floor, and plates of
platform.
10.1.7 Upon the formation of space rigid unit, the clearances between the bottom plates
of columns and the base’ top surface shall be filled with concrete or mortar for the second
time in a timely manner.
10.1.8 For cranes’ beams or beams bearing load directly, no hanger or fixture is allowed
to be welded to the flanges bearing tensile; and for cranes’ trusses or trusses bearing load
directly, no hanger or fixture is allowed to be welded to the chords bearing tensile.
10.2
Bases and bearing surfaces
(I) Main items under control
10.2.1 The location axises of buildings, axises and elevation of basees, and specifications
and fastening of anchor bolts shall be in conformity with the design requirements.
Quantity for inspection: inspect randomly 10% of the total of column bases, but not
less than 3;
Inspection methods: measure with a theodolite, a level gauge, a pheodolite and
steel rulers onsitely.
10.2.2 For base’s top surface bearing load directly, or pre-buried steel plate of base’ top
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surface taken as the bearing surface of column, or supporter taken as the bearing surface of
column, the allowable variations of locations of bearing surface and anchor bolts shall be
in conformity with the requirements listed in the Table 10.2.2.
Quantity for inspection: inspect randomly 10% of the total of column bases, but
not less than 3;
Inspection methods: measure with a theodolite, a level gauge, a pheodolite and
steel rulers onsitely.
Table 10.2.2 Allowable variations of locations of bearing surfaces and anchor bolts (mm)
Item
Allowable variations
±3.0
Elevation
l / 1000
Levelness
Anchor bolt
Deviation of center of bolt
5.0
Deviation of center of preserved hole
10.0
10.2.3 When molded mortar base-plates are used, the allowable variations of molded
mortar base-plate shall be in conformity with the requirements listed in the Table 10.2.3.
Quantity for inspection: inspect randomly 10% of the total of column bases, but
not less than 3;
Inspection methods: measure with a theodolite, a level gauge, a pheodolite and
steel rulers onsitely.
Bearing surface
Table 10.2.3 Allowable variations of molded mortar base-plates (mm)
Item
Allowable variations
0.0
Elevation of top surface
-3.0
l / 1000
Levelness
Location
20.0
10.2.4 hen cup-mouth bases are used, the allowable variations of sizes of cup mouths
shall be in conformity with the requirements listed in the Table 10.2.4.
Quantity for inspection: inspect randomly 10% of the total of column bases, but
not less than 4;
Inspection methods: observe with eyes and measure with rulers.
Table 10.2.4 Allowable variations of sizes of cup mouths (mm)
Item
Allowable variations
0.0
Elevation of bottom surface
-5.0
±5.0
Depth of cup mouth
Verticality of cup mouth
H/100, but less than 10.0
Location
10.0
(II) Ordinary items
10.2.5 e allowable variations of sizes of anchor bolts shall be in conformity with the
requirements listed in the Table 10.2.5.
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listed in the Table 10.3.4.
Quantity for inspection: 100% of the main facades; and for every fascade, one row
of middle columns shall be selected besides the two rows of square columns.
Inspection methods: measure a theodolite and a pheodolite onsitely.
Table 10.3.4 Allowable variations of overall verticalities and overall curvatures of plan (mm)
Item
Allowable variations
Overall verticality of main structure
H/1000, but less than 25.0
Overall curvatures of plan of main structure
L/1500, but less than 25.0
Graphic example
(II) Ordinary items
10.3.5 For steel column and other main elements, all centerlines, benchmarks of
elevation shall be marked.
Quantity for inspection: inspect randomly 10% of the total of elements of every
type, but not less than 3;
Inspection methods: examine by eye observation.
10.3.6 For trusses (or beams) mounted on a concrete columns, the allowable variation
between the center of base and the location axises, shall be less than 10mm; and when the
large-size concrete plate is used for roof board, the allowable variations of spacing
intervals of steel trusses (or beams) shall be less than 10mm.
Quantity for inspection: inspect randomly 10% of the total of elements of every
type, but not less than 3;
Inspection methods: measure with threads and steel rulers onsitely.
10.3.7 The allowable variations of installation of steel columns shall be in conformity
with the requirements listed in the Table E.0.1 in the Appendix E of this Code.
Quantity for inspection: inspect randomly 10% of the total of columns, but not
less than 3;
Inspection methods: see the Table E.0.1 in the Appendix E of this Code.
10.3.8 For beams of steel cranes, or similar elements bearing dynamic loads, the
allowable variations of installation shall be in conformity with the requirements listed in
the Table E.0.2 in the Appendix E of this Code.
Quantity for inspection: inspect randomly 10% of the total of beams of steel
cranes, but not less than 3;
Inspection methods: see the Table E.0.2 in the Appendix E of this Code.
10.3.9 For purlines, wall supporter and other subordinate elements, the allowable
variations of installation shall be in conformity with the requirements listed in the Table
E.0.3 in the Appendix E of this Code.
Quantity for inspection: inspect randomly 10% of the total of elements of every
type, but not less than 3;
Inspection methods: see the Table E.0.3 in the Appendix E of this Code.
10.3.10 The installation of steel platforms, steel ladders and guard rails shall be in
conformity with the current state standards including the Stationary-type Steel Straight
Ladders (GB 4.53.1), Stationary-type Steel Agley Ladders (GB 4.53.2), Stationary-type
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Guard Rails (GB 4.53.3), Stationary-type Steel Platform (GB 4.53.4). For steel platforms,
steel ladders and guard rails, the allowable variations of installation shall be in conformity
with the related requirements listed in the Table of 10.3.11.
Quantity for inspection: inspect randomly 10% of the total of joints of every type,
but not less than 3;
Inspection methods: measure with rulers.
Table 10.3.11 Allowable variations of clearances of onsite fit-up welding (mm)
Item
10.3.12
dirt.
Allowable variations
+3.0
Clearance without adapter plate
0.0
+3.0
Clearance with adapter plate
-2.0
The surfaces of steel structures shall be clean without any scar, silt or any other
Quantity for inspection: inspect randomly 10% of the total of elements of every
type, but not less than 3;
Inspection methods: examine by eye observation.
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GB 50205-2001
11 Installation Work of Multilayer or High Steel Structures
11.1
Ordinary requirements
11.1.1 This chapter is applicable to the acceptance of installation quality of the multilayer
or high steel-structures’ main structures, underground steel structures and other subordinate
structures including purlines, wall supporters, steel platforms, steel ladder and guard rails.
11.1.2 The installation work of multilayer or high steel structures may be divided into
one or several inspection/test batches according to the corresponding floors or construction
sections. The underground structure may be divided into several inspection/test batches
according to the corresponding underground floors.
11.1.3 The length sizes of columns, beams and supporter shall include the contraction
allowance and other allowance for deformation.
11.1.4 During the installation of columns, the location axis of every sub-column shall be
extended directly from the control axis on the ground, and it is prohibited to extend such
axis from the axis of the lower sub-column.
11.1.5 The elevation of structure may be controlled according to the relative elevation or
design elevation.
11.1.6 The acceptance of inspection/test batches of steel structure may be carried out
after the materials or products have been admitted to enter site, and the welding work,
connecting work of fasteners and fabrication have been inspected and accepted.
11.1.7 The installation of mulitilayer or high steel structure shall be in conformity with
the 10.1.4, 10.1.5, 10.1.6, 10.1.7, 10.1.8 of this Code.
11.2
Bases and bearing surfaces
(I) Main items under control
11.2.1 The location axises of buildings, location axises and elevation of columns on base,
and specifications, locations and fastening of anchor bolts shall be in conformity with the
design requirements; and when there isn’t any special requirement in the design, the
location axises of buildings, location axises and elevation of columns on base, and
specifications, locations and fastening of anchor bolts shall be in conformity with the
requirements listed in the Table 11.2.1.
Quantity for inspection: inspect randomly 10% of the total of column bases, but
not less than 3;
Inspection methods: measure with a theodolite, a level gauge, a pheodolite and
steel rulers onsitely.
Table 11.2.1 Allowable variations of location axises of buildings, location axises and elevation of columns on base, and anchor bolts (mm)
Item
Allowable variations
Location axises of building
L/20000, but less than 3.0
Location axises of column on base
1.0
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Graphic example
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Elevation of bottom of column on base
±2.0
Displacement of anchor bolt
2.0
11.2.2 For multilayer building taking directly base’s top surface as bearing surface of
columns, or taking pre-buried steel plates of base’ top surface as bearing surfaces of
columns, or taking support seat as bearing surface of columns, the allowable variations of
locations of bearing surfaces and anchor bolts shall be in conformity with the requirements
listed in the Table 10.2.2.
Quantity for inspection: inspect randomly 10% of the total of column bases, but
not less than 3;
Inspection methods: measure with a theodolite, a level gauges, a pheodolite and
steel rulers onsitely.
11.2.3 When molded mortar base-plates are used for multilayer building, the allowable
variations of molded mortar base-plate shall be in conformity with the requirements listed
in the Table 10.2.3.
Quantity for inspection: inspect randomly 10% of the total of column bases, but
not less than 3;
Inspection methods: measure with a theodolite, a pheodolite, a level gauge and
steel rulers onsitely.
11.2.4 When cup-mouth bases are used, the allowable variations of sizes of cup mouths
shall be in conformity with the requirements listed in the Table 10.2.4.
Quantity for inspection: inspect randomly 10% of the total of bases, but not less
than 4;
Inspection methods: observe with eyes and measure with rulers.
(II) Ordinary items
11.2.5 The allowable variations of sizes of anchor bolts shall be in conformity with the
requirements listed in the Table 10.2.5. Moreover, the threads of anchor bolts shall be
protected.
Quantity for inspection: inspect randomly 10% of the total of column bases, but
not less than 3;
Inspection methods: measure with steel rulers onsitely.
11.3
Installation and rectification
(I) Main items under control
11.3.1 The steel elements shall be in conformity with the design requirements and the
related requirements specified in this Code. The deformation and coating desquamation
caused during conveyance, pile-up and hoisting shall be rectified or repaired.
Quantity for inspection: inspect randomly 10% of the total of elements, but not
less than 3;
Inspection methods: measure with threads and steel rulers onsitely, or examine by
eye observation
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11.3.2 The allowable variations of installation of columns shall be in conformity with the
requirements listed in the Table 11.3.2.
Quantity for inspection: inspect 100% of standard columns; and inspect randomly
10% of non-standard columns, but not less than 3;
Inspection methods: inspect with a pheodolite, a laser theodolite and steel rulers
onsitely.
Table 11.3.2 Allowable variations of installation of columns (mm)
Item
Deviations of axises of bottom-layer
column’s bottom from the location axises
Allowable variations
Location axises of column
1.0
Verticality of single sub-column
h/1000, but less than 10.0
Graphic example
3.0
11.3.3 For joints required to be pressed closely according to the design, the close-contact
area shall be more than 70% of the total area of the contact surface; and the clearance at
edges shall be less than 0.8mm.
Quantity for inspection: inspect randomly 10% of the total of joints, but not less
than 3;
Inspection methods: measure with steel rulers and clearance rulers of 0.3mm or
0.8mm (thickness) onsitely.
11.3.4 For the verticalities and lateral bowed-heights of steel main-beams, steel
secondary-beams and other bars bearing pressing-forces, the allowable variations shall be
in conformity with the related requirements for steel roof-trusses, listed in the Table 10.3.3.
Quantity for inspection: inspect randomly 10% of the total of elements of every
type, but not less than 3;
Inspection methods: measure with threads, theodolites and steel rulers onsitely.
11.3.5 For main bodies of multilayer or high steel structures, the allowable variations of
overall verticalities and the overall curvatures of plan shall be in conformity with the
requirements listed in the Table 11.3.5.
Quantity for inspection: 100% of the main facades; and for every fascade, one row
of middle columns shall be selected besides the two rows of square columns.
Inspection methods: measure overall verticalities with a laser theodolite and a
pheodolite, or calculate any overall verticality by accumulating all the allowable variations
of all sections of columns; and calculate any overall curvature of plan by accumulating all
the related allowable variations measured.
Table 11.3.5 Allowable variations of overall verticalities and overall curvatures of plan (mm)
Item
Allowable variations
Graphic example
Overall verticality of main structure
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H/2500±10.0 , but less than 50.0
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Overall curvatures of plan of main structure
L/1500, but less than 25.0
(II) Ordinary items
11.3.6 The surfaces of steel structure shall be clean; and in the main surfaces of steel
structure, there shan’t be any scar, silt or other dirt.
Quantity for inspection: inspect randomly 10% of the total of elements of every
type, but not less than 3;
Inspection methods: examine by eye observation.
11.3.7 For steel column and other main elements, all centerlines, benchmarks of
elevation shall be marked.
Quantity for inspection: inspect randomly 10% of the total of elements of every
type, but not less than 3;
Inspection methods: examine by eye observation.
11.3.8 The allowable variations of installation of steel elements shall be in conformity
with the requirements listed in the Table E.0.5 in the Appendix E of this Code.
Quantity for inspection: inspect randomly 10% of the total of elements or joints of
every type, including 3 columns (at least), over 3 beams (at least), 3 joints of main beams
(at least), 3 joints of secondary beams (at least), and more than 5m of steel beam bearing
contour plates.
Inspection methods: see the Table E.0.5 in the Appendix E of this Code
11.3.9 The allowable variations of total height of main structure shall be in conformity
with the requirements listed in the Table E.0.6 in the Appendix E of this Code.
Quantity for inspection: inspect randomly 10% of the total of rows of standard
columns, but not less than 4;
Inspection methods: measure with a pheodolite, a level gauge and steel rulers
onsitely.
11.3.10 For steel elements mounted on a concrete columns, the allowable variation
between the centers of base and the location axises, shall be less than 10mm; and when the
large-size concrete plate is used for roof board, the allowable variations of spacing
intervals of steel beams (or trusses) shall be less than 10mm.
Quantity for inspection: inspect randomly 10% of the total of elements of every
type, but not less than 3;
Inspection methods: measure with threads and steel rulers onsitely.
11.3.11 For multilayer or high steel structures, the allowable variations of installation of
steel crane beams or similar elements bearing dynamic loads shall be in conformity with
the requirements listed in the Table E.0.2 in the Appendix E of this Code.
Quantity for inspection: inspect randomly 10% of the total of beams of steel
cranes, but not less than 3;
Inspection methods: see the Table E.0.2 in the Appendix E of this Code.
11.3.12 For multilayer or high steel structures, the allowable variations of installation of
purlines, wall supporter and other subordinate elements shall be in conformity with the
requirements listed in the Table E.0.3 in the Appendix E of this Code.
Quantity for inspection: inspect randomly 10% of the total of elements of every
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type, but not less than 3;
Inspection methods: see the Table E.0.3 in the Appendix E of this Code.
11.3.13 For multilayer or high steel structures, the installation of steel platforms, steel
ladders and guard rails shall be in conformity with the current state standards including the
Stationary-type Steel Straight Ladders (GB 4.53.1), Stationary-type Steel Agley Ladders
(GB 4.53.2), Stationary-type Guard Rails (GB 4.53.3), Stationary-type Steel Platform (GB
4.53.4). For steel platforms, steel ladders and guard rails, the allowable variations of
installation shall be in conformity with the related requirements in the Table E.0.4 in the
Appendix E of this Code.
Quantity for inspection: inspect randomly 10% of the total of platforms, but not
less than 1; 10% of the total length of guard rails, but not less than 5m; 10% of the total
length of steel ladder, but not less than 1 foot-step。
Inspection methods: see the Table E.0.4 in the Appendix E of this Code.
11.3.14 For multilayer or high steel structures, the allowable variations of clearances of
onsite fit-up welding shall be in conformity with the requirements listed in the Table
10.3.11.
Quantity for inspection: inspect randomly 10% of the total of joints of every type,
but not less than 3;
Inspection methods: measure with rulers.
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GB 50205-2001
12 Installation Work of Net-type Steel Structures
12.1
Ordinary requirements
12.1. 1 This chapter is applicable to the acceptance of installation quality of the net-type
plane steel structures single-layer (shortened form: net-type steel structures), performed
during construction.
12.1.2 The installation work of net-type steel structures may be divided into one or
several inspection/test batches according to the deformed seams or sections of construction,
and space rigid units.
12.1.3 The acceptance of inspection/test batches of net-type steel structures may be
carried out after the materials or products have been admitted to enter site, and the welding
work, connecting work of fasteners and fabrication have been inspected and accepted.
12.1.4 The installation of net-type steel structures shall be performed in accordance with
the requirements specified in 10.1.4, 10.1.5 and 10.1.6.
12.2
Tope plates of bearing surfaces and cushion blocks
(I) Main items under control
12.2.1 For the support seats of net-type steel structures, the positions of location axises
and the specifications of anchor bolts of shall be in conformity with the design
requirements.
Quantity for inspection: inspect randomly 10% of the total of support seats, but
not less than 4;
Inspection methods: measure with theodolites and steel rulers onsitely.
12.2.2 For tope plates of bearing surfaces, the allowable variations of locations,
elevations and levelness shall be in conformity with the related requirements listed in the
Table 12.2.2; and for anchor bolts of support seats, the allowable variations of locations
shall be in conformity with the related requirements listed in the Table 12.2.2, too.
Quantity for inspection: inspect randomly 10% of the total of support seats, but
not less than 4;
Inspection methods: measure with theodolites, level gauges, leveling rods and
steel rulers onsitely.
Table 12.2.2
Allowable variations of locations, elevations and levelness of top plates of bearing surfaces, and allowable variations of locations of anchor bolts of support seats (mm)
Item
Locations
12.2.3
Tope plate of bearing surface
Elevation
Anchor bolt of support seat
Levelness
Deviation of center of bolt
Allowable variations
15.0
0
-3.0
l / 1000
±5.0
The categories/types, specifications, positions, end’s directions of cushion blocks
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Inspection methods: measure with steel rulers and accessory measuring tools
onsitely.
Table 12.3.2 Allowable variations of intermediate assembled structures (mm)
Item
Length of unit (≤20m) , and assembling length
Length of unit (>20m) , and assembling length
Single span
Continuous spans
Single span
Continuous spans
Allowable variations
±10.0
±5.0
±20.0
±10.0
12.3.3 For the net-type steel structures of the public works needing structure of the
first-grade safety and over 40m (including 40m) span, the bearing capabilities of joints
shall be tested according to the following items respectively where required by the design.
1. In order to test weld ball joints, weld the weld balls specified by the design
and the steel tubes matching the balls together to prepare test samples, and
then carry out the tensile test of axle centers as well as the bearing strength
test for test samples. (Note: The breaking loads of test samples shall be more
than 1.6 times of the bearing forces of design).
2. In order to test bolt ball joints, carry out tensile-tests and proof-load tests for
the threads of the maximum bolt holes of the balls required by the design.
(Note: when the loads reach the design bearing loads, the bolt holes, threads
and closing boards shall be still in good condition.)
Quantity for inspection: 3 test samples for every item of test;
Inspection methods: test on one universal testing machine, and check the test
report.
12.3.4
For the completed net-type steel structures and completed roofs, the
corresponding lexibilities shall be measured; and the measured values shall be less than
1.1.5 times of the corresponding design values.
Quantity for inspection: for every net-type steel structure with span less than
24m, 1 middle point of low boom; for every net-type steel structure with span over 24m, 1
middle point of low boom and quartering points of spans of downwards booms.
Inspection methods: measure with steel rulers and level gauge onsitely.
(II) Ordinary items
12.3.5 For the completed net-type steel structures, the surfaces of joints and bars shall be
clean without any obvious scar, silt and dirt; and all seams of bolt ball joints shall be filled
with lacquer putty sufficiently; and all surplus bolt holes shall be sealed.
Quantity for inspection: inspect randomly 5% of the total of joints and bars, but
not less than 10;
Inspection methods: examine by eye observation.
12.3.6 The allowable variations of installation of completed steel structures shall be in
conformity with the requirements listed in the Table 12.3.6.
Quantity for inspection: one hundred percent other than for bowed-height of bars
(randomly 5%).
Inspection methods: see the Table 12.3.6.
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Table 12.3.6 Allowable variations of installation of completed steel structures (mm)
Item
Lognitudinal length, lateral length
Deviation of center of support seat
Allowable variations
L/2000, but less than 30.0;
-L/2000, but less than -30.0
L/3000, but less than 30.0
Height difference between the
neighboring support-seats of
L/400, but less than 15.0
periphery net-type steel structures
Biggest height difference
30.0
Height difference between the
neighboring support-seats of
L1 /800, but less than 30.0;
several-point-supported net-type
steel structure
Note: 1. L is Lognitudinal length, lateral length;
2. L1 is spacing interval of neighboring support-seats
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Inspection methods
Measure with steel rulers
onsitely
Measure with steel rulers
and theodolites onsitely
Measure with steel rulers
and theodolites onsitely
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GB 50205-2001
13 Preparation and Installation Work of Metal Contour Plates
13.1
Ordinary requirements
13.1.1 This chapter is applicable to the acceptance of onsite preparation and installation
quality of metal contour plates.
13.1.2 The preparation and installation work of metal contour plates may be divided into
one or several inspection/test batches according to the corresponding deformed seams,
floors, sections of construction, roofs, wall surfaces.
13.1.3 The acceptance of installation of metal contour plates shall be carried out after the
corresponding inspection/test batches of installation work have been accepted.
13.2
13.2.1
Preparation of metal contour plates
(I) Main items under control
There shan’t be any crack in any base plate of contour plates.
Quantity for inspection: inspect 5% of the total of contour plates, but not less than
10;
Inspection methods: examine with eyes and 10-times hand lens.
13.2.2 There shan’t be any eye-observable crack, exfoliation, scratch or other defect in
the coatings or cladding of any coated or plated contour plate completed.
Quantity for inspection: inspect 5% of the total of contour plates, but not less than
10;
Inspection methods: examine with eyes and 10-times hand lens.
(II) Ordinary items
13.2.3 The allowable variations of sizes of metal contour plates shall be in conformity
with the requirements listed in the Table 13.2.3.
Quantity for inspection: inspect 5% of the total of contour plates, but not less than
10;
Inspection method: examine with threads and steel rulers.
13.2.4 The surfaces of the formed metal contour plates shall be clean with out any
obvious sag, crest or cockle.
Quantity for inspection: inspect randomly 5% of the total of metal contour plates,
but not less than 10.
Inspection method: examine by eye observation.
Table 13.2.3 Allowable variations of sizes of metal contour plates (mm)
Item
Allowable variations
Wave spacing
±2.0
Height of section
Wave height
steel contour plates
±1.5
plane≤70
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Quantity for inspection: inspect 5% of the total lognitudinal length along the
connection locations, but not less than 10m;
Inspection methods: examine with eyes and steel rulers
(II) Ordinary items
13.3.4 The metal contour plates shall be flat and smoothly straight without any
construction residue or dirt; and their cornices and low edges of wall shall be lineal without
any not-remedied falsely-drilled hole.
Quantity for inspection: inspect 10% of the total area, but not less than 10m2;
Inspection method: examine with eyes.
13.3.5 The allowable variations of installation of metal contour plates shall be in
conformity with the requirements listed in the Table 13.3.5.
Quantity for inspection: for parallelism of cornices and ridges, inspect randomly
10% of the total length, respectively, but not less than 10m; for other items, inspect 1 point
every 20m, but not less than 2.
Inspection method: examine with treads and rulers.
Table 13.3.5 Allowable variations of installation of metal contour plates (mm)
Item
Parallelism of cornice and ridge
Verticality between the wave-line of
metal contour plate and the roof ridge
Surface of roof End butt of two neighboring metal
contour plates
Largest wave height of edge-curling
plate of metal contour plate of cornice
Verticality of wave-line of wall plate
Verticality of angle-wrapping plate of
Surface of wall wall plate
Low butt of two neighboring metal
contour plates
Note: 1. L is the height of half-slope of roof surface;
2. H is the height of wall surface.
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Allowable variations
12.0
L/800, but less than 25.0
6.0
4.0
H/800, but less than 25.0
H/800, but less than 25.0
6.0
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GB 50205-2001
14 Coating Work of Steel Structure
14.1
Ordinary requirements
14.1. 1 This chapter is applicable to the acceptance of construction quality of coatings of
steel structures, including the acceptance of anticorrosive coatings (such as paint) and the
acceptance of fire-retardant coatings.
14.1.2 The coating work of steel structures may be divided to one or several
inspection/test batches according to the same division principles adopted for the
corresponding fabrication of steel structures or the corresponding inspection/tests batches
of installation work.
14.1.3 The acceptance of ordinary coating work of steel structures shall be carried out
after the test assembling and assembling work of steel elements, and the inspection/test
batches of installation work of steel structures have been accepted. Moreover, the
acceptance of fire-retardant coating work of steel structures shall be carried out after the
inspection/test batches of installation work of steel structures, and the inspection/test
batches of ordinary coating work of steel structures have been accepted.
14.1.4 During coating, the ambient temperature and relative humidity shall be in
conformity with the related requirements specified in the instructions of coatings. If there
isn’t any related requirement in the instructions, the ambient temperature shall be 5~38C;
and the relative humidity shall be less than 85%; and in the surfaces of elements, there
shan’t any dew. After the coating, the steel structure shall be protected against any rain for
4hrs.
14.2
Coating of anticorrosive layer of steel structure
(I) Main items under control
14.2.1 Before the coating, the sand blasting shall be performed for surfaces of steel
materials according to the design requirements and the related requirements specified in
the related current state standard(s); and on the processed surfaces of steel materials, there
shan’t be any welding slag, welding scar, dust, oily dirt, water or bur. If there isn’t any
related requirement in the design, the grades of sand blasting of surfaces of steel materials
shall be in conformity with the requirements listed in the Table 14.2.1.
Quantity for inspection: inspect randomly 10% of the total of elements, and over 3
for every type of elements;
Inspection methods: examine with broad knives, and compare with the
corresponding graphic examples showed in the current state standard of the Sand Blasting
Grades of Steel Materials to Be Coated, and Sand Blasting Grades (GB 8923).
Table 14.2.1 Minimum Sand Blasting Grades Required for All Kinds of Primer or Antirust Paint
Category of coating/paint
Oily metlbond, alkyd and other primer or antirust paint
Perchloric polyethylene, chlorinated rubber, chlorosulfonated polyethylene, epoxy
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Sand Blasting Grade
St2
Sa2
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(resin), polyurethane
and other primer or antirust paint
Inorganic Zn-rich primer, Organosilicon primer, peroxy- ethene primer
Sa 2
1
2
14.2.2 The coating materials, times of coating, and thickness of coating shall be in
conformity with the design requirements. If there isn’t any related requirement in the
design, the total thickness of dry paint film of coating layer shall be 150um (out room), and
125um (in room); and the allowable variation of such thickness is –25um. For every time
of coating, the allowable variations of thickness of dry paint film of coating layer painted
this time is –5um.
Quantity for inspection: inspect randomly 10% of the total of elements, and over 3
for every type of elements;
Inspection methods: measure with a paint-film thickness meter, examining 5
positions for every element. (Note: For every position, the thickness is the average of 3
values measured at 3 points apart from each other by 50mm.)
(II) Ordinary items
14.2.3 In the surfaces of elements, there shan’t be any false painting, omit of painting,
desquamation, rusting again, or other unacceptable condition. The coating layer shall be
even without any cockle, trace of flowing or dropping, pinhole or air trap.
Quantity for inspection: one hundred percent;
Inspection methods: examine by eye observation.
14.2.4 If the steel structure will be situated in erosive environment or will be exposed,
the adhesion test shall be performed for the steel structure one condition that the design
requires. (Note: if, within the area tested, the completeness of coating layer is more than
70%, the adhesion of this coating layer is acceptable.)
Quantity for inspection: inspect randomly 1% of the total of elements, but not
less than 3; and inspect 2 areas for every element;
Inspection methods: test in accordance with the current state standard of the Test
Method for Adhesion of Paint Film (GB 1720) or the Grid Subvision Test of Color Paint,
Varnish Lacquer, Paint Film (GB 9286).
14.2.5 The identification marks, badges and serial numbers in the coated steel structure
shall be clear without any absence.
Quantity for inspection: one hundred percent;
Inspection methods: examine by eye observation.
14.3
Coating of Fire-retardant Layer of Steel Structure
(I) Main items under control
14.3.1 Before the coating of fire-retardant layer, the sand blasting shall be performed for
surfaces of steel materials according to the design requirements and the related
requirements specified in the related current state standard(s).
Quantity for inspection: inspect randomly 10% of the total of elements, and over 3
for every type of elements;
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Inspection methods: examine with broad knives, and compare with the
corresponding graphic examples showed in the current state standard of the Sand Blasting
Grades of Steel Materials to Be Coated, and Sand Blasting Grades (GB 8923); As to
primer, measure with a dry paint-film thickness meter, examining 5 positions for every
element. (Note: For every position, the thickness is the average of 3 values measured at 3
points apart from each other by 50mm.)
14.3.2 The adhesive strength and compressive strength of fire-retardant coating shall be
in conformity with the related requirements of the current state standard of the Technical
Application Procedure of Fire-retardant Coating of Steel Structure (CECS 24:90); and the
related test method shall be in conformity with the related requirements of the current state
standard of the Test Methods for Performances of Fire-retardant Spray-Coating Materials
of Steel Structure (GB 9978).
Quantity for inspection: carry out one time of adhesive strength test for every
100tons (or less than 100tons) of fire-retardant thin-coating materials consumed; and carry
out one time of adhesive strength test and one time of compressive strength test for every
500tons (or less than 500tons) of fire-retardant thick-coating materials consumed.
Inspection methods: Check retest reports.
14.3.3 For fire-retardant thin-coating materials, the thickness of coating layer shall be in
conformity with the design requirements on the fire endurance. For fire-retardant
thick-coating materials, over 80% of coating layer shall be in conformity with the design
thickness requirements on the fire endurance; and the thinnest coating layer shan’t be less
than 85% of that design thickness.
Quantity for inspection: inspect 10% of the total of elements of every type, but not
less than 3;
Inspection methods: examine with coating-film thickness meters, test pin and steel
rulers according to the current state standard of the Technical Application Procedure of
Fire-retardant Coating of Steel Structure (CECS 24:90) and the Appendix E of this Code.
14.3.4 For fire-retardant thin-coating materials, the width of crack in the surfaces of
coating layer shan’t be larger than 0.5mm; For fire-retardant thick-coating materials, 1mm.
Quantity for inspection: inspect 10% of the total of elements of every type, but not
less than 3;
Inspection methods: examine with eyes and rulers.
(II) Ordinary items
14.3.5 In the base layer of fire-retardant coating, there shan’t be any oily dirt, dust, silt or
other dirt.
Quantity for inspection: one hundred percent;
Inspection methods: examine by eye observation.
14.3.6 For fire-retardant coating, the false coating and omit of coating isn’t allowed; and
the coating layer shall be closed without any delamination, hollow bulge, obvious concave,
powdery loose, floating paste or other apparent defect; moreover, all small protuberances
in the surface of coating layer shall be removed.
Quantity for inspection: one hundred percent;
Inspection methods: examine by eye observation.
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Page 58 of 99
GB 50205-2001
15 Final Acceptance of Subitem-works of Steel Structure
15.0.1 According to the requirements specified in the current state standard of the
Uniform Standard of Acceptance of Construction Quality of Steel Structures (GB 50300),
steel structure, as one of the main structures of building, shall be inspected and accepted as
one section of the whole works. If all main structures of building are steel structures, these
structures shall be inspected and accepted as sections of the whole works. Large-size steel
structure may be divided to several subsections for final acceptance.
15.0.2 See the Appendix G of this Code for the safety test, functionality test, and witness
of inspection items needing witness for section of steel structure. The safety test and
functionality test shall be carried out after the subitem-work of steel structure has been
accepted.
15.0.3 The quality test of visual sensation of steel structure shall be performed in
accordance with the Appendix E of this Code.
15.0.4 The quality of sections of steel structure shall be in conformity with the following
requirements:
1 All sections of steel structures shall be in conformity with the related quality
standards;
2 The quality control documents/information shall be complete;
3 The results of safety tests, functionality test and test items needing witness
shall be in conformity with the related quality requirements set forth in this
Code;
4 The visual sensation of appearance shall be in conformity with the related
quality requirements set forth in this Code.
15.0.5 For the final acceptance of sections of steel structure, the following shall be
provided:
1. As-built drawing of steel structure, and related design documents;
2. Records of onsite quality control and inspection;
3. Records of safety tests, functionality tests, and inspection/test item needing
witness;
4. Records of examination items of visual sensation of appearance;
5. Records of acceptances of subitem-works included in section of steel structure;
6. Records of acceptances of inspection/test batches included in subitem-works;
7. Inspection records and documentary evidences of inspection items specified in
mandatory clauses;
8. Acceptance Records of inspection items of concealed work
9. Certificates, Chinese identification marks, and performance test reports of raw
materials and finished products;
10. Records of remedies of unconformities, and acceptance records of remedied
unconformities.
11. Execution schemes and acceptance records of key quality or technical
measures;
12. Other related documents and records.
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Page 59 of 99
GB 50205-2001
15.0.6 The records of quality acceptance of steel structure shall be in conformity with the
following requirements:
1. Records of onsite quality control and inspection shall be in conformity with the
requirements specified in the Appendix A of the current state standard of the
Uniform Standard of Acceptance of Construction Quality of Steel Structures
(GB 50300).
2. Records of acceptances of inspection/test batches included in subitem-works
shall be in conformity with the requirements specified in the Tables of J.0.1 ~
J0.13 of the Appendix J in this Code.
3. Records of acceptances of subitem-works shall be in conformity with the
requirements specified in the Appendix E of the current state standard of the
Uniform Standard of Acceptance of Construction Quality of Steel Structures
(GB 50300).
4. Records of acceptances of section or subsection of steel structure shall be in
conformity with the requirements specified in the Appendix F of the current
state standard of the Uniform Standard of Acceptance of Construction Quality
of Steel Structures (GB 50300).
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Page 60 of 99
GB 50205-2001
Appendix A Quality Standard of Appearance of Welding Seam, and
Allowable Variations of Sizes of Welding Seam
A.0.1 The appearance quality of the second-grade or third-grade seams shall be in
conformity with the requirements listed in the Table A.0.1.
Table A.0.1 Standard of appearance quality of the second-grade or third-grade seams (mm)
Item
Type of defect
Insufficient welding (i.e.,
welding unable to meet
the design requirement
completely)
Allowable variations
Second-grade
Third-grade
≤ 0.2+0.02t,and ≤ 1.0
≤ 0.2+0.04t,and ≤ 2.0
Total length of inner defects of every 100 seam ≤25.0
≤ 0.2+0.02t,and ≤ 1.0
≤ 0.2+0.04t,and ≤ 2.0
No special limit for length
≤ 0.05t, and ≤ 0.5, continuous
≤ 0.1t, and ≤ 1.0, no limit for
length≤
100.0, total length of two
Overmask
length
sides of overmask shall be less than
10% of the total length of seam.
1~2 cracks (length ≤5.0) of arc
Crack of arc pit
-pit,
Arc-caused scratch
-1~2
Depth of nick≤ 0.05t, and ≤ 0.5
Depth of nick≤ 0.1t, and ≤ 1.0
Unsatisfying joint
For every 1000 seams, ≤ 1
Depth ≤ 0.2t, Length ≤ 0.5t,
Included slag in surface
-≤ 20.0
For every 50 seams, air holes
(Diameter ≤0.4t, H≤3.0) ≤2,
Air trap in surface
-and distance between any two air
holes shall be less than 6 times of
diameter.
Note: t is the thickness of the thinner plate at the joint
Contraction of root
A.0.2 The allowable variations for sizes of butt-jointed welding seams and combined
penetration welding seams shall be in conformity with the requirements listed in the Table
A.0.2.
Table A.0.2 Allowable variations for sizes of butt-jointed welding seams and combined penetration welding seams (mm)
No.
Item
Graphic examples
Allowable variations
First-grade,
Third-grade
second-grade
Height allowance of
1
B<20:0-3.0
B<20:0-4.0
butt-jointed welding seam
B≥20:0-4.0
B≥20:0-5.0
d<0.15t
d<0.15t
Side Misalignment at
2
butt-jointed welding seam
≤2.0
≤3.0
A.0.3 The allowable variations for sizes of combined partial-penetration welding seams
and fillet welds (seams) shall be in conformity with the requirements listed in the Table
A.0.3.
Table A.0.3 Allowable variations for sizes of combined partial-penetration welding seams and fillet welds (mm)
No.
Item
Graphic examples
Allowable variations
hf≤6:0-1.5
1
Sizes of leg hf
hf>6:0-3.0
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Page 61 of 99
GB 50205-2001
Height allowance of fillet weld
hf≤6:0-1.5
(seam)
hf>6:0-3.0
Note: 1. For fillet welds (seams) of “hf > 8.0mm”, it is allowed for parts of leg to be smaller than the
design value, i.e., 1.0mm, but the total length of such legs shall be less than 10% of the total
length of seam.
2. For H-shape beam, the leg within the two times of width of flange plate shall be larger than the
design value at the two ends of seam between stalk plate and flange plate.
2
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Page 62 of 99
GB 50205-2001
Appendix B
Inspection Items of Connecting of Fastener
B.0.1 Minimum load test of bolt
Purposes: measure the tensile strength of bolt and verify if it is able to meet the
requirements specified in the current state standard of the Mechanical Performances of
Fasteners – Bolts, Screws, and Double Screw Bolts (GB 3098).
Inspection method: Position bolt on a tensile tester with special fixtures, and then carry out
the test. In order to prevent the bolt to be tested from any bearing lateral load, the fixture of
tensile tester shall be able to adjust the center automatically, and the movement speed of f
grip holder shall be less than 25mm/min during test.
The tensile strength of bolt shall be determined by calculation based on the area of
stress-bearing sectional plane of thread (As) and according to the requirements specified in
the current state standard of the Mechanical Performances of Fasteners – Bolts, Screws,
and Double Screw Bolts (GB 3098).
During test, the length of not-screwed threads bearing load shall be more than 6 times of
screw pitch; and when the test tensile reaches the minimum tensile load (As, σ b)
specified in the current state standard of the Mechanical Performances of Fasteners – Bolts,
Screws, and Double Screw Bolts (GB 3098), the bolt shan’t crack; and when the bolt
crack/breaks due to the test tensile exceeding the minimum tensile load (As, σb), the
cracking/breaking position shall be in the stem (including screw), but not the joint between
stem and head.
B.0.2 Pre-tensile retest of set of torsion-shear-type high strength bolt
The test samples (bolts sampled for test) for retest shall be sample randomly from the bolts
kept at the construction site. For every batch of sets of torsion-shear-type high strength bolt,
sample 8 sets for retest.
The pre-tensile of such sets may be test with an axial-force meter verified and calibrated to
be qualified.
The measurement instruments including electric axial-force meter, oil-pressure axial-force
meter, resistance deformeter, torque wrench, shall be standardized before the test; and the
errors of such instruments standardized shall be less than 2%.
During using an electric axial-force meter to retest the pre-tensile of set of bolt, the bolt
shall be inserted into the axial-force meter directly; and the bolt shall be screwed by two
times (i.e., opening screw and completing screw). The opening screw shall be performed
with a manual torque wrench or a special-purpose torque-set electric wrench; and the
torque of opening screw shall be about 50% of the standard value of pre-tensile. The
completing screw shall be carried out with a special-purpose electric wrench until the
wabbler of bolt is screwed off; then the pre-tensile shall be read and recorded.
Every set of bolt can only be tested for one time. Moreover, if the gasket rotates during the
screw, the set of bolt shall be replaced by a new set of bolt; and the test shall be carried out
again.
The average of the pre-tensile values of bolts retested and the related standard variations
shall be in conformity with the requirements listed in the Table B.0.2.
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Page 63 of 99
GB 50205-2001
Appendix C
Allowable Variations for Assembly of Steel Structure
C.0.1 The allowable variations of H-shape weldable steep shall be in conformity with the
requirements listed in the Table C.0.1 (mm)
Table C.0.1 Allowable variations of H-shape weldable stee (mm)
Width of section plane, b
Allowable
variations
±2.0
±3.0
±4.0
±3.0
Deviation of center of stalk plate
2.0
Item
Height of section
plane, h’
h  500
500  h  1000
h  1000
Verticality of flange plate,
b/100, but less
than 3.0

Bowed-height (except the elements bearing
press)
Distortion
h/250, but less than 5.0
Local planness of
stalk plate, f
Graphic example
t  14
t  14
l / 1000 , but less
than 1.0
h / 250
3.0
2.0
C.0.2 The allowable variations of assembly of welding shall be in conformity with the
requirements listed in the Table C.0.2.
Table C.0.2 Allowable variations of assembly of welding (mm)
Item
Side misalignment at butt joint 
Clearance, a
Length of splice
Gap, 
Height, h
Verticality, 
Deviation of center, e
Joint
Misalignment of section steel
Other locations
Height of case-shape section-plane, h
Width, b
Verticality, 
Allowable variations
t/10, but less than 3.0
±1.0
±5.0
1.5
±2.0
t/100, but less than 3.0
±2.0
1.0
2.0
±2.0
±2.0
t/200, but less than 3.0
Graphic example
C.0.3 The allowable variations of overall dimensions of single-layer columns shall be in
conformity with the requirements listed in the Table C.0.3.
Table C.0.3 Allowable variations of overall dimensions of single-layer columns (mm)
Item
Allowable
variations
Test method
Distance between the column bottom and the
upperest mounting-hole connecting column
upper end and truss, l
 l / 1500
 15.0
Measure with rulers
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Graphic example
Page 68 of 99
GB 50205-2001
Distance between the bottom column and the
bearing surface of cantilever bracket, l1
Warp of surface of cantilever bracket,

Bowed-height of column
Distortion of body
of column
Area where
cantilever bracket
locates
Other
Joint
Geometric
dimensions of
Non-joint
section plane
Joint
Verticality between
the flange plate and
Other
the stalk plate
Planness of bottom plate of column
bottomstand
Distance between the center of bolt hole
located at column bottom stand and the axial
line of column
 l1 / 2000
 8.0
2.0
H/1200, but less
than 12.0
3.0
Measure with L
squares and steel
rulers
Measure with thread and
rulers
8.0
±3.0
±4.0
Measure with steel rulers
1.5
b/100, but less
than 5.0
Measure with threads
and steel rulers
5.0
Measure with 1m-range
L squares and steel rulers
3.0
Measure with rulers
C.0.4 The allowable variations of overall dimensions of multi-layer columns shall be in
conformity with the requirements listed in the Table C.0.4.
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Page 69 of 99
GB 50205-2001
Table C.0.4 Allowable variations of overall dimensions of multi-layer columns (mm)
Item
Height of one layer of column, H
Distance between the lateral
mounting holes closest to the two
ends respectively,
Bowed-height of column body, f
Distortion of one layer of column
body
Distance between the end hole of
cantilever bracket and the axial line
of column, l2
Warp or distortion of
l 2  1000
cantilever bracket,
l 2  1000
Joint
Sizes of section
plane
other
Planness of bottom plate of column
bottomstand
Joint
Verticality between
the flange plate and
Other
the stalk plate
Distance between the bolt hole of
column bottomstand and the axial
line of column, a
Difference between the diagonals
of case-shape section-plane
Verticality of the body plate of
case-shape column
Test method
Measure with threads and
steel rulers
±1.0
Measure with threads and
steel rulers
H/1500, but less
than 5.0
h/250, but less
than 5.0
±3.0
2.0
3.0
Graphic example
Measure with steel rulers
±2.0
l3
Distance between the milled
surface and the first mounting hole,
a

Allowable
variations
±3.0
Measure with steel rulers
Measure with threads, L
squares and steel rulers
Measure with steel rulers
Measure with threads, L
squares and steel rulers
±3.0
±4.0
Measure with steel rulers
5.0
Measure with rulers and
clearance gauges
1.5
h/100, but less
than 5.0
Measure with L squares
and steel rulers
3.0
Measure with steel rulers
3.0
H(b)/150, but
less than 5.0
Measure with L squares
and steel rulers
C.0.5 The allowable variations of overall dimensions of weldable steel plain web beams
shall be in conformity with the requirements listed in the Table C.0.5.
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Page 70 of 99
GB 50205-2001
Table C.0.5 Allowable variations of overall dimensions of weldable steel plain web beams (mm)
Allowable
variations
Item
Length of beam, l
Beam has flange
support plate at its
ends
Height of end, h
Arching factor
Harch camber
required by the
design
Harch camber not
required by the
design
Lateral bowed-height
Distortion
t  14
t  14
Local planness of
stalk plate
 l / 2500
Measure with steel
rulers
±10.0
±2.0
±3.0
 l / 5000
10.0
-5.0
Measure with threads
and steel rulers
l/2000, but
less than
10.0
h/250, but
less than
10.0
5.0
4.0
Verticality between the flange plate and the
stalk plate
b/100, but
less than 3.0
Planness of crane beam’s flange surface
contacting the railway
1.0
Difference between the diagonals of
case-shape section-plane
Distance between every
Joint
stalk plate of case-shape
section-plane and the
Other
centerline of flange plate of
such section-plane, a
Planness of flange plate (only concave is
allowed)
Verticality between the flange plate and the
stalk plate
Graphic example
0
-5.0
Other
h  2000
h  2000
Test method
Measure with threads
and steel rulers
Measure with 1m-range
rulers and clearance
gauges
Measure with L square
and steel rulers
Measure with 200mm
or 1m-range rulers and
clearance gauges
5.0
1.0
Measure with steel
rulers
1.5
h/500, but
less than 2.0
h/500, but
less than 2.0
Measure with L squares
and steel rulers
Measure with L squares
and steel rulers
C.0.6 The allowable variations of overall dimensions of steel trusses shall be in
conformity with the requirements listed in the Table C.0.6.
Table C.0.6 Allowable variations of overall dimensions of steel trusses (mm)
Item
Distance between the outsides of
l  24m
truss’s two holes nearest to the ends
respectively, or distance between the
outside sides of truss’s two bearing
l  24m
surfaces
Height of the middle of truss’s span
Harch camber
required by the
design
Arching factor of the middle of
truss’s span
Harch camber
not required by
the design
Bending of chord between two neighboring units
(except bending caused by press)
Distance between the bearing surface and the first
mounting hole, a
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Allowable
variations
+3.0
-7.0
Test method
Graphic example
+5.0
-10.0
±10.0
 l / 5000
Measure with steel
rulers
10.0
-5.0
l / 1000
±1.0
Measure with steel
rulers
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GB 50205-2001
Spacing interval of purline support-seats
±5.0
C.0.7 The allowable variations of overall dimensions of steel-tube elements shall be in
conformity with the requirements listed in the Table C.0.7.
Table C.0.7 Allowable variations of overall dimensions of steel-tube elements (mm)
Item
Allowable variations
Diameter, d
 d / 500
 5.0
Test method
Length of element, l
Roundness of tube mouth
Verticality between the tube
surface and the tube axis
±3.0
d / 500, but less than 5.0
Measure with steel rulers
d / 500, but less than 3.0
Bowed height
l / 1500 , but less than 5.0
Measure with welding
seam gage
Measure with threads and
steel rulers
Misalignment of butt joint
t / 10 m, but less than
3.0
Graphic example
Measure with threads and
steel rulers
Note: For rectangular tubes, d is the length of long side.
C.0.8 The allowable variations of overall dimensions of wall supporters, purlines, and
other steel elements of support system shall be in conformity with the requirements listed
in the Table C.0.8.
Table C.0.8 Allowable variations of overall dimensions of wall supporters, purlines, and other steel elements of support system (mm)
Item
Allowable variations
Length of element
±4.0
Distance between the element’s two mounting
±3.0
holes nearest to the sides/ends respectively
Bowed-length of element
l/1000, but less than 10.0
+5.0
Dimensions of section plane
-2.0
Inspection/test method
Measure with steel rulers
Measure with threads and steel rulers
Measure with steel rulers
C.0.9 The allowable variations of overall dimensions of steel platforms, steel ladders and
guard rails shall be in conformity with the requirements listed in the Table C.0.9.
Table C.0.9 Allowable variations of overall dimensions of steel platforms, steel ladders and guard rails (mm)
Item
Allowable
variations
Test method
Length and width of platform
±5.0
Measure with steel rulers
Difference between the two diagonals
of platform [l1-l2]
Height of platform’s support column
Bowed-height of platform’s support
column
Planness of platform’s surface (within
1m2 range)
6.0
±3.0
5.0
6.0
Length of steel ladder’s beam, l
±5.0
Width of steel ladder, b
±5.0
Distance between the mounting holes
of steel ladder, a
±3.0
Bowed-height of steel ladder’s
lognitudinal deflection
l/1000
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Graphic example
Measure with threads and
steel rulers
Measure with 1m-range
rulers and clearance gauges
Measure with steel rulers
Measure with threads and
steel rulers
Page 72 of 99
GB 50205-2001
Spacing interval of ladder’s foot step
Height of guard rail
Spacing interval of columns
supporting rails
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±5.0
±5.0
Measure with steel rulers
±10.0
Page 73 of 99
GB 50205-2001
Appendix E
Allowable Variations for Installation of Steel Structure
E.0.1 The allowable variations of test assembling of steel elements shall be in conformity
with the requirements listed in the Table E.0.1.
Table E.0.1 Allowable variations of test assembling of steel elements (mm)
Allowable
variations
Item
+3.0
-5.0
Bow-height
H/1200, but
less than 15.0
Verticality of column’s axis
Deviation of centerline of
bottom seat of column from
the location axis
Column
with crane
Elevation of
beam
column’s
Column
benchmark
with no
crane beam
Single-la
yer
column
Multi-lay
er
column
Graphic example
5.0
Measure with threads
and steel rulers
+5.0
-8.0
H≤10m
H/1000
H>10m
H/1000, but
less than 25.0
One
layer of
column
Total
height of
column
Test method
H/1000, but
less than 10.0
Measure with a level
gauge.
Measure with a
theodolite, or
measure or with
threads and steel
rulers
35.0
E.0.2 The allowable variations of installation of steel crane beams shall be in conformity
with the requirements listed in the Table E.0.2.
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Page 75 of 99
GB 50205-2001
Table E.0.2 Allowable variations of installation of steel crane beams (mm)
Allowable
variations
Item
Verticality of the middle of beam’s
span,

Graphic
example
Measure with
threads and
steel rulers
l / 1500
Lateral bowed-height
Vertical and upward bowed-height
Deviation from
the center of
bracket when
mounted on steel
Displacement of
column
the center of
seat supporting
Deviation from
beam end
the location
axises when
mounted on
concrete column
Deviation of the center of stiffener
plate of crane beam’s seat from the
center of stiffener plate supporting
column
Height
Areas where
difference
support seats
between the top
locats
surfaces of
crane beams of
the same span
Other areas
and section
plane,
h / 500
Test method
, but less
than 10.0
10.0
5.0
5.0
t/2
same span and section plane,

Height difference between the top
surfaces of two neighboring crane

beams of the same row,
Misalignment of
centers
Height difference
between the top
Joint between
surfaces bearing
two neighboring
loads
crane beams
Height difference
between the
bottom surfaces
bearing loads
Central span of crane beams of the
same span and section plane,

Deviation of railway center from the
axis of crane beam’s stalk plate
Measure with
threads and
steel rulers
10.0
15.0

Height difference between the bottom
surfaces of hung crane beams of the
Measure with
steel rulers
Measure with a
theodolite, a
level gauge and
steel rulers
10.0
l / 1500
, but less
than 10.0
Measure with a
level gauge and
steel rulers
3.0
1.0
Measure with
steel rulers
1.0
10.0
Measure with a
theodolite, a
level gauge and
DC-electric
range-finder
( or measure
with steel
rulers when the
span is small)
t/2
Measure with
threads and
steel rulers
E.0.3 The allowable variations of installation of wall supporters, purlines and other
secondary elements shall be in conformity with the requirements listed in the Table E.0.3.
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Page 76 of 99
GB 50205-2001
Table E.0.3 Allowable variations of installation of wall supporters, purlines and other secondary elements (mm)
Item
Allowable variations
Inspection/test method
Deviation of
centerline from
10.0
Measure with steel rulers
the location axis
Column of
wall
Measure with a theodolite, threads and
Vertocality
H/1000, but less than 10.0
supporter
steel rulers
Measure with a theodolite, threads and
Bowed-height
H/1000, but less than 15.0
steel rulers
Verticality of wind-bearable truss
h/750, but less than 15.0
Measure with threads and steel rulers
Spacing interval between purlines
Measure with steel rulers
±5.0
or wall supporters
Bowed-height of purline
L/750, but less than 12.0
Measure with threads and steel rulers
Bowed-height of wall supporter
L/750, but less than 10.0
Measure with threads and steel rulers
Note: 1. H is the height of wall supporter’s column;
2. h is the height of wind-bearable truss;
3. L is the length of purline or wall beam.
E.0.4 The allowable variations of installation of steel platforms, steel ladders and guard
rails shall be in conformity with the requirements listed in the Table E.0.4.
Table E.0.4 Allowable variations of installation of steel platforms, steel ladders and guard rails (mm)
Item
Allowable variations
Inspection/test method
Height of platform
Measure with level gauges
±15.0
Levelness of platform
l/1000, but less than 20.0 Measure with level gauges
H/1000, but less than
Measure with a theodolite,
Verticality of platform’s column
15.0
threads and steel rulers
Measure with threads and
Lateral bending of platform’s beam bearing load
l/1000, but less than 10.0
steel rulers
Measure with threads and
Verticality of platform’s beam bearing load
h/250, but less than 15.0
steel rulers
Measure with threads and
Verticality of straight ladder
l/1000, but less than 10.0
steel rulers
Height of guard rail
Measure with steel rulers
±15.0
Spacing interval of columns supporting guard rails
Measure with steel rulers
±15.0
E.0.5 The allowable variations of installation of elements of multi-layer or high steel
structures shall be in conformity with the requirements listed in the Table E.0.5.
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GB 50205-2001
Table E.0.5 Allowable variations of variations of installation of elements of multi-layer or high steel structures (mm)
Allowable
Item
Test method
Inspection/test method
variations
Misalignment at the joint
between the upper column and
Measure with steel rulers
3.0
the column under it, 
Height difference between the
tope surfaces of any two
5.0
Measure with steel level gauges
columns of the same layer, 
Height difference between the
l/1000, but less
tope surfaces of the two ends of
Measure with steel level gauges
than 10.0
the same column, 
Height difference between the
main beam’s surface and the
Measure with rulers steel rulers
±2.0
secondary beam’s surface, 
Misalignment of the neighboring
rows of metal contour plates
15.00
Measure with rulers steel rulers
mounted on steel beam , 
E.0.6 The allowable variations of total height of main structures/bodies of multi-layer or
high steel structures shall be in conformity with the requirements listed in the Table E.0.6.
Table E.0.6 Allowable variations of total height of main structures/bodies of multi-layer or high steel structures (mm)
Item
Allowable variations
Graphic exapmle
Installation controlled by relative
   h   z   w 
elevations
Installation controlled by design
H/1000, but less than 30.0;
elevations
-H/1000, but less than -30.0
 h is the allowable variation of manufacturing of every sub-column;
2.  z is every sub-column’s length-contraction caused by load;
3.  w is the contraction of welding seam of every sub-column’s joint;
Note: 1.
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GB 50205-2001
Appendix H
Examination Items of Visual Sensation of Steel Structures
H.0.1 For sections or subsections of steel structures, the examination items of visual
sensation shall be performed according to the Table H.
Table H Examination items of visual sensation of sections or subsections of steel structures
No.
1
2
3
4
Surface of ordinary
coating
Surface of
fire-retardant coating
Surface of metal
contour plate
Quantity for
inspection/examination,
inspection/examination method(s)
Examine randomly 3
axisymmetric elements
Examine randomly 3
axisymmetric elements
Examine randomly 3 metal
contour plates between axises
Platform, steel ladder,
steel guard rail
Inspect randomly 10 % of the
total
Item
www.ChineseStandard.net
Quality standard
Remarks
Clause 14.2.3 of this
Code
Clause 14.3.4, 14.3.5
and 14.3.6 of this Code
Clause 13.3.4 of this
Code
These elements shall be
connected/assembled
firmly without any
obvious appearance
defect.
Page 81 of 99
GB 50205-2001
Appendix J
Record Forms for Batch Quality Acceptance of Steel
Structures
J.0.1 For welding of steel elements, one subitem-work of steel structure, the acceptance
of batch quality shall be carried out according to the Table J.0.1.
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GB 50205-2001
J.0.3 For connection of ordinary fasteners (one subitem-work of steel structure), the
acceptance of batch quality shall be carried out according to the Table J.0.3.
Table J.0.3 Records of the batch quality acceptance of connection of ordinary fasteners (one subitem-works of steel structure)
Name of project
Construction organization
Supervision organization
Applicable construction
standard(s)
Main item under control
1
Admittance of
finished products
2
Retest of bolts
3
Matching and
spacing intervals
Ordinary item
1
Fastening of bolt
2
Appearance quality
Construction
organization’s evaluation
results based on
tests/examination
Quality
standard
(this
Code)
Remarks
Clause
4.4.1
Clause
6.2.1
Clause
6.2.2
Quality
standard
(this
Code)
Construction
organization’s
evaluation
records/results based on
tests/examination
Supervision
organization’s
(client’s)
acceptance
records and
results
Remarks
Clause
6.2.3
Clause
6.2.4
Forman:
Quality inspector:
Technical forman:
Technical chief of project:
Date:
Supervision
organization’s (client’s)
acceptance conclusions
Construction
organization’s
evaluation
records/conclusions
based on
tests/examination
Location of
inspection/test
batch
Project manager
General
supervisor
(quality
engineer)
Chief of
subcontractor
Supervision
organization’s
(client’s)
acceptance
records and
conclusions
Date:
Supervisor/ quality engineer
(Client’s technical personnel of project):
Date:
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GB 50205-2001
J.0.4 For connection of high strength bolts, one subitem-work of steel structure, the
acceptance of batch quality shall be carried out according to the Table J.0.4.
Table J.0.4 Records of the batch quality acceptance of connection of high strength bolts (one subitem-works of steel structure)
Construction
organization’s
evaluation
records/conclusio
ns based on
tests/examination
Location of
inspection/test
batch
Project manager
General
supervisor
(quality
engineer)
Chief of
subcontractor
Supervision
organization’s
(client’s)
acceptance
records and
conclusions
Construction
organization’s
evaluation
records/results
based on
tests/examination
Supervision
organization’s
(client’s)
acceptance
records and
results
Name of project
Construction organization
Supervision organization
Applicable construction
standard(s)
Main item under control
1
2
3
4
Admittance of
finished products
Retest of torque
coefficient or
pre-tensile
Test of slip
coefficient of faying
surface
Torque of
completing screw
Ordinary item
1
2
3
4
5
6
7
Package of finished
products
Hardness test of
surface
Torque of opening
wrench, and torque
of completing
wrench
Appearance quality
of connection area
Appearance of
faying surface
Expansion of bolt
hole
Fastening of bolts in
net-type structure
Construction
organization’s evaluation
results based on
tests/examination
Quality
standard
(this Code)
Clause 4.4.1
Clause 4.4.2,
or Clause 4.4.3
Clause 6.3.1
Clause 6.3.2 or
Clause 6.3.3
Quality
standard
(this Code)
Remarks
Clause 4.4.4
Clause 4.4.5
Clause 6.3.4
Clause 6.3.5
Clause 6.3.6
Clause 6.3.7
Clause 6.3.8
Forman:
Quality inspector:
Technical forman:
Technical chief of project:
Date:
www.ChineseStandard.net
Remarks
Date:
Page 86 of 99
GB 50205-2001
Supervision
organization’s (client’s)
acceptance conclusions
Supervisor/ quality engineer
(Client’s technical personnel of project):
Date:
www.ChineseStandard.net
Page 87 of 99
GB 50205-2001
J.0.5 For processing of parts and components, one subitem-work of steel structure, the
acceptance of batch quality shall be carried out according to the Table J.0.5.
Table J.0.5 Records of the batch quality acceptance of processing of parts and components (one subitem-works of steel structure)
Location of
inspection/test
batch
Project manager
General supervisor
(quality engineer)
Chief of
subcontractor
Name of project
Construction organization
Supervision organization
Applicable construction
standard(s)
Main item under control
Quality standard
(this Code)
1
2
3
Admittance of materials
Retest of steel materials
Quality of cut surface
Clause 4.2.1
Clause 4.4.2
Clause 7.2.1
4
Rectification and
formation
Clause 7.3.1 and
Clause 7.3.2
5
Edge treatment
Clause 7.4.1
6
Preparation of bolt balls
and weld balls
Clause 7.5.1 and
7.5.2
7
Processing of holes
Clause 7.6.1
Ordinary item
1
2
Specifications and sizes
of materials
Appearance quality of
steel materials
3
Accuracy of cutting
4
Quality of rectification
5
6
7
8
Accuracy of edge
treatment
Accuracy of bolt ball
preparation, accuracy of
weld ball preparation
Accuracy of bar/tube
processing
Accuracy of hole
processing
Construction organization’s
evaluation results based on
tests/examination
Quality standard
(this Code)
Supervision
organization’s
(client’s) acceptance
records and
conclusions
Remarks
Construction
organization’s
evaluation
records/results based
on tests/examination
Supervision
organization’s
(client’s) acceptance
records and results
Remarks
Clause 4.2.3 and
4.2.1
Clause 4.2.5
Clause 7.2.2 or
7.2.3
Clause 7.3.3,
7.3.4 and 7.3.5
Clause 7.4.2
Clause 7.5.3 and
7.5.4
Clause 7.5.5
Clause 7.
6.2 and 7.6.3
Forman:
Quality inspector:
Technical forman:
Technical chief of project:
Date:
Supervision organization’s
(client’s) acceptance
conclusions
Construction
organization’s
evaluation
records/conclusions
based on
tests/examination
Date:
Supervisor/ quality engineer
(Client’s technical personnel of project):
Date:
www.ChineseStandard.net
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GB 50205-2001
J.0.7 For test assembling, one subitem-work of steel structure, the acceptance of batch
quality shall be carried out according to the Table J.0.7.
Table J.0.7 Records of the batch quality acceptance of test assembling (one subitem-works of steel structure)
Construction
organization’s
evaluation
records/conclusion
s based on
tests/examination
Location of
inspection/test
batch
Project manager
General
supervisor
(quality
engineer)
Chief of
subcontractor
Supervision
organization’s
(client’s)
acceptance
records and
conclusions
Construction
organization’s
evaluation
records/results
based on
tests/examination
Supervision
organization’s
(client’s)
acceptance
records and
results
Name of project
Construction organization
Supervision organization
Applicable construction
standard(s)
Main item under control
Quality
standard
(this Code)
Bolt holes of
multi-layer pile of
plate
Clause 9.2.1
1
Ordinary item
1
Accuracy of test
assembling
Construction
organization’s evaluation
results based on
tests/examination
Quality
standard
(this Code)
Remarks
Clause 9.2.2
Forman:
Quality inspector:
Technical forman:
Technical chief of project:
Date:
Supervision
organization’s (client’s)
acceptance conclusions
Remarks
Date:
Supervisor/ quality engineer
(Client’s technical personnel of project):
Date:
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Page 90 of 99
GB 50205-2001
J.0.10 For installation of net-type structure, one subitem-work of steel structure, the
acceptance of batch quality shall be carried out according to the Table J.0.10.
Table J.0.10 Records of the batch quality acceptance of installation of net-type structure (one subitem-works of steel structure)
Location of
inspection/test
batch
Project manager
General supervisor
(quality engineer)
Chief of
subcontractor
Name of project
Construction organization
Supervision organization
Applicable construction
standard(s)
Main item under control
1
2
Weld balls
Bolt balls
4
Closing boards, flare
heads, sleeves
Rubber mat
5
Acceptance of base
6
Support seat
3
7
8
9
Accuracy of
assembling/assembly
Bearing force test of
nodal joint
Flexibility of structure
Ordinary item
1
2
3
4
5
6
Accuracy of weld bolt
Accuracy of bolt ball
Accuracy of thread of
bolt ball
Accuracy of bolt
Surface of structure
Accuracy of installation
Construction organization’s
evaluation results based on
tests/examination
Quality standard
(this Code)
Supervision
organization’s (client’s)
acceptance records and
conclusions
Remarks
Construction
organization’s
evaluation
records/results based
on tests/examination
Supervision
organization’s (client’s)
acceptance records and
results
Remarks
Clause 4.5.1,
4.5.2
Clause 4.6.1,
4.6.2
Clause 4.7.1,
4.7.2
Clause 4.10.1
Clause 12.2.1,
12.2.2
Clause 12.2.3,
12.2.4
Clause 12.3.1,
12.3.2
Clause 12.3.3
Clause 12.3.4
Quality standard
(this Code)
Clause 11.2.5
Clause 11.3.7
Clause 11.3.5,
11.3.10
Clause 11.3.9
Clause 11.3.11
Clause 11.3.12
Forman:
Quality inspector:
Technical forman:
Technical chief of project:
Date:
Supervision organization’s
(client’s) acceptance
conclusions
Construction
organization’s
evaluation
records/conclusions
based on
tests/examination
Date:
Supervisor/ quality engineer
(Client’s technical personnel of project):
Date:
www.ChineseStandard.net
Page 93 of 99
GB 50205-2001
J.0.11 For metal contour plate, one subitem-work of steel structure, the acceptance of
batch quality shall be carried out according to the Table J.0.11.
Table J.0.11 Records of the batch quality acceptance of metal contour plate (one subitem-works of steel structure)
Location of
inspection/test
batch
Project manager
General
supervisor
(quality
engineer)
Chief of
subcontractor
Name of project
Construction organization
Supervision organization
Applicable construction
standard(s)
Main item under control
1
2
3
4
5
6
Admittance of
contour plate
Cracks of base palte
Defects in coating
layer
Onsite installation
Lapping
Anchoring of end
Quality
standard
(this Code)
Accuracy of metal
contour plate
Clause 4.8.3
2
Accuracy of
rolling
5
Construction
organization’s evaluation
results based on
tests/examination
Supervision
organization’s
(client’s) acceptance
records and results
Remarks
Clause
13.2.3,
13.2.5
Clause 13.2.4
Clause 13.3.4
Clause 13.3.5
Forman:
Quality inspector:
Technical forman:
Technical chief of project:
Date:
Supervision
organization’s (client’s)
acceptance conclusions
Construction
organization’s
evaluation
records/results
based on
tests/examination
Clause 13.3.1
Clause 13.3.2
Clause 13.3.3
1
4
Remarks
Clause 13.2.2
Ordinary item
Quality of surface
Quality of
installation
Accuracy of
installation
Supervision
organization’s
(client’s) acceptance
records and
conclusions
Clause 4.8.1,
4.8.2
Clause 13.2.1
Quality
standard
(this Code)
3
Construction
organization’s
evaluation
records/conclusion
s based on
tests/examination
Date:
Supervisor/ quality engineer
(Client’s technical personnel of project):
Date:
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Page 94 of 99
GB 50205-2001
J.0.12 For coating of anticorrosive layer, one subitem-work of steel structure, the
acceptance of batch quality shall be carried out according to the Table J.0.12.
Table J.0.12 Records of the batch quality acceptance of coating of anticorrosive layer (one subitem-works of steel structure)
Location of
inspection/test
batch
Project manager
General
supervisor
(quality
engineer)
Chief of
subcontractor
Name of project
Construction organization
Supervision organization
Applicable construction
standard(s)
Main item under control
1
Admittance of
products/materials
2
Surface treatment
3
Thickness of coating
layer
Ordinary item
1
Admittance of
products/materials
2
Quality of surface
3
Test of adhesion
4
Identification marks
Construction organization’s
evaluation results based on
tests/examination
Quality
standard
(this Code)
Supervision
organization’s
(client’s) acceptance
records and
conclusions
Remarks
Construction
organization’s
evaluation
records/results
based on
tests/examination
Supervision
organization’s
(client’s) acceptance
records and results
Remarks
Clause
4.0.1
Clause
14.2.1
Clause
14.2.2
Quality
standard
(this Code)
Clause
4.9.3
Clause
14.2.3
Clause
14.2.4
Clause
14.2.5
Forman:
Quality inspector:
Technical forman:
Technical chief of project:
Date:
Supervision organization’s
(client’s) acceptance
conclusions
Construction
organization’s
evaluation
records/conclusion
s based on
tests/examination
Date:
Supervisor/ quality engineer
(Client’s technical personnel of project):
Date:
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GB 50205-2001
J.0.13 For coating of fire-retardant layer, one subitem-work of steel structure, the
acceptance of batch quality shall be carried out according to the Table J.0.13.
Table J.0.13 Records of the batch quality acceptance of coating of fire-retardant layer (one subitem-works of steel structure)
Name of project
Construction organization
Supervision organization
Applicable construction
standard(s)
Main item under control
1
2
Admittance of
products/materials
Acceptance of primer
of coating layer
3
Strength test
4
Thickness of coating
layer
5
Cracks in surface
Ordinary item
1
Admittance of
products/materials
2
Quality of primer
3
Quality of surface of
coating layer
Construction organization’s
evaluation results based on
tests/examination
Quality
standard
(this Code)
Remarks
Clause
4.9.2
Clause
14.3.1
Clause
14.3.2
Clause
14.3.3
Clause
14.3.4
Quality
standard
(this Code)
Construction
organization’s
evaluation
records/results based
on tests/examination
Supervision
organization’s
(client’s)
acceptance
records and
results
Remarks
Clause
4.9.3
Clause
14.3.5
Clause
14.3.6
Forman:
Quality inspector:
Technical forman:
Technical chief of project:
Date:
Supervision organization’s
(client’s) acceptance
conclusions
Construction
organization’s
evaluation
records/conclusions
based on
tests/examination
Location of
inspection/tes
t batch
Project
manager
General
supervisor
(quality
engineer)
Chief of
subcontractor
Supervision
organization’s
(client’s)
acceptance
records and
conclusions
Date:
Supervisor/ quality engineer
(Client’s technical personnel of project):
Date:
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Page 96 of 99
GB 50205-2001
Interpretation for wording of this standard
1 The interpretations of some “words/phrases” indicating difference degree of
“strictness” are listed as below in order to make the readers to understand these words
well:
1) “must”, “have/has to”, and related antonyms (“can’t” or “it is prohibited to”) – very
high degree of “strictness”;
2) “shall” and its antonyms (“shan't”) – ordinary “strictness”, i.e., in ordinary
conditions, comply with the requirement(s).
3) “suitable” and “may” and related antonyms (“isn’t suitable “or “may not”– preferred
where possible;
2. In the standard, “carry out (perform) according to (some requirements/standard)” and
“be in conformity with (the requirement)” mean the appointed standard/requirement shall
be complied with. “refer to (some standard or requirement) ” or “see (some prescription)”
mean the compliance isn’t indispensable.
__________ END __________
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GB 50205-2001
List of Quoted Standards / Relevant Standards
1 "Code for Design of Building Foundation" GB 50007
2 "Load Code for the Design of Buildings" GB 50009
3 "Code for Design of Concrete Structures" GB 50010
4 "Code for Seismic Design of Buildings" GB 50011
5 "Code for Design of Steel Structures" GB 50017
6 "Code for Engineering Surveying" GB 50026
7 "Specifications for Bolt-shotcrete Support" GB 50086
8 "Technical Code for Waterproofing of Underground Works" GB 50108
9 "Technical Code of Slipform Engineering" GB 50113
10 "Code for Utility Technical of Concrete Admixture" GB 50119
11 "Technique of Powdered Coal Ash Concrete Spplication" GB 50146
12 "Standard for Quality Control of Concrete "GB 50164
13 "Code for Acceptance of Construction Quality of Building Foundation" GB 50202
14 "Code for Acceptance of Constructional Quality of Concrete Structures" GB 50204
15 "Code for Acceptance of Construction Quality of Steel Structures" GB 50205
16 "Technical Code of Composite Steel-form" GB 50214
17 " Standard for Classification of Seismic Protection of Building Constructions" GB 50223
18 "Code for Construction of Massive Concrete" GB 50496
19 "Technical Code for Monitoring of Building Excavation Engineering" GB 50497
20 "Safety Code for Tower Cranes" GB 5144
21 "Safety Rules for Lifting Appliances" GB 6067
22 "Safety Code for Builders Hoist" GB 10055
23 "Tower Crane" GB/T 5031
24 "Builders Hoist" GB/T 10054
25 "Concrete Pump" GB/T 13333
26 "Anchorage, Grip and Coupler for Prestressing Tendons" GB/T 14370
27 "Ready-mixed Concrete" GB/T 14902
28 "Standard for Evaluation of Concrete Compressive Strength" GB/T 50107
29 "Technical Code for Tall Building Box Foundations and Raft Foundations" JGJ 6
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Page 98 of 99
GB 50205-2001
30 "Specifications for Building Deformation Measurements" JGJ 8
31 " Specification for Welding and Acceptance of Reinforcing Steel Bars" JGJ 18
32 " Standard for Test Methods of Welded Joint of Steel Bars" JGJ 27
33 "Technical Specification for Safety Operation of Construction Machinery" JGJ 33
34 "Technical Code for Safety of Temporary Electrification on Construction Site" JGJ 46
35 " Standard of Construction Safety Inspection" JGJ 59
36 "Technical Specification for Safety Construction of Hydraulic Removable Formworks" JGJ 65
37 "Code for Safety of High Altitude Operation of Building Construction" JGJ 80
38 "Concrete Structures Prestressed with Unbonded Tendons" JGJ 92
39 "Technical Code for Building Pile Foundations" JGJ 94
40 "Technical Specification for Concrete Structures with Cold-rolled Ribbed Steel Wires" JGJ 95
41 "Technical Specification for Plywood Form with Steel Frame" JGJ 96
42 "Technical Specification for Steel Structure of Tall Buildings" JGJ 99
43 "Technical Code for Glass Curtain Wall Engineering" JGJ 102
44 "Specification for Winter Construction of Building Engineering" JGJ 104
45 "Technical Specification for Mechanical Splicing of Steel Reinforcing Bars" JGJ 107
46 "Technical Specification for Concrete Structures Reinforced with Welded Steel Fabric" JGJ 114
47 "Technical Specification for Retaining and Protection of Building Foundation Excavations" JGJ 120
48 "Technical Code for Safety of Frame Scaffoldings with Steel Tubules in Construction" JGJ 128
49 "Technical Code for Safety of Steel Tubular Scaffold with Couplers in Construction" JGJ 130
50 "Technical Code for Metal and Stone Curtain Walls Engineering" JGJ 133
51 "Technical Specification for Steel Reinforced Concrete Mixed Structures" JGJ 138
52 "Technical Specification for Inspection of Machinery and Equipment on Construction Site" JGJ 160
53 "Technical Code for Safety of Forms in Construction" JGJ 162
54 "Technical Code for Safety of Cuplok Steel Tubular Scaffolding in Construction" JGJ 166
55 "Technical Specification for Fair-faced Concrete Construction" JGJ 169
56 "Technical Code for Safety in Earthwork of Building Construction" JGJ 180
57 "Construction Technical Specification for Concrete Pumping" JGJ/T 10
58 "Steel Strand and Steel Wire Unbonded Tendons" JG 3006
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Page 99 of 99