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GOST 23118-99

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GOST 23118-99

INTERSTATE STANDARD

STEEL CONSTRUCTION STRUCTURES

General Technical Specifications

Official Edition

INTERSTATE COMMISSION FOR SCIENCE AND TECHNICS ON

STANDARDIZATION, TECHNICAL RATING AND CERTIFICATION IN

CONSTRUCTION (MNTKS)

Moscow

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GOST 21118-99

Introduction

1. DEVELOPED by Central Project Institution for Science and Research of

Construction Steel Structures Named after N.I.Melnikov (CJSC Melnikov

CNIIPSK), Kutcherenko CNIISK, JSC Concern “Stalkonstruktsia”, Yuzhno-Uralski State University, OAO NIPI “Promstalkonstruktsia”

INTRODUCED by Gosstroi of Russia2. ADOPTED by Intergovernmental Commission for standardization, technical

rating and certification in construction (MNTKS) on May 20, 1998.

Voting for adoption:

Country Title of the state body in charge of

construction management

Republic of Armenia Ministry of City Construction of Republic

of Armenia

Kyrgyz Republic State Inspectorate for Architecture andConstruction at the Government of Kyrgyz

Republic

Republic of Moldova Ministry of territorial development,

construction and utility facilities ofRepublic of Moldova

Russian Federation Gosstroy of Russia

Republic of Tagikistan Gosstroy of Tadjikistan

3. Instead of GOST 23118-78, GOST 4.253-80, SNiP III-18-75

4. IMPLEMENTED from January 2001 as the state standard of the Russian Federation

by Gosstroy decree No. 39 as of 19.10.1999.

The present standard cannot be fully or partly reproduced, copied and distributed

as an official edition without permission of Gosstroy of Russia.

ISBN 5-88111-07507 © Gosstroy of Russia,

II GUP CPP, 2001

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Contents

1. Field of application

2. Statutory references3. Classification, basic parameters and dimensions

4. General technical specifications

5. Acceptance Rules6. Inspection methods

7. Transportation and storage

8. Quality document9. Erection instructions

Appendix A. List of normative documents

Appendix B. Specifications on welded connections quality

Appendix C. Limit deviations from design dimensions in frame structures of grating of

buildingsAppendix D. Form of quality document

III

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GOST 23118-99

INTERSTATE STANDARD


General Technical Specifications

Implementation date 01/01/2001

1. Field of Application

The present standard covers the steel construction structures of steel not higher than C440

for buildings of various purpose (hereinafter referred to as structures), intended forapplication in various climatic zones with seismic activity up to Richter magnitude 9. The

present standard establishes general requirements for these structures.

The requirements of the present standard shall be applied in development and revision of

the current standards for technical specifications on steel structures of various purpose,

development of shop documentation, which includes, upon necessity, requirements for production and supplies of steel structures of certain types and grades, as well as directly

in supplies of single order structures of one-of-a-kind and small lot production, when

technical specifications and standards for them are not developed.

The standard does not cover the structures, which effect the role of technical equipment

(steel structures of blast furnaces and air heaters, tanks and gas-holders, emittingstructures of antennas, headframes, structures of handling equipment and elevators,

mainpipes and process pipes), as well as rail-road and car-road bridges, and hydro-

technical structures.

The mandatory requirements for the quality of structures are listed in sections 4, (with the

exception of 4.12.2, 4.13 and 4.14), 5 and 6 of this standard.

Official Edition

___________________________________________________________________

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2. Statutory References

In the present standard, the normative documents are referred to, and the list of references

is quoted in Appendix A.

3. Classification, main parameters and dimensions

3.1.Steel structures for construction are classified in accordance with the following:

• Purpose;

• Types of connections;

• Shop completion extent

• Construction and operation conditions;

• Responsibility.

3.1.1. In terms of purpose, the structures are classified as follows:

• bearing (basic and auxiliary);

• enclosing;

• combining the bearing and enclosing functions.

3.1.2. According to the type of connection, the structures are classified as follows:

• welded;

• bolted (including those with friction links, on high-strength bolts);

• riveted;

• screwed;• combined.

3.1.3. According to the degree of shop completion, the structures are classified asfollows:

• Fully fabricated at the plant;

• Pre-fabricated as shipping lots (elements) and consolidated in installation;3.1.4. According to conditions of operation and construction, the structures are

classified depending on:

• type of force impact;

• degree of environment aggressiveness;

• temperature conditions;

• mode of operation.3.1.4.1.Depending on the force impact, the structures are classified as follows:

• Taking permanent and temporary loads;

• In addition to the permanently acting and temporary loads, taking specialloads, as live static loads, vibration loads, blast loads, earthquake loads.

3.1.4.2. Depending on degree of environment aggressiveness, the structures are classified

as operable in the following environments:

• non-aggressive;

• slightly aggressive;

• mid-aggressive;

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• heavily aggressive.

In accordance with the degree of aggressiveness towards the steel structures, the

classification is established in compliance with SNIP 02.03.11.

3.1.4.3.Depending on temperature conditions for erection and operations, the structures

are classified as follows:

• with rated temperature: minus 40°C and higher,

• with rated temperature from minus 40 through minus 50°C;

• with rated temperature lower than minus 50 through minus 65°C;

• with temperature of action equal to 100-150 º C;

• operated in heated buildings;

• operated in non-heated buildings.3.1.4.4.According to the type of functioning, the structures are classified as follows:

• Fixed-site;

• Dismountable;

• Mobile.3.1.5. According to criticality, depending on the hazards that may follow structures put

out of order, the structures are classified as follows:

• the ones, whose failure will lead to a complete inoperability of a building or

its considerable part;

• the ones, whose failure will impede normal operation of the building;

• the ones, whose failure will not upset the functioning of other structures or

their elements.3.2. The basic parameters and dimensions of structures shall be quoted in the

standards or design documentation for structures of specific types. In this case, the

identification marks for the structures shall be accepted in accordance with GOST

26047.

4. General Technical Specifications

4.1. The structures shall be manufactured in accordance with the requirements of the

present standard, standards or technical specifications for products of certain

types and sorts in compliance with the shop documentation, approved by the

developer and accepted for production by the manufacturer.

The shop documentation for structures shall be developed in accordance with the

construction codes and standards currently in force in the specific area. The production process shall be governed by process documentation, approved in

compliance with the order established at the manufacturer's.

4.2. The structures shall comply with the requirements, established in the design

process and concerning the bearing capacity (strength and rigidness), and in cases,

provided by the standards or technical specifications, endure loadings during the

loading tests.

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The shop drawings shall include loading schemes, breaking test loads, rigidness

test load and bending test.

If there are no requirements for testing the structures through loading, their

strength and rigidity shall be ensured through the established requirements for the

grades of steel, its strength characteristics and geometric parameters of the product, as well as their structural elements, as well as for welded, bolted and

other connections, and, upon necessity, for other elements and parts of structures,

depending of the type and character of their operations.

4.3. The structures shall resist the temperature and other types of estimated impacts, to

which they can be subjected during the operations.

The shop drawings of enclosing structures of heated buildings shall state the typesand parameters of the thermal insulant in compliance with SNiP II-3 thermal

protection requirements.

When impacted by an open flame during a fire, the structures, depending on their

type, shall keep their bearing capacity and (or) integrity, and, upon necessity, theirthermal protection capacity during the specified time. The limit of the structures'

fire resistance and the class of fire risk shall be determined on the basis of tests,

and the results shall be stated in the working documentation.

4.4. The structures shall be protected from corrosion by methods stated in the design

documentation, in compliance with the requirements of SNiP 2.03.11.

Terms of sustainability of protective coatings shall be indicated in the standards,technical specifications or design documentation for structures of specific types.

4.5. Protective coatings shall be applied on the structures in workshop conditions.

The coatings can be applied directly in the process of structures installation when:

• Correcting the spots of protective coating damaged during transportation, storage,

mounting;

• Applying color identification marks;• Painting over the shop identification marks;

• Agreed with the customer.

4.6. Points of field connections on high-strength bolts with controlled tightening and

the area of field welding at the width of 100 mm at the both sides of the

connection cannot be primed, painted and metal coated in the workshopconditions.

4.7. The quality of surface decontamination from grease shall correspond to the

second degree of grease removal in accordance with GOST 9.402.

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The degree of cleaning of structures surface from oxides shall comply with SNiP

2.03.11.

4.8. According to the appearance parameters, the paint coatings of the structure

surfaces shall comply with the following classes of GOST 9.032:

IV-V for structures, operated in various environments with medium- and heavily

aggressive extent of impact;

From V to VI - for structures in low aggressive environments;

To VII - in non-aggressive environments.

4.9. Material requirements

The standards or technical specifications for the structures of specific types, shall involve

such materials for structures and connections that are specified in the designdocumentation developed in accordance with SNiP II-23.

The materials shall comply with the requirements of standards and technical

specifications for their fabrication.

Requirements for welded connections

The steel structures shall be welded in accordance with the developed technological procedure, presented as typical or specific process instructions or in accordance with

welding execution plan.

The mechanical properties of the metal for the welded connections, determined onthe basis of GOST 6996 test results, shall comply with the following requirements:

• the ultimate strength of the welded connection metal shall not be lower than

the required ultimate strength of base material;

• the hardness of the welded connection metal (the weld metal and metal of theheat-affected area) when structures are welded in workshop conditions shall

not be higher than 350 HV in the structures of Group 1, as classified in SNiP

II-23, and not higher than 400 HV for the structures of other groups; if thestructures are welded in field conditions, the hardness of the welded

connection metal shall not exceed 350 HV;

• the impact strength on type VI specimens, under the mean daily temperature

of the outdoor air in the coldest five subsequent days, stated in the design,shall not be lower than 29 J/cm

2, except for slag-welded connections;

• the elongation shall not be lower than 16%.

Notes.

1. The tests on impact strength shall be conducted on the metal of butt joints or

T-joints with side penetration.2. When testing the impact strength of the fusion border metal, the rates can be

lower, but not lower than by 5 J/cm2.

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3. When it is required to estimate the impact strength on the specimens of other

types, its rates shall be stated in the design documentation.

4.10.3. The deviation of welded joints dimensions from the designed ones shall notexceed the figures, stated in GOST 5264, GOST 8713, GOST 11533, GOST

11534, GOST 14771, GOST 23518. The dimensions of the corner weld shall

ensure its throat area, determined by design value of the leg size, withconsideration of maximum permissible clearance between the welded elements;

with this, for the rated corner joints the excess of the clearance shall be

compensated by increase of the weld leg.4.10.4. After welding completion, the welds of the welded connections and structures

shall be cleaned from slag, metal spatter and build-ups. The welded assembly

attachments and the runoff beams shall be cleared away without application of

shocks and damage of the base material; and the points of their welding shall be

dressed to the base material, with all defects removed.4.10.5. At the joint of the welded connection, there shall be a number or stamp of the

welder, who made that joint. The number or stamp shall be placed at a distancenot less than 4 cm from the border of the joint, if there are no other statements in

the project or process documentation. When an assembly unit is welded by one

welder, an entire numbering is allowed. In this case, the welder’s stamp shall be put near the mark of the shipping lot. When the welding is performed in the field

conditions, it is allowed to mark the joints on as built diagram.

4.10.6. Depending on the design, the operating conditions and the degree ofresponsibility, the joints of the welded connections are divided into Categories I,

II and III. These categories determine the high, medium and low level of quality

respectively. The characteristics of categories and levels of quality are quoted inTable 1 and Appendix B.

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Table 1

Category and levels of

quality of joints of weldedconnections

Type of welded connections joints and

characteristics of their operation conditions

I - high 1. Cross cut butt joints that taking up the direct tension

stresses σ p ≥ 0.85 R y (in the tensile boom and webs of

beams, members of girders, etc.)2. T-joints, corner joints, lapped joints being in cleavage,with tension stresses, acting on the attached elements, σ p ≥

0.85 R y, and joint shear stress τ yш ≥ 0.85 R wf .3. The joints in structures or their elements, related to

Group 1, as classified in SNiP II-23, as well as in the

structures of Group 2, in construction areas with ratedtemperature lower than minus 40ºC (except of cases,

related to types 7-12).

II - medium 4. Cross butt welds, that take up direct stresses0.4 R y ≤ σ p < 0.85 R y, as well as T-welds,

corner welds, lapped welds, being in cleavage,with direct stresses, acting on the attached

elements ≥ 0.85 R y, and with shear stress in

joints equal to τyш ≥ 0.85 R wf (with theexception of cases, related to type 3).

5. The rated corner welds that take up shear

stresses τ yш ≥ 0.75 R wf , which joint the basicelements of the structures of groups 2 and 3

(except of cases, related to types 2 and 3).

6. The longitudinal butt welds that take up the

tension stress or shear stress 0.4R ≤ σ < 0.85R.

7. The longitudinal (bonding) corner welds in the

basic elements of the structures of groups 2and 3 that take up the tension stresses

(circumferential weld of the built-up section,

the joints in the truss tension members).

8. The butt welds, corner welds to attach thegusset plates, junction plates, retainers, etc. to

the tensioned regions of the basic elements.

III-low 9. Cross butt welds that take up the compression

tests.10. Longitudinal butt welds and bonding corner

welds in the structures compressed elements

11. Butt weld and corner welds that attach thegusset plates to the structures' compressed

elements.

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12. Butt welds and corner joints in subsidiarystructural elements (structures of group 4).

Symbols:

σ p - tensile stress of the weld metal;

R y - estimated resistance of steel to extension, compression and flexure as per

yield point;

τyш - tangential stress of the corner weld metalR wf - estimated resistance of the corner weld to the shear fracture (conventional)through the weld metal

σ - weld metal stress;

R - estimated resistance of the weld metal.

4.10.7. The following shall be indicated in the design documentation:

• Welded connections which require inspection involving ultrasonic and

radiographic methods, as well as mechanical tests;

• Methods and scopes of inspection;

• The required level of welded connections quality.4.10.8. For visual inspection, the welded connections shall comply with the following

requirements:

a) To have a smooth or evenly rippled surface, without abrupt junctions to the base material (the requirement of a smooth junction to the base material shall

be specifically justified and provided with additional process techniques);

b) The welds shall be tight along the whole length, and not have visible burns,narrowings, gaps, rolls, as well as undercuts of unacceptable size, incomplete

root penetrations, and faulty fusions along the edges, slag inclusions, cavities;

c) The metal of the weld and the heat-affected zone shall have no cracks of anyorientation and length;

d) The strike of the joints in the points of welding completion shall be re-welded,

and the points of welding completion shall be welded up.

4.11. The Requirements for bolted and riveted connection holes

4.11.1 The nominal diameters of the holes for bolted and riveted connections of varioustypes being of A, B and C accuracy classes as per GOST 1759.0, as well as high-

strength bolts as per GOST 22353 and GOST 22356 shall be accepted in

compliance with SNiP II-23 and design documentation.

4.11.2. The holes shall be made by drilling or pressing-through in workshop conditions,

except of those stipulated in the design documentation.

4.11.3. The limit deviations of the hole diameters from the designed ones, depending onthe method of making, and the type of bolt connection, are quoted in Table 2.

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4.11.4. The inspection and general assembly of structures with field bolt interconnections

shall be performed in workshop conditions, if it is stipulated in the design

documentation.

Table 2

Name of

deviation

Diameter of

holes, mm

Allowable

deviation, mm

Allowable number of deviations

in every group of holes for steels:

C 235-C285 C345-C440

The deviations

of the diameterof drilled and

pressed-through

holes for rivetsand bolts, as

well as their

ovality

Up to 17

More than 17

0; +0.6

0; +1.5

not limited

Fallings; sizemore than 1

mm and cracks

in the holeedges.

- - Is not allowed

Slant (axis

slope) to 3% of

the thickness ofthe outfit, but

not more than 2

mm in case ofautomatic

riveting and 3

mm in case of pneumatic

manual riveting

- - Is not limited Up to 20%

Slant (axis

slope) up to 3%of the outfitthickness

- - Is not limited

Slant of largevalues

- - Is not allowed

Deviation of

the depth of thecountersink

- ±0.4 Is not limited

Note. The diameter of pressed-through holes from the side of the matrix shall not exceedthe nominal diameter of the holes by more than 1.5 mm.

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4.12. Accuracy of manufacturing of elements of structures and assembly

(Erection) units (Articles) of structures

4.12.1. The limit deviations of structures geometric parameters (elements of structures,

units, assembly articles) shall comply with the values, stated in designdocumentation, in the standards or technical specifications for structures of

certain types.

The accuracy of geometric parameters shall be calculated in accordance with thenormative documents for the System of assurance of accuracy of geometric parameters in

construction (GOST 21778, GOST 21779, GOST 21780), subject to functional limits,

required level of structures assemblability in the process of erection and manufacturing,and with consideration of constructional, as well as technological opportunities of the

manufacturing and erection.

4.12.2. The recommended values of limit deviations from the designed sizes in the

supporting structures of buildings are listed in Appendix B.

4.13. Completeness and Delivery Specifications

4.13.1. The structures shall be delivered to the consumer in sets.

4.13.2. The composition of the set supplied by manufacturer shall be indicated in thestandards, technical specifications or design documentation on structures of

specific types.

The composition of the set shall comprise the following: the structures, designdocumentation enabling erection of the structures and their operation as well as the

document on quality (passport) of the structures.

4.13.3. The composition of the set (the volume, the structures procurement procedure, the

quality document (passport), and the accompanying design documentation, theextent of design documentation detailing, supplies of spare structures, materials,

pads, fasteners, etc.) should be specified in an agreement (contract) on structures

procurement.4.13.4. When setting overall structures dimensions, there should be an option to divide

them into shipping elements considering the process capacities of the

manufacturer and consumer's handling and lifting equipment, as well astransportation conditions. The division of the structures into delivery parts and

blocks shall meet the following requirements:

- A shipping element or block shall keep the designed geometric

dimensions and the form during handling operations andtransportation;

- An element or block shall have details for slinging operations at

loading, unloading, field consolidation, for mounting of scaffoldingand ladders and also shall contain assembly parts for fixation of the

structures in the designed position;

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- dimensions of the element of block of structure transported by railway,

shall comply with the railroad overall dimensions;

- dimensions of the element or block of the structure transported by cartransport, shall comply with the requirements of the traffic safety

official bodies.

4.14. Marking

4.14.1. Depending on the function, marking of the structures and their elements can be

operational, general, individual and orienting.4.14.2. Operational marking is applied on details and elements of the structures in the

process of all operations on structures manufacturing in accordance with the

process documentation. As a rule, operational marking is not preserved on themanufactured structure, except of cases, when this requirement is quoted in the

design documentation, technical specifications or standard for structures of a

specific type.4.14.3. General marking is applied on every structure. General marking shall have the

mark as per GOST 26047. It is allowed to apply the trademark or short name of

the manufacturer on the structure. It is permitted to apply the general marking onthe structures as a stripe with the width of 5 cm of a specific color for every order,

when the manufacturer ships structures in accordance with two or more orders to

the same destination.

4.14.4. Individual marking shall be applied on the structures which have passed throughthe general assembly and check assembly. Individual marking shall include:

• General marking;

• Additional marking, in accordance with the erection diagram.

4.14.5. Orienting marking shall be applied on the structure, for the erection of which it is

necessary to use information on the correctness of its orientation in the space.

Orienting marking is applied only, if there are relevant indications in the designdocumentation, and only on the structures, which have passed through general

assembly and check assembly.

4.14.6. Orienting marking shall be applied as an addition to the general marking orindividual marking, and it shall include marking signs, indicating the following:

the slinging point, the resting point and alignment marks of the structures, statedin the design documentation. The resting point, as well as the alignment marks,shall be applied as 5 mm long prick-punched marks.

4.14.7. Depending on the dimensions of the structure, the marking can be lower-case and

staged.4.14.8. The marking shall be applied in two points. It shall be applied on a visible area,

viewable and legible during storage and erection and, when necessary, during

operation and maintenance.4.14.9. The location of marking on the structure shall be stated in compliance with GOST

2.314 in the standards, technical specifications or design documentation for

specific types of structures.

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4.14.10. On structures, which are impossible to mark due to small dimensions, it is

permitted to apply marking without indication of the number of order and the

drawing. And in this case, the structures shall be put in a box or tied up in a bundle. Then, the relevant box or bunch shall be attached with a tag showing the

order number, drawing and quantity in the box or bundle.

4.14.11. The marking shall be established in the standards or technicalspecifications for the structures of specific types or design documentation. The

application shall be made through one of the ways below:

• Stenciling;

• Letter and numeric stamps, according to GOST 25726;

• Punching;

• Fixing on the article a metal tag with marking, tapped out by a letter and numeric

stamp.

It is permitted to apply the marking by hand painting, but this shall be readable.

The marking in letter and numeric stamp shall be framed with a paint line.

4.14.12. Marking by stenciling shall be performed by paint contrasting to the

background color of the structure.

4.14.13. Marking shall involve fonts of 10, 15, 30, 50 and 100 mm high inaccordance with GOST 14192.

4.14.14. When the conditions and terms of storage, established in the norms, are

complied with, the marking shall ensure visual reading in the process of storage

and erection.Marking made by letter and numeric stamps, by punching or fixing a metal tag on

the structure, shall ensure preservation of the signs over the whole working life of

an article in all conditions and modes, established in the standards, technicalspecifications and design documentation.

4.14.15. The fixing of attachable metal tags on structures shall eliminate any potential for creation of active galvanic couples. The dimensions of a tag shall be

in compliance with GOST 14192.

4.14.16. The transport marking of articles shall be in accordance with GOST

14192.4.14.17. On the details of rated elements of the structures, stipilated in the design

documentation, standards or technical specifications, the marking should be made by punching with mandatory indication of the metal heat number.

4.15. Packing

4.15.1. Structure packing shall be made in compliance with the measures eliminating the

change of geometric shape and deformation, and the measures that provide for

preservation of protective coating of the structures in the process of their loading,

unloading and storage.4.15.2. As a basic type of structures packing, baling shall be used for transportation and

storage.

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4.15.3. Baling is required for the structures, details and assembly units (articles) of low

hardness and stability:

• Flat lattice-like structures;

• Beams (crane beams, overhead transport routes, floorings);

• Elements of building enclosure structures and other ones that permit their baling.

Specific structure bales are released as transport bales or are unitized in this way.

4.15.4. Forming of transport bales shall be performed from similar articles or bales of one

order and drawing, or from shipping elements or bales of different kinds withinthe order.

4.15.5. The transport bales of articles shall ensure the following:

• A possibility of machined loading on transport vehicles and unloading;

• Stability of shape and dimensions, integrity of structures in the process oftransportation, loading, unloading and storage;

• Stability of each bale and a possibility of stockpiling in two tiers and more except

of bales of lattice-like elements and curvilinear sheet structures;

• Accessibility of checking the articles quantity and their marking in one bale;

• Safety of forming, loading, unloading, possibility of bale elementwisedisassembly;

• Reliability and convenience for use on vehicles in accordance with the rules inforce for a specific type of transport.

4.15.6. The articles (accessories, fasteners, straps, assembly and erection attachments,

etc.) of small weight, with dimensions up to 1.5 m, shall be packed in box pallets(with a cover or without it, with solid or lattice-like walls), fabricated in

accordance with manufacturer's drawings approved in the established order. High-

strength bolts packing shall be done in accordance with GOST 22356 and GOST18160. Component parts can be supplied in manufacturer's packing and

containers.

4.15.7. The maximum dimensions of bales and box pallets transported by railroad, cars

aviation and water transport shall comply with the requirements set by the

regulations in force for these types of transport and approved in an establishedorder.

4.15.8. The weight of a transport bale shall not exceed 20 tons unless a different weight isspecified in the order. In this case, the bale weight exceeding 20 tons shall be

agreed between the consignor and consignee. In case of bale transshipment, an

agreement is required with the transshipment station (point), when the packageweighs more than 10 t.

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4.15.9. In case of mixed transportation, the dimensions and weight of the bales and box

pallets shall not exceed the least values indicated in the regulations of relevant

types of transport, with requirements in 4.15.4 considered.

4.15.10. The weight of the means of baling and the box trays shall be the minimum

required. The bearing and non-bearing elements of the baling means shall becalculated in accordance with construction codes and standards for steel structures

design with consideration of the packaged structures weight, as well as loads,

arising in the process of loading, unloading and transportation of the cargo on

vehicles.

4.15.11. The load-bearing elements of the baling means shall have fittings for bale

slinging and fixation on transport vehicles. The holes in the details of the balingmeans shall not be less than:

70mm for slinging; 30mm for fixation.

4.15.12. The following should be applied for the baling means:

• structural shapes (hot-rolled, cold-formed), and sheet steel;

• bolted and welded connections;

• low-carbon steel wires of general purpose, heat-treated, of at least 6 mm diameter.

4.15.13. To preserve the structures protective coating in the spot of their contact,

and the contact with the baling means, it is necessary to install and fix the gaskets

of wood, paperboard, plastic and other materials.4.15.14. The means of fixing the cargo in transport bales shall be done in

accordance with GOST 21650.

4.15.15. The bales of articles, as well as box pallets shall have their marking inaccordance with GOST 14192.

5. Acceptance rules

5.1. All the supplied structures shall be accepted by the service of manufacturer's

technical inspection.

5.2. In the process of acceptance, it is necessary to establish whether the structures parameters meet requirements of:

• this standard;

• standards or technical specifications for specific structures;

• design documentation.

5.3. For acceptance of serial production structures, the volumes of batches, the

methods and plans of inspection (including the amount of sampling) shall bedetermined in the standards or technical specifications for specific structures.

5.4. For acceptance of structures of single-piece and small-batch production the

volumes of batches, the methods and plans of inspection (including the amount of

sampling) shall be listed in their design documentation.

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5.5. The compliance of structures quality characteristics and process mode parameters

with the requirements of the documents stated in item 5.2. shall be established on

the basis on the data of receiving inspection, operational inspection and

acceptance inspection as per the list of characteristics and procedures quoted inTable 3.

Table 3

Type of inspection Characteristics or procedures to be inspected

1 Receiving Quality of component parts, parent material and billets(class and grade of the steel, range and geometric

dimensions of the rolled product, grades of paint materials,

welding materials and materials of anti-corrosion coatings;quality of gases for welding and cutting of the metal,

classes of bolts and nuts, etc.)

2 Operational Geometric parameters of the templates, conductors andother rigging elements.

Geometric parameters of the details and billets including

those after mechanical treatment.

Assembling of the structure or its elements for welding.Quality of welded and bolted connections.

Quality of separately made elements forming the structure.

Structures geometrical parameters.Quality of anti-corrosion coatings, including surface

preparation, priming and coating layers

3 Acceptance3.1. Periodical inspection and tests Process mode parameters of production operations.

Checking the process stability of production

operations and sufficiency of the scope of receivingand operational inspection.Assemblability of structures on the basis of check

assembly.

Structures bearing capability and hardness.

3.2. Handover Checking of availability of documents on receiving

and operational inspection, as well as their compliance

with the approved process documentation.

Geometrical parameters of structures, impactingstructures assemblability

Structures visual inspection

Random inspection of corrosion protection, welds andother requirements of the standard, technical

specifications and design documentationCompleteness, marking, packing.

Notes

1. The check of structure assemblability, bearing capacity and hardness is conducted in the same way

as acceptance and handover inspection, if so provided for in the standards, technical specifications

and design documentation for specific types of structures.2. The procedure of external examination of the structures provides for visual inspection to meet the

standard requirements and detect possible defects of the structure.

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Depending on the type of controlled articles and the specifics of their production, the list

of these characteristics can be specified in the standards, technical specifications and

design documentation for structures of specific types and in process documentation.

The results of receiving, operational and acceptance inspection shall be fixed in relevant

logs of technical inspection, laboratories or other documents.

The parameters, the inspection results of which shall be entered in the above-mentioned

documents shall be in accordance with the structures process and design documentation.

5.6. Receiving Inspection.

5.6.1. Receiving inspection of materials and component parts shall be conducted in

compliance with GOST 24297.5.6.2. If for the quality of materials and component parts a receiving inspection is

specified in the standards or technical specifications for structures of single-pieceor small-batch production, the inspection shall be conducted in a certified

laboratory, or in the laboratory of the structures manufacturer.

With this, rules of acceptance and inspection methods provided for in supplier'stechnical specifications or standards shall be applied.

5.7. Operational Inspection

5.7.1 Operational inspection shall be conducted in compliance with manufacturer's

process documentations. Inspection shall be sufficient to assess the quality of performed operations, taking account of compliance with requirements of the

standards or technical specifications, as well as design documentation forstructures.

5.7.2 The list of parameters to be controlled in the course of inspection and its scope as

well as accuracy and stability of production operation process parameters shall bein accordance with manufacturer's process documentation developed in

compliance with standards of the unified system of production process design,

and confirmed before setting in production in accordance with GOST 15.001 andGOST 15.005.

5.7.3. The scope of inspection for structures of single-piece and small-batch productionshall be in accordance with items 5.7.1 and 5.7.2.In case of random inspection, the randomly selected unit is subject to inspection

of all parameters. If the actual value of at least one parameter of the unit goes

beyond the tolerance limit, this unit shall be rejected and then a double quantity ofunits from this batch shall be inspected. In case of detection of the same defect all

units of that batch shall be returned to manufacturer for rectification. After that,

they shall be provided for inspection in the same order.

5.7.4. Operational inspection of welded connections quality

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5.7.4.1.Operational inspection of welded connections quality shall be conducted before

application of corrosion protection (including structures painting). Methods and scopes of

operational inspection are shown in Table 4.

5.7.4.2. Non-destructive inspection of the welded connections quality shall be conductedafter the correction of intolerable defects revealed by visual inspection and by

measurement.

First of all, the welds shall be inspected in spots of their intersection, and in spots with

signs of defects.

Table 4

Method of

inspection, GOST

Type of controlled

welds as per Table 1

Scope of inspection Notes

Visual and bymeasurement

All 100% The inspectionresults for welds oftype 1-5 as per table

2 shall be

formalized by a protocol.

Ultrasonic, GOST

14782 or

radiographic, GOST7512

1 and 2 100% -

3 10% Without

consideration of the

scope provided for joints of types 1 and

2

4 5% The same

5 and 8 1% “

Mechanical Tests,

GOST 6996

Type of controlled connections, scope of inspection and quality

requirements shall be indicated in design documentation subject to

requirements of 4.10.2.

Notes

1. Methods and scope of inspection of welded connections in the blocks of increasedhardness, where cracking potential grows, shall be additionally specified in design

documentation.

2. As for the structures and blocks characterized by the hazard of cold and foliatedcracking in welded connections, the quality control shall be exercised not earlier

than in 48 hours after welding completion

If this inspection reveals an unsatisfactory quality of the weld, then the inspection shall

be continued until revealing the actual borders of the defective area.

The inspection shall be conducted in accordance with requirements of the standards,

design documentation and process documentation. Non-destructive inspection shall be

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conducted by duly certified professionals (NDT inspectors). Inspection results conclusion

shall be signed by a professional not lower than of level II.

5.7.4.3. In case of systematic revealing of intolerable defects in welded connections (thelevel of rejection is higher than 10%) by nondestructive methods, the scope of inspection

shall be doubled, and upon further revealing of intolerable defects, all connections of that

type shall be 100% inspected.

5.7.4.4. The welded connections that fail to meet the requirements for their quality, shall

be corrected in compliance with the developed technology and inspected again.

5.7.5. The methods and scopes of inspection shall be applied in accordance with

instructions of this standard, unless other requirements are specified in the design

documentation. If agreed with the design organization, other effective inspection

methods can be used instead of the above-mentioned, or as an addition to them.

5.8. Acceptance inspection

5.8.1. The acceptance inspection shall concern acceptance of the finished product

quality based on the data of the receiving, operational, periodical and handoverinspection.

5.8.2. The periodical control shall be conducted in the time provided for in

manufacturers process documentation or off-schedule in case if the handoverinspection shows a systematic incompliance with codes and standards or design

documentation.

5.8.3. If the results of periodical control are unsatisfactory, the production of structuresshall be stopped until the elimination of reasons that caused the defects.

5.8.4. Handover inspection of every batch of structures shall be performed inaccordance with the list of characteristics and procedures, quoted in Table 5:

in case of a random inspection – on production samples, included in the

sampling with the volume determined in accordance with requirements of 5.3. and5.4;

in case of 100% inspection – on every unit of the products.

5.8.5. The consumer has a right to exercise structures receiving inspection with theapplication of rules of acceptance established by this standard, and in accordance

with the standards, design documentation and technical specifications for specific

types of structures.

Table 5

Parameter to be controlled Type of Inspection

Documents on receiving and operationalinspection

Checking of availability of documents anddata on compliance of the controlled

parameters with requirements of normative

and technical documentation

Geometric parameters of the structures Measurement

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(shipping element) which impact theassemblability

Quality of welded connections* Visual, for compliance with requirements

of 4.10.8.

Upon occurrence of defects revealed by the

visual inspection – in accordance with5.7.4.2, with this, the scope of inspection

shall be in accordance with Table 4.

Number of holes for bolted and riveted

connections

Visual

Measurement

External view and thickness of protective

coating

Visual

Measurement of thickness

*For handover inspection of welded connections quality, the controlled areas shall be

cleaned from the applied corrosion protection.

6. Inspection methods

6.1. The inspection of articles shall be performed by the manufacturer's technical

control service the supervising body.

6.2. The types and methods of articles inspection shall be in accordance with thisstandard and the standards and technical specifications for specific structures of

batch production, design documentation for structures of single-piece and small

batch production, if established therein.6.3. The selection of methods and means of structures geometrical parameters

measurement for inspection shall be in accordance with GOST 23616.

6.4. The rules of measuring the geometric parameters shall be in accordance withGOST 26433.1 and GOST 26433.2.

6.5. The quality control of cleaning and degreasing shall be in accordance with GOST

9.402.6.6. The appearance of the coating shall be inspected visually in accordance with

GOST 9.302, for metallic and non-metallic non-organic coatings, and in

accordance with GOST 9.032 - for paint coatings.6.7. The coating thickness inspection shall be conducted through non-destructive

methods involving devices for coating thickness control in accordance with

GOST 9.302. The result of inspection shall be the average value of fivemeasurements of the coating thickness on every inspected area.

6.8. The coating density, elasticity, adhesion, bending test and other requirements for

the coatingss, if stated in design statutory documentation shall be controlled in

accordance with duly approved methods.6.9. In control and general assemblies, the geometrical parameters of structures shall

be controlled in accordance with GOST 26433.2. The field bolted connections

shall be checked with gages in accordance with the requirements established indesign documentation.

6.10. The control of completeness, marking and packing should be exercised for

compliance with requirements of 4.12-4.14.

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7. Transportation and Storage

7.1. The requirements for transportation and storage shall be listed in the standards or

technical specifications on the batch-produced structures and in designdocumentation on structures of individual production.

7.2. The loading, transportation, unloading and storage of structures shall be exercised

with observance of the measures eliminating the possibility of their damage, aswell as providing for integrity of the structures protective coatings. To drag or

unload the structures by throwing off is not allowed.

7.3. Safety requirements for loading and unloading works with structures are listed inGOST 12.3.009.

7.4. The conditions of structures transportation and storage shall be established,

depending on climate factors of environment, in accordance with GOST 15150.

7.5. Transportation of structures is allowed by any type of transport. In case of

transportation of structures by railroad transport, the loading and fixing should beexercised in an open rolling-stock, in accordance with GOST 22235, on account

of maximal use of their loading capacity, and in accordance with the requirementsof Rules of cargo transportation and technical specifications for cargo loading and

fixing.

7.6. The arrangement and fixation of individual structures, packages, trays on meansof transportation should be in accordance with the schemes developed in

compliance with the technical specifications and rules in force for the transport of

the given type.7.7. The loading and unloading of structures, transport bales and box pallets should be

exercised by methods, eliminating the damage of structures and transport means.

7.8. The structures should be stored in specially equipped warehouses. The structuresshould be sorted in accordance with orders, assembly components and grades.

7.9. During storage, a stable position of structures, bales and box pallets shall be provided, and their contact with the ground should be excluded. Measures shall be

provided against accumulation of atmosphere humidity on or inside the structures.

7.10. In case of structures multi-layered warehousing, the packages and box trays of theabove-located layer shall be divided from the below-located layer by wooden

gaskets arranged on the same vertical with pads.

7.11. The schemes of warehousing shall eliminate structures deformation and ensuresafety of unslinging and slinging of the structures, bale or the box pallet.

7.12. In warehousing, a good visibility of the structures’ marking shall be provided.

7.13. The dimensions of passages and driveways at the warehouse, between the stock piles or individual structures shall comply with the requirements of constructioncodes and standards as well as safety requirements.

8. Quality Document

8.1. The quality document on steel construction structures shall be executed for every

building, erected on the site, and on every batch of structures.8.2. The form of quality document on steel structures is quoted in Appendix G.

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9. Erection instructions

9.1. The erection of structures should be effected in accordance with requirements of

normative documents for erection, and rules, established in the project of erectionorganization and performance.

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APPENDIX A

(referential)

List of statutory documents

GOST 2.314-68 ESKD Drawing references on articles marking and stampingGOST 9.032-74 ESZKS Paint coatings. Groups, technical spesifications and

identifications.

GOST 9.302-88 ESZKS Metallic and non-metallic coatings. Inspection methods.GOST 9.402-80 ЕСЗКС Paint coatings. Preparation of metal surfaces before the

painting.

GOST 12.3.009-76* SSBT. Loading and unloading works. General safety requirements.

GOST 15.001-88 System of development and putting in production. The

product of industrial and technical purpose.GOST 15.005-86 System of development and putting in production. Creation

of articles of single-piece production and small-batch production to be assembled in place of operation.

GOST 1759.0-87 Bolts, screws, studs and nuts. Technical specifications.

GOST 5264-80. Manual arc welding. Welded connections. Basic types,structural elements and dimensions.

GOST 6996-66 Welded connections. Methods of mechanic properties

determination.GOST 7512-82 Non-destructive inspection. Welded connections.

Radiographic method.

GOST 8713-79 Hidden-arc welding. Welded connections. Basic types.Structural elements and dimensions.

GOST 11533-75 Automatic and semi-automatic submerged arc welding.

Welded connections under sharp angles and oblique angles.

Basic types. Structural elements and dimensions.

GOST 11534-75 Manual arc welding. Welded connections under sharpangles and oblique angles. Basic types. Structural elements

and dimensions.

GOST 14192-96 Cargo marking.GOST 14771-76 Gas-shielded arc welding. Welded connections. Basic

types. Structural elements and dimensions.

GOST 14782-86 Non-destructive inspection. Welded connections.Ultrasonic methods.

GOST 15150-69* Vehicles, devices and other technical articles. Different

climatic variants. Categories, operation conditions, storage

and transportation as concerns climatic impact.GOST 18160-72 Fasteners. Packing. Marking. Transportation and storage.

GOST 21650-76 Means of fixing individual containers in transport bales.

General requirements.GOST 21778-81 System of ensuring of geometric parameters accuracy in

construction. Process tolerances.

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GOST 21780-83 System of ensuring of geometrical parameters accuracy in

construction. Accuracy calculation.

GOST 22235-76 Freight railcars for mainline railroads, with 1520mm track

gauge. General requirements on ensuring of preservation inthe process of loading, unloading and shunting work.

GOST 22353-77 High strength bolts of B accuracy class. Design and

dimensions.GOST 22356-77 High strength bolts and nuts, and plain washers. General

technical specifications.

GOST 23518-79 Gas shielded arc welding. Welded connections under sharpangles and oblique angles. Basic types, structural elements

and dimensions.

GOST 23616-79 System of ensuring of geometric parameters accuracy in

construction. Control of accuracy.

GOST 24297-87 Product receiving inspection. General provisions.GOST 25726-83 Stamps - by hand in letters and numbers. Types and basic

dimensions.GOST 26047-83 Steel construction structures. General identifications

(grades).

GOST 26433.1-89 System of provision of accuracy pf geometric parameters inconstruction. Rules of measurement making. Elements of

work shop manufacturing.

GOST 26433.2-94 System of ensuring geometric parameters accuracy inconstruction. Rules of building parameters measurement.

SNiP 2.03.11-85 Construction structures corrosion protection.

SNiP II-23-81* Steel structures. Design regulations.

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APPENDIX B

(mandatory)

Welded Connections Quality Requirements

Table B1

Tolerable defects

Name of a defect Defect properties,location, shape and

dimensions

Tolerable defects, as per with quality levels

High Medium Low

1. Cracks Cracks of all types,

dimensions andorientation

Not allowed

2. Voids and void

volume

Maximum

summarized area of

voids as compared

with the area ofweld projection in

the estimated spot*

Maximum size of asingle void:

Butt weld

Corner weldBut not more

than

1%

d ≤ 0.2 S

d ≤ 0.2 K

3 mm

2%

d ≤ 0.25 S

d ≤ 0.25 K

4 mm

4%

d ≤ 0.3 S

d ≤ 0.3 K

5 mm

3.Void

accumulation

Maximum

cumulative area of

voids as comparedto the defected area

of the weld spot**

Maximum size of asingle void:

Butt weld

Corner weld

But not more thanDistance between

the accumulations

4%

d ≤ 0.2S

d ≤ 0.2K

2 mm

L ≥ 12t

8%

d ≤ 0.25 S

d ≤ 0.25 K

3 mm

L ≥ 12t

16%

d ≤ 0.3S

d ≤ 0.3K

4 mm

L ≥ 12t

4. Gas cavities Long defects Not allowed

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and wormholes Short defects:Butt weld

Corner weldh ≤ 0.2S

h ≤ 0.2Kh ≤ 0.25S

h ≤ 0 .25Kh ≤ 0.3S

h ≤ 0.3K

Maximum size ofgas cavity or

wormhole.

2 mm 3 mm 4 mm

5. Slag inclusions Long defects Not allowed

Short defects:

Butt weld

Corner weld

h ≤ 0.2S

h ≤ 0.2S

h ≤ 0.25S

h ≤ 0.25K

h ≤ 0.3S

h ≤ 0.3K

Maximum size of

inclusion

2 mm 3 mm 4 mm

6. Inclusion ofcopper, tungsten,

and other metal.

Foreign metalinclusions.

Not allowed.

7. Incomplete penetrations and

fusion.

Long defects The same.

Short incomplete

penetrations:Butt weld

Corner weld

Not allowed

h ≤ 0.1S

h ≤ 0.1K

Distance between

the defects

Maximum 2

mm L ≥ 12t

Incomplete fusion Not allowed

8. Poor

penetration

Not allowed Long defects are not allowed

Short defects:

h ≤ 0.1SMaximum

1.5 mm

h ≤ 0.2SMaximum 2

mm

9. Unsatisfactoryclearance in the

T-joint.

Excessive or

insufficient

clearance betweendetails

h≤0.5 mm+0.1K

Max. 2 mm

h≤0.5 mm+0.15K

Max. 3 mm

h≤1 mm+0.2K

Max. 4 mm

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In some cases the

clearance oversizecan be compensated

through increase of

the weld leg.

10. Undercuts Transition from the

weld to the base

metal shall besmooth.

The boundaries ofundercuts shall besmooth.

h ≤ 0.5 mm h ≤ 1.0 mm h ≤ 1.5 mm

11. Exceedanceof crown:

Butt weld

Corner weld

Transition from theweld to the base

metal shall be

smooth.

h ≤ 1mm+ 0.1 в

Max. 5 mm

Max. 3 mm

h ≤ 1mm+0.15 в

Max. 7 mm

Max. 4 mm

h ≤ 1 mm

+0.25 в

Max. 10 mm

Max. 5 mm

12. Increase of

the leg of thecorner weld

For the most of

corner welds,excess of the leg is

not a reason for

rejection.

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h ≤ 1 mm+0.1K

Max. 2 mm

h ≤ 1 mm+0.15K

Max. 3 mm

h ≤ 1 mm+ 0.2K

Max. 5 mm

13. Decrease of

the leg of corner

weld

Not allowed Long defects are not

allowed.

Short defects:

h ≤ 0.3 mm + 0.1 K

Max. 1 mm Max. 2 mm

14. Increase ofthe crown of the

weld root.

Excessive penetration of the

weld root.

h ≤ 1 mm+0.3 в

Max. 3 mm

h ≤ 1 mm+0.6 в

Max. 4 mm

h ≤ 1 mm+1.2 в

Max. 5 mm

15. Edge linearshift

Drawing A

Drawing B

Drawing A: Sheets and longitudinal welds

h ≤ 0.1tMax. 3 mm

h ≤ 0.15 tMax. 4 mm

h ≤ 0.25 tMax. 5 mm

Drawing B – Circumferential welds

h ≤ 0.2 t

Max. 2 mm

h ≤ 0.3 t

Max. 3 mm

h ≤ 0.5 t

Max. 4 mm

16. Insufficientfilling of edge preparation

The transition fromthe weld to the basemetal shall be

smooth

Long defects are not allowedShort defects:

h ≤ 0.05t

Max. 0.5 mm

h ≤ 0.1t

Max. 1 mm

h ≤ 0.2t

Max. 2 mm

17. Unsymmetryof the corner

Various legs of thecorner welds, unless

h ≤ 1.5 mm+0.1 K

h ≤ 2 mm+0.1 K

h ≤ 2 mm+0.15 K

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weld it is not providedfor in the working

documentation.

18. Concavity of

the corner weld,

pulling down

The transition from

the weld to the

metal shall besmooth

h ≤ 0.5 mm h ≤ 1 mm h ≤ 1.5 mm

19. Lappings Not allowed

20. Poor

reignition of the

arc

Local ruggedness of

the weld surface in

the spot of arcreignition

Not allowed Allowed

21.

A burn or a

meltback of the base metal

Spatters of the

melted metal

Backfinning of

the metal surface

Local damages due

to of ignition of thearc beyond the joint

Spatters sticked to

the surface of themetal.

Damage of surface,

caused by removal

of temporaryfixtures

not allowed without correction

Signs of grinding

and cutting

]Metal thinning

Local damages

caused by grinding

and cuttingDecrease of metal

thickness due to

grinding

not allowed without correction

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22. Combinationof defects along

the weld cross-

section

Maximumcumulative height

of short defects:

∑h:

h1+h2+h3+h4+h5+h6

≤∑h

For S ≤ 10 mm, K ≤ 8 mm

0.15 S

0.15 K

0.2 S

0.2 K

0.25 S

0.2 KFor S > 10 mm, K > 8 mm

0.20 S0.2 K

Max. 10

mm

0.25 S0.25 K

Max. 10

mm

0.3 S0.3 K

Max. 10

mm

* The area of the weld projection onto the surface parallel to the

connection surface equals to multiplication of the width by thelength of the weld in the estimated defective spot.

** Summarized area of voids accumulation is calculated in percent

from the largest of two areas: the surface, surrounding all the

voids or a circle with a diameter, equal to the width of the weld.

Notes. 1. “Long defects” means one or several defects with a

summarized length of more than 25 mm for every 100 mm of

the weld, or minimum 25% of the length of the weld, whichis less than 100 mm.

2. “Short defects” means one or several defects with a

summarized length not exceeding 25 mm for every 100 mm

of the weld, or maximum 25% of the length of the weld,which is less than 100 mm.

3. Conventional simbols:

S Nominal thickness of the butt weld, mm

K Nominal value of the leg of the corner weld, mm

В Actual thickness of the butt weld, mm

K Ф Actual value of the leg of the corner weld, mm

t Thickness of the metal, mm

d Diameter of the void, mm

h Size (height or length) of the defect, mm

L Distance between the defects or defected areas, mm

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APPANDIX C

(recommended)

Limit deviations from designed dimensions

in the buildings' frame structures

Table C. 1

Deviations of linear size of structures and shipping elements

Interval of the

nominal length, mm

Value of limit deviations (mm) with K accuracy factor:

0.25 0.40 0.60

From 2500 through

4000

±2.0 ±3.0 ±5.0

More than 4000, to8000

±2.5 ±4.0 ±6.0

More than 8000, to16000

±3.0 ±5.0 ±8.0

More than 16000, to

25000

±4.0 ±6.0 ±10

More than 25000 ±5.0 ±8.0 ±12

Note. For structures of general purpose with K = 0.25, the level of

assemblability goes up to 100%; when K = 0.4, it is 98%; when K

= 0.6, it is not lower than 90%

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Table C. 2

Deviations from diagonal length difference

Interval of the

nominal length, mm

Value of limit deviations (mm) with K accuracy factor:

0.25 0.40 0.60

Up to 4000, andthrough 4000

±2.0 ±3.0 ±5.0

More than 4000, to

8000

±2.5 ±4.0 ±6.0

More than 8000, to

16000

±3.0 ±5.0 ±8.0

More than 16000, to

25000

±4.0 ±6.0 ±10

More than 25000 ±5.0 ±8.0 ±12.0

Note to Tables C.1 and C.2: K accuracy factor is determined inaccordance with GOST 21779.

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APPENDIX D

(mandatory)

Form of Quality Document

Series ___________ No. _________________________

(workshop (organization) – manufacturer)

(postal address)

(number and validity time of the state license for steel construction structuresmanufacturing)

Steel Construction Structures Quality Document

Order No. __________________________Contruct No. __________for procurement

Client

________________________________________________

________________________________________________

1. Project name_________________________________________________________2. Structures name_______________________________________________________

3. Weight acc. to manufacturer's drawings, in tons ____________________________

4. Date of manufacturing start_____________________________________________

5. Date of manufacturing completion/shipment _______________________________

6. Organization that made the design documentation (index and number of

drawings)_______________________________________________________________

________________________________________________________________________

7. Organization that made the complete set of manufacturer's shop drawings (index

and number of sketches) ________________________________________________

7. Steel structures are manufactured in compliance with

__________________________________________(indicate statutory documents)

9. The structures are manufactured from steels, grade ________________________

and meet requirements of design documentation.

The quality documents and rolled steel certificates are kept at the enterprise.

10. The welded connections are made by certified welders and comply with

__________________________________ (indicate statutory documents)

The welders' certificates and protocols of control specimens testing are kept at the

enterprise.

11. Welding materials:

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Electrodes ______________________________________________________________

(mark, type, standard)

Welding wire ____________________________________________________________

( mark, standard)

Hidden arc welding ______________________________________________________

(mark, standard)

Shielding gases __________________________________________________________

(name, sort, standard)

meet requirements of statutory and technical documentation and design

documentation.The quality documents, welding materials certificates are kept at the enterprise.

12. Pursuant to the procurement contract, the structures are protected from

corrosion:

By hot zinc plating______________________________________________________

(coating thickness in microns)

Primed ____________________________________________________________

(priming grade, number of layers)

Painted ____________________________________________________________

(mark of enamel, number of layers)

The quality documents, certificates on protective coating materials are kept at the

enterprise.

13. The quality document is made on the basis of acceptance certificates

________________________________________________________________________ ________________________________________________________________________

( numbers and dates of acceptance certificates)

14. Pursuant to the procurement contract and GOST requirements

_________________ the quality document is attached with:

________________________________________________________________________

________________________________________________________________________

________________________________________________________________________

(list of documents with indication of the number of copies)

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This quality document guarantees that the manufactured steel construction

structures comply with the design documentation and GOST

_______________________________________________ .

Head of technical control service

(organization)

(position)

(name, patronymic name, surname)

(signature, data)

Seal

The quality document and attachments as per listing are forwarded to the client

with covering letter No. ___________________ as of _________

(date)

7/17/2019 GOST_23118_eng


GOST 23118-99

38

UDK (69+624.014.04) (083.74) ZH34 OKS 91.080.10

Key words: steel construction structures, classification; general technical

specifications for materials, accuracy of manufacturing, welded and bolted

connections, corrosion protection, completeness, marking, packing; acceptance

rules, inspection methods, transportation and storage, quality document, erection

instructions.

Interstate standard


General technical specifications

GOST 23118-99

Head of publishing dept. – L. F. Zavidonskaya

Editor – L. I. MesyatsevaTechnical editor – L. Y. Golova

Corrector – L. Y. Kuzmina

Computer-aided makeup – L. N. Myasoedova

Approved for publication 25.12.2000. Format 60 x 84 1/16

Offset printing. Conditions of printing: pages 2,3. Number of copies: 800. Order No. 1230.

State unitary enterprise

Center of design products in construction.

Build. 2, 46, Dmitrovskoye highway, Moscow, 127238

Phone/Fax (095) 482 42 65 (reception)

Phone (095) 482 42 94 (orders department)

(095) 482 41 12 (design deparment)

(095) 482 42 97 (design office)

Subscription code 50.5.53.

7/17/2019 GOST_23118_eng


GOST 23118-99

ATTENTION!

By letter of Gosstroy of Russia No. АШ-5630/1 as of December 7, 2000, please be

advised as follows:

The official statutory and methodic documentation, approved, agreed, implemented byGosstroy of Russia and distributed by retail shall be editions of “Center of design

products in construction" State Unitary Enterprise (GUP CPP, Moscow (ГУП ЦПП,

г.Москва), on paper and with appropriate holographic sign on the edition's cover page.

The official information on implementation, revision and cancellation of federal and state

statutory documents shall be appropriate publications in magazine “Bulletin of

construction equipment” (БСТ), “Informational bulletin on design, statutory and

methodic documentation”, published by GUP CPP, as well as in “List of statutorydocuments on construction in force in Russian Federation”, annually published by State

enterprise “Center of methodology of rating and standardization in construction” (GPCNS).