Guideline Standard Earthquake

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Maersk Container Industry San AntonioChile

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Guide for earthquake-resistant industrial design.(For understanding Chilean Standard NCh. 2369)




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Introduction 3Preface 4Scope and field of application 44.0 Provisions of general application 55.1 table Seismic Areas in Chile 64.6 Project and review of the seismic design 74.3 Classification of structures and equipment 75.0 Seismic Analysis 85.1 General Provisions 85.6 Robust and rigid equipment 87.0 Secondary elements and equipment 98.0 Anchorages 1011.4 Large suspended equipment 1111.5 Piping and ducts 1111.6 Large mobile equipment 1211.8 ground supported vertical tanks 1211.11 Electrical equipment 1311.12 Minor structures and equipment 13Appendix 1 14Appendix 2 18Appendix A Figure A.1 20Appendix A Figure A.7 21Appendix A Figure A.8 23Appendix A Figure A.9 24Appendix A Figure A.13 25




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INTRODUCTION

Whereas Chile is a seismic country and have a important register of seismic movement withrecents events such as the earthquake of February 27. 2010. It is always must be ourconstructions antiseismic studies, this described as:

It must be considered that you for building construction and any type of construction design andassembly of equipment must be use a Chilean standard NCh 2329. 2003. This standard explainsall the step to follow the design of a building antiseismic.

This document should be viewed only as a reference or guide for better understanding of Chileanstandard NCh 2329. 2003. And this document is oriented the process of robust equipment

installation and supported rigid on the ground, installation of large suspended equipment,installation of large equipment mobiles, for the design of anchors, installation of piping andducts, installation of tanks on the ground, electrical equipment installation and minor structures.All this jobs with antiseismic resistant, because this document is a guide for easy reading ofChilean satandard NCh 2369. 2003. Means that it is not an official document and the design must

be according to Chilean standard NCh 2369. 2003.

MCIS it is not responsible if there any difference or omission of information in this document.

MCIS suggest that the drawings should have the next information:

Drawings with the structure that supports the equipment with details of profiles andfoundations depending on the case, also should be noted: type of materials, grades of steel,concrete, anchor bolts (this should come in the general notes in the drawings).

If not have these drawings that must be made the corresponding engineering, with memoriesof calculations and drawings.

For the verification of the structures or design itself, you must have load drawings ofequipment and position of these. Specify any dynamic loads (for operation of the equipment),impact loads per operation (if any), temperature loads, etc.

This is only for the support structure of equipment, the supplier must have documents to

ensure the operation of the equipment (certificate of seismic design).




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Preface.The Instituto Nacional de Normalización (INN) is the Chilean standards organization in chargeof studying and preparing national technical standards. The INN is a member of the InternationalStandards Organization (ISO) and the Pan American Technical Standards Commission(COPANT), and represents Chile in both organizations.The standard NCh2369 was prepared by the INN Standards Division. The followingorganizations and persons took part in this study.

Scope and field of application.This standard establishes the requirements for the earthquake-resistant design of heavy

and light industrial structures and facilities. It shall be applicable to structures and toduct and pipe systems, mechanical and electrical process, equipment and their respectiveanchorages. The standard also shall be applied to industrial warehouse structures and to

buildings structured with cantilever columns.

Terms, definitions and symbols (See appendix 1)

Permanent load (CP): Action whose variation in the course of time can be ignored inrelation to its mean value or one for which the variation tends to a limit.

The following actions are included under this definition:- Self-weight of structural elements and finishing.- Self-weight of stationary equipment and facilities.- Normal content of vessels, hoppers, belts, and equipment.- Weight of ducts without their accumulations or incrustations. Insulation.- Permanent pushing pressure.

Process engineer: engineer in charge of the production processes, general arrangement ofequipment and structures as well as of the industrial operating processes.

Fundamental vibration period: Natural period with greater equivalent translationalmass in the direction of analysis.

Professional specialist: Professional of renowned structural engineering expertise legallyauthorized to work in Chile and with a record of at least 5-year proven experience inearthquake-resistant design.

Seismic hazard: Likelihood of a certain seismic event of occurring within a determinedzone and a predetermined time interval.




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4. Provisions of general application.

The design provisions of this standard to be applied jointly with those of each material specific

provisions are set forth for meeting the following objectives:

A. Protection of life in industry

1 To prevent the collapse of structures in the event of severe over-design earthquakes.2 To prevent fire, explosions or emission of toxic gases and liquids.3 For environmental protection.4 To assure the operability of seismic emergency exits during the seismic emergency.

B. Continuity of operation in industry

1 Non-interruption of essential processes and services.2 To prevent or minimize the standstill of operations.3 To enable the inspection and repair of damaged elements.

4.1.6. LocationThe location of an industry shall be determined considering the hazards of earthquake relatedPhenomena, such as topographic amplifications, tsunamis, displacements generated by soil faultsand soil sliding, liquefaction and densification. To this end, in addition to complying with the

provisions 4.2 of the Chilean standard NCh433.Of96, it is imperative that specialists undertakethe corresponding geological, topographic, tsunami, and geotechnical studies

4.4. Coordination with other standards.

4.4.1. Chilean standardsThe provisions of this standard shall be applied jointly with other material-specific load ordesign standards as defined in 5.3 of NCh433.Of96. see appendix 2

4.4.2. Foreign standardsIn case of loads or materials not included under 5.2 and 5.3 of standard NCh433.Of96,internationallyaccepted standards or criteria shall be used provided they are accepted by the

professional specialist who approves the project (see 4.6.2 NCh2369). In any event, these standards and criteria shall meet the principles and basic hypothesesset forth under standard. (See 4.1 NCh2369)For TYPE OF AREA OR ELEMENT. (See 4.5 NCh2369)




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Table 5.1 – Seismic zonification by municipalities of the Fourth to the Ninth Region

REGION CUIDAD ZONA5ta SAN ANTONIO 3

San Antonio




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4.6. Project and review of the seismic design.

4.6.1. The original seismic design shall be carried out by professional specialists (see 3.1.12

NCh2369). The only exception to this rule is equipment designed by foreign manufacturers.

4.6.2. The seismic design of all structures, equipment and anchorage, whichever their origin,shall be approved by professional specialists different from their designers.

4.6.3. Drawings and calculation records shall at least contain the data set forth under 5.11 of NCh433.Of96. the drawings and calculation records shall be signed by the original designengineer referred in 4.6.1 and the professional specialist referred in 4.6.2.The only exception are structures and equipment of category C3, which only require thePresentation of the drawings signed by the original design engineer, including dimensions

and materials of the resistant elements, their weight, center of gravity and anchorage details.4.6.4. The review and approval of the seismic design does not release original design engineersFrom their total responsibility of fulfillment with the standards and specifications.

4.3. Classification of structures and equipment according to their importance.

4.3.1. Classification

For appropriate application of this standard, structures and equipment are classified accordingto their importance as follows:

Category C1. Critical structures and equipment based on any one of the following reasons:

a) Vital, must be kept in operation so to control fire, explosion and ecologicaldamage, render health and first help services.

b) Dangerous, if their failure implies hazard of fire, explosion or air and water poisoning.

c) Essential, if their failure generates protracted standstills and serious productionLosses.

- Category C2. Normal structures and equipment, which may be affected by normaleasily repairable failures, which do not cause protracted standstills or important

production losses or hazard to other category C1 structures.- Category C3. Minor or provisional structures and equipment, whose seismic failuredoes not cause protracted standstills nor exposes to hazard other category C1 andC2 structures.




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4.3.2. Importance coefficient.

The importance coefficient I for each category has the following values:

C1I = 1.20C2I = 1.00C3I = 0.80 for use this coefficient. See 5.3.2. NCh2369

5.0. Seismic analysis.

5.1. General Provisions

5.1.1. Direction of earthquake action

Structures shall be analyzed considering the earthquake loads at least in two horizontal,approximately perpendicular directions. the effect of vertical earthquake accelerations shall beconsidered in the following cases:

Must be considered for foundations and elements for anchorage and support of structures andequipment.(See 5.1.1 NCh2369)

Must be considered that in structures that support equipment, which influences the response, themathematical model shall consider the equipment/structure system. (See 5.3 NCh2369)

Must be considered that in case of large suspended equipment, the mathematical model mustinclude the suspension and interconnection devices between the equipment and the supportingstructure. (See 5.3 NCh2369)

5.6. Robust and rigid equipment resting at ground level.

This provision refers to equipment whose self fundamental period is smaller or equal to0.06 s, including the effect of its connecting system to the foundation.These equipment’s can be designed by static analysis with a horizontal seismic coefficientof 0.7 Ao /g and a vertical earthquake coefficient of 0.5 Ao /g .




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7.0. Secondary elements and equipment mounted on structures.

7.1. ScopeSecondary elements are interior partitions and other appendages attached to the resistant

structure but that are not part of it. Equipment anchored on several levels of the structureshall conform to provision 11.3.2. (See 7.2 NCh2369) .

7.3. Forces for anchoring design.

7.3.1. All secondary elements and equipment shall be duly anchored to the resistant structure bymeans of bolts or other devices. The design shall be made with the forces established in7.2 NCh2369 with the modifications detailed under 7.3.2 and 7.3.3.

7.3.2. When the anchorage to concrete elements includes anchor bolts on the surface (bolts witha length-diameter ratio under 8), the seismic forces established under 7.2 shall be increased by

50%, or else, they shall be calculated with R p

= 1.5. The same provision shall be applied toanchor bolts designed without the exposed length specified under 8.6.2.

7.3.3. When the anchoring system is built with non ductile materials, the seismic forces of 7.2must be amplified by 3, or else be calculated with R p = 1.0.

7.4. Automatic shutoff systems.

Ducts, vessels and equipment containing high temperature gases and liquids, explosivesor toxic materials must be equipped with automatic shutoff systems which fulfill the provisionsSee 8.5.4 of NCh433.Of96 .

Table 7.1 - Maximum values of the response modification factor of secondary elements andequipment.

Secondary elements or equipment R p

- Rigid or flexible equipments or elements withnonductile materials or appendages

1,5

- Precast secondary elements. Elements in cantilever.Partitions.

- Electric and mechanical equipment in general.- Stacks, tanks, steel towers- Other non specified cases in this table

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- Storage shelves- Secondary structures 4

Note.- See 8.0. NCh2369.




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8.6. Anchorages.

8.6.1. The supports of structures and equipments, which transfer seismic loads to the foundationsor other concrete element, shall be anchored by means of anchor bolts, anchor

plates, reinforcing bars or other appropriate means.

8.6.2. Anchor bolts subjected to tension according to the procedures of analysis detailed underclauses 4, 5 and 7 shall have chair and the bolt shall be visible for allowing their inspection andrepair and the thread shall have the sufficient length to enable retightening of the nuts (seeAppendix A, Figure A.1). The exposed length of the bolts shall not be less than250 mm nor eight times their diameter, nor the thread length under the nut be less than 75 mm.

Exception is made to this requirement for anchor bolts with sufficient capacity to resistloading combinations, in which the seismic loads are amplified by 0.5 R times, but notless than 1.5 times, the value specified in clauses 5 and 7.

Important equipments, such as very high process vessels and in the structure of large suspendedequipments, such as boilers and similar facilities, shall be outfitted with bolts ofhigh ductile deformation capacity, which are easily repairable and eventually could be replaced(see Appendix A, Figure A.7).

8.6.3. Base plates of columns and equipments in general shall be outfitted with shear keys orseismic stoppers designed for transferring 100% of the base shear load (see Appendix A, Figure A.1).

Excepted from this requirement are the following cases:

a) Supports with shear load under 50 kN; in this case it will be allowed to resist the shearload with anchor bolts, considering that only two of them are active to this purpose aswell as the corresponding shear-tension interaction formulas.

b) Tanks and equipments bases outfitted with nine or more anchor bolts; in this case itwill be accepted to resist 100% of the shear load with the anchor bolts, consideringthat only one third of the total number of anchor bolts is active and applying the correspondingshear-tension interaction formulas with the maximum tension and the shearforce so calculated.

c) Tanks of aspect ratio (height/diameter) under one, which do not require anchorage accordingto 11.8. In this case, the shear can be taken by means of conicity at the base.

In cases a) and b) the anchor bolts shall be embedded in the foundation.




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8.6.4. The leveling mortar strength shall not be taken into account in the design of the shear plate.

8.6.5. The design of the shear anchorage elements shall not consider the friction between the

base plate and the foundation.

8.6.6. The superposition of the shear plates strength and that of the anchor bolts is not allowed.

8.6.7. When void boxes are laid on the foundation for the later installation of anchor bolts, thelateral walls of these void boxes shall have a minimal pitch of 5% with respect to the vertical,so that the lower area is greater than the upper one. The void boxes shall be filledwith non-shrinking mortar.

8.6.8. The concrete for the foundation shall be designed to resist the vertical and horizontalloads transferred by the metal anchor elements. The concrete strength and its reinforcements

shall be such that the eventual failures affect the metal anchor elements but not theconcrete.

11.4. Large suspended equipment.

11.4.1. Boilers, metallurgical furnaces, and other large suspended equipments from the structure,shall be attached to it by means of connectors that transmit the seismic forces withoutrestraining the free vertical or horizontal thermal expansion (see Appendix A, FigureA.7).

11.4.2. For suspended electric equipments that cannot be attached horizontally to the structure,such as the electrode cages of electrostatic precipitators, special isolators with amplestrength capacity shall be specified as well as devices for the interruption of electric

power supply in case of severe earthquakes. If exists the possibility of an impact of theelectrode cage with the equipment shell or with the collector plates, the system shall beoutfitted with impact plates.

11.5. Piping and ducts.

11.5.1. Large piping and duct systems shall be equipped with expansion joints and supports thatwarrant seismic stability and simultaneously allow thermal expansion.

11.5.2. If piping and ducts are light in relation to the buildings or structures they connect, theseismic analysis can be carried out introducing the deformations d d according 6.1 for the

buildings or structures, at the points of connection. In the opposite case, an analysis ofthe structure-duct combination as one unit shall be carried out.




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11.6. Large mobile equipment

11.6.1. Large mobile equipments such as bulk material loaders and unloaders, stackers, travelingcranes and similar equipments shall be dynamically analysed, considering the magnitude

and the most unfavorable positions of the loads. The analysis can be carried outassuming that the wheels are pivoted on rails or floor, but if significant uplifting is involved,counterbalance devices for safety shall be included. (see Appendix A, Figure A.8).

11.6.2. The system shall be self-centering to reduce the possibilities of impacts between the railflanges and wheels (see Appendix A, Figure A.9).

11.8. Ground supported vertical tanks.

11.8.1. The following provisions shall be applied to cylindrical or rectangular tanks, which aresymmetric with respect to a vertical axis and where their bottoms are directly supported

on the ground. The tanks shall be made of steel or reinforced concrete and may containany kind of liquid.

11.8.3. The model of analysis shall consider both the horizontal impulsive response, in whichone portion of the content vibrates in unison with the structure, and the horizontal convectiveresponse associated to wave action on the free surface.

11.8.6. For the design of steel tanks a maximum value of R = 4 of the response modificationfactor shall be used.

11.8.13. In anchored metal tanks of flat bottom, the design of the anchor bolts shall be carriedout such that 1/3 of the number of the bolts are capable of taking the total seismic shearload, unless the anchorage system includes a device that warrants that 100% of the boltsare active to take the seismic shear load. The design of anchor bolts shall consider thesimultaneous occurrence of tensile and shear stresses.

11.8.14. In non-anchored tanks the bottom shall be designed with a minimum conical slope of1%.11.8.15. To reduce the risk of spillages and for preventing failures in the roof and upper part ofthe tank wall, the design shall include a freeboard between the free surface of the liquidand the structure of the roof, higher than or equal to the convective-mode wave height.Smaller freeboards can be used, provided that the sub pressure caused by the contact betweenthe liquid and the roof were considered. This pressure shall be used for the designof the roof and its connections with the rest of the structure.

11.8.16. In order to prevent secondary damages caused by the movement of the liquid, thefollowingconditions shall be fulfilled:a) in metal tanks, the roof plates shall not be welded to the purlins;

b) the normal diameter of the air vents on the roof shall be duplicated;




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c) in metal tanks, the vertical displacement of the columns at the bottom shall be allowed.

11.8.17. The piping systems and their connection points to the tank shall be designed with ampledeformation capability in order to prevent the possible damages caused by eventual uplifts

of the tank bottom or tank displacements

11.11. Electric equipment.

11.11.1. The provisions of this standard are applicable to the structural aspects of electricalequipment located in the interior of industrial plants. They are not applicable to

power generating and transmission equipment nor to main substations, all of whichshall be ruled by special specifications.

11.11.2. The electric operativity of this equipment in the course of an earthquake shall bequalified in compliance to special standards, which shall be determined by the process

engineers.11.11.3. The electric isolators shall be designed against break with minimum safety factor of3.0 for the loading combinations that include earthquake action.

11.12. Minor structures and equipment.Every equipment and structure independently of their size and importance shall be capableof resisting the seismic loads specified in this standard and shall be appropriatelyanchored (see Appendix A, Figure A.13).




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Appendix 1

Symbols

The symbols used in this standard have the following meaning:

A0 = effective maximum ground acceleration

Ak = weighting factor for the level k associated weight

C = seismic coefficient for horizontal seismic action

C ij = coupling coefficient among modes i and j

C max = maximum value of the seismic coefficient

C V = seismic coefficient for the vertical earthquake action

CP = permanent loads

D = Outside diameter of circular section; diameter of process tank or vessel

E = modulus of elasticity

F a = allowable compression stress

F k = horizontal force applied at level k

F p = horizontal seismic force for the design of a secondary element or equipment

F v = Vertical seismic force

F y = Yield stress

F yf = Specified yield stress of the flange of the metal shape

H = Highest level height over the base level; total height of the building above the base level;height of the supports of a bridge or walkway

I = Coefficient relative to the importance, use and failure risk of astructure or equipment;




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K = Coefficient of buckling length

K p = Dynamic amplification factor for the design of a secondary element or equipment

L = Length of an element, span of bridge or walkway

P = Total weight of building or structure over the base level

P k = Seismic weight associated to level k;

P p = Weight of a secondary element or equipment;

Qo = Base shear of the building or structure;

Q p = Base shear of secondary element or equipment;

Qmin = Minimum value of the base shear;

R = modification factor of the structural response;

R1 = modification factor of the structural response as defined under 6.1;

R p = modification factor of the structural response of a secondary element or equipment;

S = Value resulting from spectral modal superposition; minimal support length; separation between structures;

S a = Spectral design acceleration for horizontal seismic action;

Sa,v = Spectral design acceleration for vertical earthquake action;

S e = Bending moment, shear or axial force in the connection associatedto the development of probable strength ( S pr ) at the predeterminedcritical sections of the structure, based on the inelasticitycontrolling mechanism

S i = Maximum value of the i-mode contribution with its sign

SA = Accidental operating live load

SC = Service live load;

SO = Special operating live load;

T i = Vibration period of the i-mode;




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T’ = Soil type dependent parameter;

T* = Fundamental vibration period in the direction of the seismic analysis;

Z k = Level k height above the base level;

a = Live load reduction factor;

a p = Acceleration at the support level of an element or equipmen;

ak = Acceleration at level k of a structure;

b = Live load amplification or magnification factor; half of the flangewidth in rolled or welded T, double T or TL shapes; nominalflange width of rolled channel and angle shapes; distance from

the free flange edge to the bend initiation of cold formed sections;distance between the interior flange bends of bended Z, CA andΩ shapes; distance from the free edge to the first connector lineor weld, or width between plate connector lines or welds;

b f = Flange width

d = Horizontal seismic deformation; total height of rolled and welded T shapes;

d d = Horizontal seismic deformation, calculated considering reduced earthquake loads by factor R;max

d d = Maximum allowable value of d d ;

d i = Maximum horizontal seismic displacement of structure i;

d o = Deformation due to non-earthquake service loads;

e = Flange thickness of a metal section; thickness of tank shell, stack or process vessel;

g = Gravity acceleration;

h = Free distance between the flanges of welded shapes; free distance between flanges minus filet dimension of rolled sections; distance between the nearest connectors in bolted shapes; distance inweb between the initial points of the fold curves in cold formedsections; structure height at a certain level above the base level;height between two points of a structure located on the same vertical;

k = Factor that affects the limitation of the width to thickness ratio of




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double T, T and channel shapes;

n = Parameter determined by the type of soil; number of levels;

r = Radius of gyration; ratio between the periods associated to two vibration modes;

t = Flange thickness of a metal shape;

t w = Web thickness of a metal shape.

ξ = Damping ratio.Ф b = Coefficient of strength reduction as defined in AISC – LRFD.

λ r = Limit of the width to thickness ratio to prevent local buckling.

λ p = Limit of the width to thickness ratio to enable complete plastification of the section.




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Appendix 2

NOTE: The National Standardization Institute keeps a record of all national and international

Standards

NCh203 Steel for structural applications – Requirements NCh433 Seismic design of buildings. NCh1159 High strength low alloy structural steel for construction NCh1537 Structural design of buildings – permanent loads and service liveloads

NCh2745 Analysis and design of buildings with seismic isolationACI 318 Building Code Requirements for Structural Concrete, 1999ACI 350.3 Practice for the Seismic Design of Liquid Containing Structures.AISC 1989 Specifications for Structural Steel Buildings, Allowable Stress Design.

AISC 1999 Seismic Provision for Structural Steel Buildings –

Part 1: StructuralSteel Buildings.AISC 1999 Load and Resistance Factor Design Specifications for StructuralSteel Buildings.AISI 1996 Specification for the Design of Cold Formed Steel Structural Members.API 620 Design and Construction of Large, Welded, Low-Pressure StorageTanks.API 650 Welded Steel Tanks for Oil StorageAWWA-D 100 Standard for Welded Steel Tanks for Water Storage.AWWA-D 110 Wire and Strand Wound Circular, Prestressed Concrete Water Tanks.AWWA-D 115 Circular Prestressed Concrete Water Tanks With CircumferentialTendons.UBC 97 Uniform Building Code 1997Seismic Design of Storage Tanks, Recommendations of a StudyGroup of the New Zealand National Society for Earthquake Engineering,1996.

NZS 4203 General Structural Design and Design Loadings for Buildings, 1992.ASTM A6/6M-98 Specification for General Requirements for Rolled Structural Steel

Bars, Plates, Shapes, and Sheet Piling.ASTM A36/A36M-97a Specification for Carbon Structural Steel.ASTM A 242/A242M-97 Specification for High Strength Low-Alloy Structural Steel.ASTM A325-97 Specification for High-Strength Bolts for Structural Steel Joints.ASTM A490-97 Specification for Heat-Treated Steel Structural Bolts, 150 ksi MinimumTensile Strength.ASTM A500-98 Specification for Cold-Formed Welded and Seamless Carbon SteelStructural Tubing in Rounds and Shapes.ASTM A501-98 Specification for Hot-Formed Welded and Seamless Carbon SteelStructural Tubing.ASTM A502-93 Specification for Steel Structures Rivets.ASTM A572/A572M-97c Specification for High Strength Low Alloy Columbium-Vanadium




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Structural Steel.ASTM A588/A588M-97a Specification for High Strength Low-Alloy Structural Steel with 50ksi/345 MPa/Minimum Yield Point to 4 in. (100 mm) Thick.ASTM A 913/913M-97 Specification for High Strength Low-Alloy Steel Shapes of Structural Quality, Produced by Quenching and Self Tempering Process (QST).

ASTM A992/A992M-96 Specification for Steel for Structural Shapes for Use in Building Framing.ANSI/AWS A5.1-91 Specification for Carbon Steel Covered Arc Welding Electrodes.ANSI/AWS A5.5-96 Specification for Low Alloy Steel Electrodes for Shielded Metal ArcWelding.ANSI/AWS A5.17-89 Specification for Carbon Steel Electrodes and Fluxes for Submerged-

Arc Welding.ANSI/AWS A5.18-93 Carbon Steel Electrodes and Rods for Gas Shielded Arc Welding.ANSI/AWS A5.20-95 Specification for Carbon Steel Electrodes for Flux-Cored Arc Welding.ANSI/AWS A5.23-90 Specification for Low-Alloy Steel Electrodes and Fluxes for Submerged

Arc Welding.

ANSI/AWS A5.29-80 Specification for Low-Alloy Steel Electrodes for Flux-Cored ArcWelding.

NOTE. Those foreign standards which are deemed required may be quoted.




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Appendix A.

Typical details

Figure A.1 – Column base




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Figure A.7 – Typical details of large suspended equipment, seismic connectors and anchor bolts.




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Figure A.7 – Typical details of large suspended equipment, seismic connectors and anchor bolts (conclusion).




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Figure A.8 – Typical details of large mobile equipment




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Figure A.9 – Wheel rail system




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Figure A.13 – Typical details of minor structures and equipment

Guideline Standard Earthquake

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