SIST EN 16681:2016

SLOVENSKI STANDARD
SIST EN 16681:2016
01-september-2016
6WDELOQLMHNOHQLVLVWHPL]DVNODGLãþHQMH6LVWHPL]DQDVWDYOMLYHUHJDOH]DSDOHWH
1DþHODSRWUHVQRYDUQHJDSURMHNWLUDQMD
Steel static storage systems - Adjustable pallet racking systems - Principles for seismic
design
Ortsfeste Regalsysteme aus Stahl - Verstellbare Palettenregale - Leitsätze für die
erdbebensichere Gestaltung
Systèmes de stockage statique en acier - Systèmes de rayonnages à tablettes
ajustables - Principes pour le calcul parasismique
Ta slovenski standard je istoveten z: EN 16681:2016
ICS:
53.080 6NODGLãþQDRSUHPD Storage equipment
91.120.25 =DãþLWDSUHGSRWUHVLLQ Seismic and vibration
YLEUDFLMDPL protection
SIST EN 16681:2016 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

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SIST EN 16681:2016

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SIST EN 16681:2016


EN 16681
EUROPEAN STANDARD

NORME EUROPÉENNE

June 2016
EUROPÄISCHE NORM
ICS 53.080
English Version

Steel static storage systems - Adjustable pallet racking
systems - Principles for seismic design
Systèmes de stockage statique en acier - Systèmes de Ortsfeste Regalsysteme aus Stahl - Verstellbare
rayonnages à tablettes ajustables - Principes pour le Palettenregale - Leitsätze für die erdbebensichere
calcul parasismique Gestaltung
This European Standard was approved by CEN on 7 April 2016.

CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this
European Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references
concerning such national standards may be obtained on application to the CEN-CENELEC Management Centre or to any CEN
member.

This European Standard exists in three official versions (English, French, German). A version in any other language made by
translation under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC Management
Centre has the same status as the official versions.

CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,
Finland, Former Yugoslav Republic of Macedonia, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania,
Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and
United Kingdom.





EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION

EUROPÄISCHES KOMITEE FÜR NORMUNG

CEN-CENELEC Management Centre: Avenue Marnix 17, B-1000 Brussels
© 2016 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 16681:2016 E
worldwide for CEN national Members.

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SIST EN 16681:2016
EN 16681:2016 (E)
Contents Page
European foreword . 5
0 Introduction . 5
1 Scope . 8
2 Normative references . 8
3 Terms and definitions . 9
4 Symbols and abbreviations . 10
4.1 Symbols . 10
4.2 Abbreviations . 12
5 Performance requirements and compliance criteria . 13
5.1 Applicability . 13
5.2 Performance requirements . 13
5.2.1 No collapse requirement . 13
5.2.2 Damage limitation requirement . 13
5.2.3 Movement of unit loads . 13
6 Ground conditions and seismic action . 14
6.1 General . 14
6.2 Damping . 14
. 14
6.3 Importance factor γI
6.4 Horizontal component of the seismic action . 15
6.5 Vertical component of the seismic action . 15
6.6 Design ground displacement . 15
6.7 Racks supported by suspended floors . 16
7 Methods of analysis . 16
7.1 General . 16
7.2 Limitation of the vertical load referred to the critical Euler Load . 16
7.3 Inter-storey drift sensitivity coefficient . 16
7.4 Analysis procedures . 17
7.4.1 General . 17
7.4.2 Second order effects . 17
7.4.3 Lateral Force Method of Analysis (LFMA) . 18
7.4.4 Modal Response Spectrum Analysis (MRSA) . 20
7.4.5 Large Displacement Method of Analysis (LDMA) . 20
7.4.6 Combination of the effects of the components of the seismic action . 20
7.4.7 Displacements calculation . 21
7.5 Design parameters for seismic analysis . 21
7.5.1 General . 21
7.5.2 Design spectrum modification factors . 21
7.5.3 Unit load-beam friction coefficients . 22
7.5.4 Design seismic weight of the unit load . 23
7.5.5 Unit load weight modification factor . 23
7.5.6 Other seismic weights . 24
7.5.7 Weight of the seismic masses . 24
7.5.8 Position of the centre of gravity of the unit load . 24
7.5.9 Positioning tolerances . 26
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7.5.10 Structural regularity criteria . 26
7.6 Modelling assumptions for structural analysis . 27
7.6.1 Sub-modelling . 27
7.6.2 Distribution of the masses . 27
7.6.3 Specific modelling requirements for the analysis . 28
7.6.4 Moment redistribution near the upright's base due to the floor reaction . 29
8 Specific rules . 31
8.1 Design concepts . 31
8.1.1 General . 31
8.1.2 Materials . 31
8.1.3 Structural systems . 32
8.1.4 Regularity criteria . 32
8.1.5 Unbraced racks . 38
8.1.6 Rules for the design of low dissipative structures . 39
8.1.7 Rules for the design of dissipative structures . 39
8.1.8 Anchoring conditions . 39
8.2 Structural systems withstanding the seismic action . 40
8.3 Structural types and behaviour factor . 41
8.3.1 Upright frames . 41
8.3.2 Moment resisting frames . 42
8.3.3 Racks with vertical bracings in down aisle direction . 44
9 Seismic analysis and design . 47
9.1 Actions . 47
9.1.1 Actions to be considered simultaneously with earthquake . 47
9.1.2 Actions not to be considered simultaneously with earthquake . 47
9.2 Safety Verifications . 48
9.2.1 Ultimate limit states . 48
9.2.2 Movements of the unit loads . 49
9.3 Pallet beam design . 50
9.3.1 Actions on pallet beams . 50
9.3.2 Buckling length in the horizontal plane . 51
9.3.3 Correction coefficient for horizontal bending . 52
9.3.4 Buckling length factor in the vertical plane . 52
9.3.5 Beam design check . 52
Annex A (informative) Analysis methods including second order effects . 54
Annex B (normative) Evaluation of the unit load — beam friction coefficient . 61
Annex C (informative) Principles for modelling the unit load masses . 66
Annex D (informative) Simplified method to evaluate the influence of the centre of gravity of
the pallet regarding the beam level . 69
Annex E (informative) Principles for the design of racks supported by floors . 70
Annex F (normative) Additional detailing rules for dissipative elements (Concept B) . 72
Annex G (normative) Testing procedure for beam-upright and floor connections for
dissipative design (concept B) . 73
Annex H (informative) Assessment of the stability of the unit load . 76
Annex I (informative) Data to be exchanged between the Specifier/End User and the Rack’s
Supplier . 78
Annex J (normative) Complementary rules to EN 15635 . 79
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Annex K (informative) Complementary rules to EN 15629 — Warehouse environmental
condition category . 80
Annex L (informative) A–deviations . 81
Bibliography . 83

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EN 16681:2016 (E)
European foreword
This document (EN 16681:2016) has been prepared by Technical Committee CEN/TC 344 “Steel static
storage systems”, the secretariat of which is held by UNI.
This European Standard shall be given the status of a national standard, either by publication of an
identical text or by endorsement, at the latest by December 2016 and conflicting national standards
shall be withdrawn at the latest by December 2016.
Attention is drawn to the possibility that some of the elements of this document may be the subject of
patent rights. CEN [and/or CENELEC] shall not be held responsible for identifying any or all such patent
rights.
According to the CEN-CENELEC Internal Regulations, the national standards organizations of the
following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria,
Croatia, Cyprus, Czech Republic, Denmark, Estonia, Finland, Former Yugoslav Republic of Macedonia,
France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta,
Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland,
Turkey and the United Kingdom.
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EN 16681:2016 (E)
0 Introduction
0.1 Effects of seismic actions on racking systems
Racking systems are load bearing structures for the storage and retrieval of goods in warehouses. The
goods are generally stored on pallets or in box containers.
Racking systems are constructed from steel components; although components are standardized, they
are only standard to each manufacturer. These components differ from traditional steel components in
the following regard:
a) continuous perforated uprights;
b) hook-in connections;
c) structural components for racking, which generally consist of cold formed thin gauge members.
In respect of the loads, the self-weight of a rack structure is typically very small or negligible with
respect to the total mass, whereas in a typical building the percentage of dead and permanent loads will
be much greater.
The nature and the distribution of the goods stored on racking systems strongly affect the response and
the safety of the structure under seismic actions. In fact:
— unit loads are in general simply supported vertically by the racking structure and kept in their
position when loaded by inertial actions only by friction;
— unit loads are in general sub-structures with distinct dynamic characteristics in terms of frequency
and damping, and their behaviour affect the response of the system.
During real earthquakes or earthquake simulated on shaking tables, movements of pallets on pallet
beams were observed; these were either very small ones, contributing to the dissipation of energy by
means of friction, or very large, with movements of the pallets that produced their falling between
beams or outside the rack in the aisle. For this reason, friction between pallet and pallet beam and
internal damping in the unit load has a relevant influence in the dynamic response of the rack and
affects the entity of the inertial actions.
Also, the safety of the installation related to the movement and eventual falling of the pallets requires a
proper assessment.
This European Standard deals with all the relevant and specific seismic design issues for racking
systems, based on the criteria of EN 1998-1:2004, Eurocode 8.
0.2 Requirements for EN Standards for racking and shelving in addition to Eurocodes
While the basic technical description of an earthquake is the same for all structures, the general
principles and technical requirements applicable for conventional steel structures have to be adapted
for racking systems, in order to take into account the peculiarities of racking to achieve the requested
safety level.
Also, the methods of analysis and the design requirements need to be addressed to the peculiarity of
racking structures.
The scope of CEN/TC 344 is to establish European Standards providing guidance for the specification,
design methods, accuracy of build and guidance for the user on the safe use of steel static storage
systems.
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This, together with the need of harmonized design rules was the reason that European Racking
Federation ERF/FEM Racking and Shelving has taken the initiative for CEN/TC 344. CEN/TC 344 is in
the course of preparation of a number of European Standards for specific types of racking and shelving
and particular applications, which exist in the European Standards (EN) and working group activities
(WG).
0.3 Liaison
CEN/TC 344 “Steel Static Storage Systems” liaise with CEN/TC 250 “Structural Eurocodes”, CEN/TC 135
“Execution of steel structures and aluminium structures” and CEN/TC 149 “Power operated warehouse
equipment”.
0.4 Additional information specific to EN 16681
This European Standard is intended to be used with EN 1998-1, EN 15512 and related standards.
EN 1998-1 is the first of 6 parts; it gives design rules intended to be used for structures fabricated with
conventional materials, including steel.
EN 15512 is the reference standard for the design of racking structures and components; it addresses
the principles of the EN 1990, Eurocode, and EN 1993 series, Eurocode 3, to the adjustable pallet
racking systems and it needs to be applied also when actions are produced by an earthquake.
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EN 16681:2016 (E)
1 Scope
This European Standard specifies the structural design requirements applicable to all types of
adjustable pallet racking systems fabricated from steel members, intended for storage of unit loads and
subject to seismic actions.
This European Standard gives also guidelines for the design of clad rack buildings in seismic zones,
where requirements are not covered in the EN 1998 series.
This European Standard does not cover other generic types of storage structures. Specifically, this
European Standard does not apply to mobile storage systems, drive-in, drive-through and cantilever
racks or static steel shelving systems.
This European Standard does not apply to the design of seismic isolated racking structures.
2 Normative references
The following documents, in whole or in part, are normatively referenced in this document and are
indispensable for its application. For dated references, only the edition cited applies. For undated
1)
references, the latest edition of the referenced document (including any amendments) applies.
EN 1090-2, Execution of steel structures and aluminium structures - Part 2: Technical requirements for
steel structures
EN 1990 (all parts), Eurocode - Basis of structural design
EN 1993 (all parts), Eurocode 3 - Design of steel structures
2)
EN 1998-1:2004 , Eurocode 8: Design of structures for earthquake resistance - Part 1: General rules,
seismic actions and rules for buildings
EN 15512:2009, Steel static storage systems - Adjustable pallet racking systems - Principles for structural
design
EN 15620, Steel static storage systems - Adjustable pallet racking - Tolerances, deformations and
clearances
EN 15629:2008, Steel static storage systems - Specification of storage equipment
EN 15635:2008, Steel static storage systems - Application and maintenance of storage equipment
EN 15878:2010, Steel static storage systems - Terms and definitions
ETAG 001 series, Guideline for European technical approval of metal anchors for use in concrete

1) Complementary rules to existing Norms specific for seismic applications are included in the following annexes:
— Annex I “Data to be exchanged between the Specifier/End User and the rack’s Supplier” as complement to
EN 15629:2008
— Annex J “Complementary rules to EN 15635” as complement to EN 15635:2008
— Annex K “Complementary rules to EN 15629” as complement to EN 15629:2008
2) This document is impacted by the amendment EN 1998-1:2004/A1:2013.
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3 Terms and definitions
For the purposes of this document, the terms and definitions given in EN 15878:2010 and
EN 1998-1:2004 and the following apply.
3.1
associated mass
portion of the total mass of the structure affecting the seismic behaviour of the structural element or of
the substructure analysed
3.2
mass regularity
in elevation: situation in which the mass of the individual load level remains constant or reduces
gradually without abrupt changes from the base to the top of the rack
in plan: situation in which the mass is distributed without significant horizontal eccentricity with
respect to the lateral resisting system
3.3
principal directions
down aisle direction and cross aisle direction in a rack
[SOURCE: EN 15878:2010, definitions 3.2.14 and 3.2.15, modified — the content of the defined term
stems from these two original definitions]
3.4
PRSES
person responsible for storage equipment safety
[SOURCE: EN 15635:2008, 3.18]
3.5
rack filling grade reduction factor
R
F
statistical reduction factor intended to take into account the probability that not all of the pallets will be
present and at their maximum weight at the time of the design earthquake
3.6
seismic weight
value of weight of a mass allowed in seismic design for the calculation of the seismic action
3.7
specifier
person or company that provides the supplier with a specification based on user’s requirements
[SOURCE: EN 15629:2008, 3.23]
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4 Symbols and abbreviations
4.1 Symbols
For the purposes of this document, a number of the following symbols may be used together with
standard subscripts, which are given later. Additional symbols and subscripts are defined where they
first occur.
A design value of the seismic action for the reference return period
E,d
a design ground acceleration on type A ground
g
a reference ground acceleration (PGA) for the reference return period of 475 years
gR
b distance between the uprights axes
β lower bound factor for the design spectrum
C ; C correction factors for unit load-beam friction coefficient (lower and upper bound values)
μL μH
d design inter-storey drift above storey i
r,i
ξ viscous damping ratio expressed as percentage of critical damping
ei height of the centre of gravity of the unit load at level i
E Young modulus of the material
E value of the effect due to the design action
d
E design spectrum modification factor
D1
E pallet weight modification factor
D2
E design spectrum modification factor
D3
E effect due to the application of the seismic action along the horizontal axis x
Edx
E effect due to the application of the seismic action along the horizontal axis y
Edy
E effect due to the application of the seismic action along the vertical axis z
Edz
θ inter-storey drift sensitivity coefficient
θi inter-storey drift sensitivity coefficient between levels i and i+1
θ rotation capacity of the beam-end connector
p
F bearing strength of bolted connection
b,Rd
f characteristic strength of the material
k
F horizontal force at level i of the rack
E,i
F bolt’s shear strength
v,Rd
Φ rotation at Mk, both positive and negative
k
G permanent load
i
G characteristic value of the permanent action
k,i
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g gravity acceleration
γ importance factor
I
γ material’s factor
M
γ load factor
f
η damping correction factor
H height of the frame bracing pitch or the distance from floor to first horizontal
H/b height to minimum width ratio of an unit load
h inter-storey height above the storey i
i
H horizontal action on the unit load at level i
i
I moment of inertia of the upright
k coefficient related to number of tests
S
K buckling length factor
K effective spectrum modification factor
D
L beam’s length
λ seismic shear force calculation coefficient in LFMA
adimensional slenderness (EN 15512 and EN 1993-1)
λ
M characteristic bending strength obtained from monotonic tests, both positive and negative
k
μ mean value of the unit load-beam friction coefficient obtained from tests
m
μ individ
...