ISO 19426-5:2018

Structures for mine shafts — Part 5: Shaft system structures

This document specifies the loads, the load combinations and the design procedures for the design of shaft system structures in both vertical and decline shafts. The shaft system structures covered by this document include buntons, guides and rails, station structures, rock loading structures, brattice walls, conveyance and vehicle arresting structures and dropsets, services supports, rope guide anchor supports and box fronts. Rock support is excluded from the scope of this document. This document does not cover matters of operational safety, or layout of the shaft system structures This document adopts a limit states design philosophy.

Structures de puits de mine — Partie 5: Structures des réseaux de puits

General Information

• Status: Published
• Publication Date: 03-May-2018
• ICS: 73.020 - Mining and quarrying
• Technical Committee: ISO/TC 82 - Mining
• Drafting Committee: ISO/TC 82/WG 4 - Structures for mine shafts
• Current Stage: 9092 - International Standard to be revised
• Completion Date: 15-Sep-2023

Standards Content (Sample)

INTERNATIONAL ISO
STANDARD 19426-5
First edition
2018-05
Structures for mine shafts —
Part 5:
Shaft system structures
Structures de puits de mine —
Partie 5: Structures des réseaux de puits
Reference number
ISO 19426-5:2018(E)
©
ISO 2018

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ISO 19426-5:2018(E)

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© ISO 2018
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ISO 19426-5:2018(E)

Contents Page
Foreword .v
Introduction .vi
1 Scope . 1
2 Normative references . 1
3 Terms and definitions . 1
4 Symbols . 2
5 Materials . 5
6 Nominal loads . 5
6.1 Permanent loads . 5
6.1.1 Self-weight . 5
6.1.2 Brow beams and sidewall support structures . 5
6.1.3 Pipe supports . 6
6.1.4 Conveyor supports . 6
6.2 Imposed loads and load effects . 6
6.2.1 General. 6
6.2.2 Guide support structures. 6
6.2.3 Fixed flare guides .12
6.2.4 Station structures .12
6.2.5 Rock loading structures .13
6.2.6 Operational arresting structures .15
6.2.7 Station dropsets .15
6.2.8 Pipe supports .16
6.2.9 Rope guide and rubbing rope anchor supports .16
6.2.10 Brattice walls.16
6.2.11 Strain loading .17
6.2.12 Ladderway loading . . .17
6.2.13 Conveyance drop test loads .17
6.2.14 Earthquake loads .17
6.3 Emergency loads .18
6.3.1 Emergency arresting structures .18
6.3.2 Emergency stopping devices .18
6.3.3 Pipe supports .18
6.3.4 Spillage winch support and sheave support structures .18
6.3.5 Brattice walls.18
6.3.6 Impact load on protective platforms .19
7 Design procedures .19
7.1 Design loads .19
7.2 Design codes .19
7.3 Design of emergency arresting structures .19
7.4 Design of emergency stopping device supports.20
7.5 Special design requirements for shaft steelwork in different shaft zones .20
7.5.1 Shaft zones .20
7.5.2 Shaft steelwork within shaft zone A .20
7.5.3 Shaft steelwork within shaft zone B .20
7.5.4 Shaft steelwork within shaft zone C .20
7.5.5 Shaft steelwork within shaft zone D .20
7.6 Additional limit states .20
7.6.1 Lateral displacement of conveyance .20
7.6.2 Fatigue .21
7.6.3 Rebound velocity ratio .21
7.6.4 Amplification of loads and load effects .21
7.7 Provision for wear and corrosion .23
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ISO 19426-5:2018(E)

7.8 Design of protective platforms .23
8 Construction requirements .23
8.1 General .23
8.2 Construction tolerances .24
Annex A (normative) Shaft zone classification .26
Annex B (normative) Shaft condition classification .27
Annex C (informative) Load factors and load combinations.30
Annex D (informative) Protective platforms .33
Bibliography .38
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ISO 19426-5:2018(E)

Foreword
ISO (the International Organization for Standardization) is a worldwide federation of national standards
bodies (ISO member bodies). The work of preparing International Standards is normally carried out
through ISO technical committees. Each member body interested in a subject for which a technical
committee has been established has the right to be represented on that committee. International
organizations, governmental and non-governmental, in liaison with ISO, also take part in the work.
ISO collaborates closely with the International Electrotechnical Commission (IEC) on all matters of
electrotechnical standardization.
The procedures used to develop this document and those intended for its further maintenance are
described in the ISO/IEC Directives, Part 1. In particular the different approval criteria needed for the
different types of ISO documents should be noted. This document was drafted in accordance with the
editorial rules of the ISO/IEC Directives, Part 2 (see www .iso .org/directives).
Attention is drawn to the possibility that some of the elements of this document may be the subject of
patent rights. ISO shall not be held responsible for identifying any or all such patent rights. Details of
any patent rights identified during the development of the document will be in the Introduction and/or
on the ISO list of patent declarations received (see www .iso .org/patents).
Any trade name used in this document is information given for the convenience of users and does not
constitute an endorsement.
For an explanation on the voluntary nature of standards, the meaning of ISO specific terms and
expressions related to conformity assessment, as well as information about ISO's adherence to the
World Trade Organization (WTO) principles in the Technical Barriers to Trade (TBT) see the following
URL: www .iso .org/iso/foreword .html.
This document was prepared by Technical Committee ISO/TC 82, Mining.
A list of all parts in the ISO 19426 series can be found on the ISO website.
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ISO 19426-5:2018(E)

Introduction
Many mining companies, and many of the engineering companies which provide designs for mines,
operate globally so ISO 19426 was developed in response to a desire for a unified global approach to
the safe and robust design of structures for mine shafts. The characteristics of ore bodies, such as
their depth and shape, vary in different areas so different design approaches have been developed and
proven with use over time in different countries. Bringing these approaches together in ISO 19426 will
facilitate improved safety and operational reliability.
The majority of the material in ISO 19426 deals with the loads to be applied in the design of structures
for mine shafts. Some principles for structural design are given, but for the most part it is assumed
that local standards will be used for the structural design. It is also recognized that typical equipment
varies from country to country, so the clauses in ISO 19426 do not specify application of the principles
to specific equipment. However, in some cases examples demonstrating the application of the principles
to specific equipment are provided in informative Annexes.
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INTERNATIONAL STANDARD ISO 19426-5:2018(E)
Structures for mine shafts —
Part 5:
Shaft system structures
1 Scope
This document specifies the loads, the load combinations and the design procedures for the design of
shaft system structures in both vertical and decline shafts. The shaft system structures covered by
this document include buntons, guides and rails, station structures, rock loading structures, brattice
walls, conveyance and vehicle arresting structures and dropsets, services supports, rope guide anchor
supports and box fronts.
Rock support is excluded from the scope of this document.
This document does not cover matters of operational safety, or layout of the shaft system structures
This document adopts a limit states design philosophy.
2 Normative references
The following documents are referred to in the text in such a way that some or all of their content
constitutes requirements of this document. For dated references, only the edition cited applies. For
undated references, the latest edition of the referenced document (including any amendments) applies.
ISO 19338, Performance and assessment requirements for design standards on structural concrete
ISO 22111, Bases for design of structures — General requirements
ISO 10721-1, Steel structures — Part 1: Materials and design
ISO 2394, General principles on reliability for structures
ISO 3010, Bases for design of structures — Seismic actions on structures
ISO 12122, Timber structures — Determination of characteristic values
ISO 19426-1, Structures for mine shafts — Part 1: Vocabulary
ISO 19426-4, Structures for mine shafts — Part 4: Conveyances.
3 Terms and definitions
For the purposes of this document, the terms and definitions given in ISO 19426-1 apply.
ISO and IEC maintain terminological databases for use in standardization at the following addresses:
— ISO Online browsing platform: available at http: //www .iso .org/obp
— IEC Electropedia: available at http: //www .electropedia .org
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ISO 19426-5:2018(E)

4 Symbols
2
A frontal area of the conveyance (m )
a gap at a joint in a rail (m) (see Table B.2)
B and B two sides of the section in Table 3, for aspect 3
f w
b height difference between two rails at a support to the rails (m) (see Table B.2)
D self-weight of pipe including any lagging (N/m)
n
d vertical or lateral differential at a joint in a rail (m) (see Table B.2)
d deformation of the relevant structural component (m).
i
d depth of the conveyance guide shoe (m)
s
E emergency rope load
r
E emergency load on a protective platform
p
e maximum moving beam misalignment of the guide (m) (see Table B.1)
e′ modified moving beam misalignment of the guide (m)
F design load or load effect (N, Nm)
F dynamic load on the platform (kN)
B
2
F load on station footwall structures (N, N/m )
F
2
F load on personnel loading and access platform structures (N, N/m )
p
F vertical load (N)
V
G and G permanent loads or load effects (N, Nm)
1 2
2
G permanent load applied to brow beams (N, N/m )
b
G conveyance self-weight load (N)
c
G permanent load applied to pipe supports (N)
p
G permanent load applied to sidewall support structure (N)
s
G permanent load on conveyor supports (N)
y
2
g acceleration due to gravity (m/s )
H lateral imposed load (N)
H guide roller load (N)
f
H lateral slipper plate load (N)
s
h overall width or depth of the section or height of the bulk material (m)
lever arm distances of the relevant slipper plate loads with respect to the relevant cen-
h , h
1 2
troidal axes (m)
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ISO 19426-5:2018(E)

h height of the ore pass (m)
b
h height through which the rock falls; to be taken as the depth of the rock pass (m)
d
mass moments of inertia of the conveyance about the centroidal axes perpendicular to
I , I
l
2
the relevant direction of the slipper plate load (kgm )
K conveyance holding device support load (N)
k lateral stiffness of the steelwork at the guide to bunton connection (N/m)
b
non-dimensional lateral steelwork stiffness at the guide to bunton connection
k
b
k lateral stiffness of the steelwork at the guide midspan (N/m)
g
k roller assembly stiffness (N/m)
r
L guide span, bunton to bunton (m)
L member length (m)
C
L assessed length of pipe supported on the pipe support (m)
p
guide bending moment coefficient (obtained from Figure 2)
M
M maximum guide bending moment (Nm)
g
m proportion of the conveyance mass effectively acting at a slipper plate (kg)
e
m mass of the largest rock (kg).
r
mass of the conveyance (empty or full) including the compensating sheave mass, if
m
s
applicable (kg)
n number of wheels on the conveyance
2
p surface pressure on the layer of girders (kN/m )
P load on arresting structures (N)
a
slipper plate load coefficient (obtained from Figure 1)
P
b
P , P , P loads on station dropsets (N)
d1 d2 d3
2
p hydrostatic pressure (N/m )
h
P vertical impact load on penthouse structures (N)
p
Q conveyance payload (N)
Q dominant imposed load or load effect, or the applied load causing fatigue (N, Nm)
1
Q to Q additional independent imposed loads or load effects (N, Nm)
2 n
Q emergency load or load effect (N, Nm)
e
R single rock impact load on the box front (N)
i
r steelwork stiffness ratio = k /k
k b g
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ISO 19426-5:2018(E)

r rebound velocity ratio (obtained from Figure 5)
u
r rebound velocity ratio on the stiffer side (obtained from Figure 5)
u.1
r rebound velocity ratio on the less stiff side (obtained from Figure 5)
u.2
s penetration depth into the bulk material (m)
frequency of guide roller load application (percentage of buntons passed deemed to
S
f
cause guide roller load application) (see Table B.1)
frequency of rail impact load application (percentage of rail joints passed deemed to
S
r
cause rail impact load application) (see Table B.2)
S frequency of slipper plate load applications (obtained from Table B.1)
s
T slinging load (N)
T static load applied to slinging anchorage (N)
s
U load due to underslung equipment (N)
U impact energy on a protective platform (J)
p
v winding velocity (m/s)
W wheel impact load arising from rail joint irregularity (N)
a
W lateral wheel load acting normal to the rail (N)
l
W conveyance wheel load acting normal to the rail (N)
n
Z impact energy of the falling rock (J)
i
α conveyance impact factor
a
α conveyance loading impact factor
d1
α rail impact factor due to rail irregularities
d2
shaft impact factor due to the change in direction from the decline shaft to the sta-
α
d3
tion dropset
α hopper door opening impact factor
f
α proportion of potential energy transferred into impact energy on the box front
i
α lateral wheel load factor (see Table B.2)
l
α nominal slipper plate impact factor
n
α shaft condition factor (see Table B.1)
r
α sling impact factor
s
α wheel dynamic factor
w
α wheel horizontal load factor
H
β dynamic load coefficient
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ISO 19426-5:2018(E)

β slipper load amplification factor
s
δ conveyance displacement coefficient (obtained from Figure 3)
s
γ partial load factor for emergency loads
e
γ to γ partial load factors for imposed loads
f1 fn
γ and γ partial load factors for permanent loads
g1 g2
ε transverse rock strain, as defined by rock engineering analysis
t
μ friction factor between the hopper payload and the door
3
ρ bulk density of ore pass contents, or the bulk density of hopper payload (kg/m )
Ψ to Ψ load combination factors
1 n
angle between the horizontal and the shaft decline
∅
d
angle between the dropset and the shaft decline
∅
s
Δ total lateral displacement of a conveyance (m)
Δ specified clearance between slipper plate and guide (m)
c
sum of guide gauge and slipper gauge variations, or the rail gauge variations (m) (see
Δ
e
Table B.1 and Table B.2)
Δ maximum allowable guide gauge variation (m) (see Table B.1)
e1
Δ lateral guide displacement (m)
g
Δ overlap allowance (m) which shall be taken as not less than 0,003 m
o
Δ slipper plate wear (m) (see Table B.1)
w
5 Materials
Materials used in the construction of shaft system structures should be as specified in EN 197-1 and EN
206-1 for concrete, ISO 10721-1 for structural steel and ISO 12122 for timber. All materials used shall be
properly graded materials.
6 Nominal loads
6.1 Permanent loads
6.1.1 Self-weight
Self-weight loads shall be assessed in accordance with ISO 22111.
6.1.2 Brow beams and sidewall support structures
Where required, the permanent load, G , applied to brow beams shall be assessed considering the rock
b
2
over-break but shall be not less than a uniformly distributed load of 20 000 N/m . Where fractured or
weak rock conditions are encountered, loading shall be specified in consultation with the rock engineer.
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ISO 19426-5:2018(E)

The permanent load, G , applied to sidewall support structures shall be assessed considering the rock
s
2
properties and over-break but shall be not less than a uniformly distributed load of 5 000 N/m . Where
fractured or weak rock is encountered, loading shall be specified in consultation with the rock engineer.
6.1.3 Pipe supports
The permanent load, G , applied to pipe supports shall be obtained using the following Formula:
p
GD=L (1)
pp n
where
L is the assessed length of pipe supported on the pipe support. In the absence of better infor-
p
mation, the assessed length, for vertical pipes, shall be taken to be the length of pipe from the
support below the one in question to the support above the one in question (m);
for horizontal or inclined pipes, the assessed length shall be taken as the length of pipe from the
support to the left of the one in question to the support to the right of the one in question (m);
D is the self-weight of pipe including any connections and lagging (N/m).
n
6.1.4 Conveyor supports
The permanent load, G , on conveyor supports shall be assessed in accordance with normal conveyor
y
design practice.
6.2 Imposed loads and load effects
6.2.1 General
Shaft system structures shall be designed to resist the imposed loads as assessed in accordance with
ISO 22111. In addition, they shall be designed to resist the loads defined in 6.2.2 to 6.2.14.
6.2.2 Guide support structures
6.2.2.1 Fixed guides in vertical shafts in shaft zone A (see annex A)
6.2.2.1.1 Lateral imposed loads (H) and maximum guide bending moment (M )
g
It shall be assumed that only one of the loads defined in (a) and (b) below can act at any one time.
a) Guide roller load (H ):
f
The load normal to the guide face or the guide sides shall be taken as
Hk=Δ (2)
fr c
where
k is the roller assembly stiffness (N/m);
r
Δ is the specified clearance between slipper plate and guide (m).
c

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ISO 19426-5:2018(E)

b) Lateral slipper plate load (H ):
s
Slipper plate loads shall be assessed in two directions, namely, normal to the face of the guide and
normal to the sides of the guide. These loads shall be assessed for both full and empty conveyances
and shall be applied to the guide in the vicinity of the connection to the bunton, considering the
action of only one slipper at a time, i.e. it is assumed that the slipper plate load normal to the face of
the guide and the slipper plate load normal to the sides of the guide cannot occur simultaneously.
The lateral load between any slipper plate and the guide, H (N), shall be taken as:
s
2
 
400m ve
e
 
HP=α (3)
sn b
2
 
L
 
The proportion of the conveyance mass effectively acting at a slipper plate, m (kg), is:
e
mI I
s 12
m = (4)
e
2 2
II ++mmhI hI
()12 ss2 11 2
The non-dimensional lateral steelwork stiffness at the guide to bunton connection, k , is:
b
2
kL
b
k = (5)
b
2
mv
e
The steelwork stiffness ratio, r , is:
k
k
b
r = (6)
k
k
g
Where, in Formulas (3) to (6),
α is the nominal slipper plate impact factor which in the absence of better information shall
n
be taken as 2,0;
is the slipper plate load coefficient (obtained from Figure 2);
P
b
m is the proportion of the conveyance mass effectively acting at a slipper plate (kg);
e
v is the winding velocity (m/s) – see Figure 1;
e is the maximum moving beam misalignment of the guide (see Table B.1) (m) – see Figure 1;
L is the guide span, bunton to bunton (m) – see Figure 1;
m is the mass of the conveyance (empty or full) including the compensating sheave mass,
s
where applicable (kg);
I , I mass moments of inertia of the conveyance about the centroidal axes perpendicular to
1 2
2
the relevant direction of the slipper plate load (kg/m );
k is the lateral stiffness of the steelwork at the guide to bunton connection (N/m);
b
NOTE  See COMRO User Guide No. 21 for a method of incorporating the stiffness of the
conveyance into the steelwork stiffness.
k is the lateral stiffness of the steelwork at the guide midspan (N/m).
g
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ISO 19426-5:2018(E)

Key
1 buntons 3 axis 1
2 guides 4 axis 2
Figure 1 — Freebody diagram of lateral load
c) Maximum guide bending moment (M )
g
The maximum guide bending moment resulting from slipper plate action shall be assessed for both
slipper plate load directions.
The maximum guide bending moment, M (Nm), shall be taken as:
g
2
 
400m ve
e
M =α M  (7)
gn
 
L
 
where
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ISO 19426-5:2018(E)

α , m , v, e, and L are as defined above;
n e
is the guide bending moment coefficient (obtained from Figure 3).
M
Key
1
non-dimensional lateral steelwork stiffness at guide to bunton connection k
b
2 steelwork stiffness ratio r
k
Figure 2 — Contour plot of slipper plate load coef
...