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
• Start Date: 15-Sep-2023
• Completion Date: 13-Dec-2025

Overview

ISO 19426-5:2018 - Structures for mine shafts - Part 5: Shaft system structures specifies the loads, load combinations and design procedures for shaft system structures in both vertical and decline shafts. The standard covers structural elements such as 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. It adopts a limit states design philosophy. Rock support, operational safety and shaft layout are explicitly excluded.

Keywords: ISO 19426-5, shaft system structures, mine shaft design, limit states design, mine engineering.

Key topics and technical requirements

• Scope of structural elements: Defines the shaft system components to be designed (guides, rails, station structures, protective platforms, brattice walls, arresting devices, etc.).
• Loads and load combinations: Nominal loads are grouped as permanent, imposed (operational), emergency and seismic - including conveyance drop test loads and earthquake actions.
• Design procedures: Guidance on applying limit states design, selection of design loads, and referencing relevant structural codes for detailed structural analysis.
• Special requirements: Provisions for shaft steelwork in designated shaft zones (A–D), and rules for emergency arresting structures and stopping device supports.
• Additional limit states and effects: Lateral displacement of conveyances, fatigue, rebound velocity ratio, amplification of loads, and strain loading.
• Durability and construction: Provision for wear, corrosion, protective platforms, construction tolerances and fabrication/construction requirements.
• Annexes: Normative and informative annexes include shaft zone classification, shaft condition classification, load factors/load combinations and guidance on protective platforms.

Keywords: loads, load combinations, emergency arresting, protective platforms, fatigue, corrosion, construction tolerances.

Practical applications and users

ISO 19426-5 is intended for use by:

• Mining engineers and shaft designers developing structural layouts for vertical and decline shafts.
• Structural engineers responsible for designing shaft steelwork, guide systems and arresting devices.
• Contractors and fabricators building shaft system structures who need construction tolerances and durability guidance.
• Regulators and asset owners seeking a harmonized, international basis for shaft structural safety and reliability.

Typical applications include design and verification of guide rails and bunton systems, station footwall structures, dropsets and conveyance arresting supports, and specification of loads for protective platform design.

Keywords: mine shaft structures, shaft design standard, guide rails, buntons, arresting structures.

Related standards

• ISO 19426 series (see ISO 19426-1: Vocabulary; ISO 19426-4: Conveyances)
• ISO 2394 (General principles on reliability for structures)
• ISO 3010 (Seismic actions on structures)
• ISO 19338, ISO 22111 and referenced material/design standards for steel, concrete and timber.

Using ISO 19426-5 helps align mine shaft structural design with international best practice for loads, limit states and durability.

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 2018
© ISO 2018
All rights reserved. Unless otherwise specified, or required in the context of its implementation, no part of this publication may
be reproduced or utilized otherwise in any form or by any means, electronic or mechanical, including photocopying, or posting
on the internet or an intranet, without prior written permission. Permission can be requested from either ISO at the address
below or ISO’s member body in the country of the requester.
ISO copyright office
CP 401 • Ch. de Blandonnet 8
CH-1214 Vernier, Geneva
Phone: [phone]
Fax: [phone]
Email: [e-mail]
Website: www.iso.org
Published in Switzerland
ii © ISO 2018 – All rights reserved

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
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
iv © ISO 2018 – All rights reserved

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.
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.
vi © ISO 2018 – All rights reserved

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
4 Symbols
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
F load on station footwall structures (N, N/m )
F
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
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
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)
2 © ISO 2018 – All rights reserved

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
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
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
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)
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
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
4 © ISO 2018 – All rights reserved

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
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
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.
The permanent load, G , applied to sidewall support structures shall be assessed considering the rock
s
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
6 © ISO 2018 – All rights reserved

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
 
400m ve
e
 
HP=α (3)
sn b
 
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
kL
b
k = (5)
b
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
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
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
 
400m ve
e
M =α M  (7)
gn
 
L
 
where
8 © ISO 2018 – All rights reserved

α , m , v, e, and L are as defined above;
n e
is the guide bending moment coefficient (obtained from Figure 3).
M
Key
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 coefficient P
b
6.2.2.1.2 Vertical loads (F )
v
The vertical loads, F , shall be taken as follows.
V
a) The friction induced vertical load, F (N), acting during slipper plate contact on each guide shall be
V
taken as
F = 0,5H (8)
V s
b) The vertical loads induced by the action of conveyance holding and braking devices shall be
rationally assessed. The vertical loads due to conveyance holding devices shall be in accordance
with ISO 19426-4.
Key
non-dimensional lateral steelwork stiffness at guide to bunton connection k
b
2 steelwork stiffness ratio r
k
Figure 3 — Contour plot of guide bending moment coefficient M
6.2.2.2 Fixed guides in vertical shafts in shaft zone B (see Annex A)
6.2.2.2.1 Lateral loads (H) and maximum guide bending moment (M )
g
Where the shaft zone is B, the lateral loads and maximum guide bending moments are as defined for
shaft zone A in 6.2.2.1.1, except that the maximum moving beam misalignment of the guide, e, shall be
replaced by the modified moving beam misalignment, e’:
ee′= +2ε L (9)
t
where
e is the maximum moving beam misalignment of the guide (m);
ε is the transverse rock strain, as defined by the rock engineering analysis;
t
L is the guide span, bunton to bunton (m).
6.2.2.2.2 Vertical loads (F )
V
Where the shaft zone is B, the vertical loads are as defined for shaft zone A in 6.2.2.1.2.
10 © ISO 2018 – All rights reserved

6.2.2.3 Fixed guides in vertical shafts in shaft zones C and D (see Annex A)
6.2.2.3.1 Lateral loads (H) and maximum guide bending moments (M )
g
Where the shaft zone is C or D, the lateral loads and maximum guide bending moments shall be
rationally derived in accordance with the dynamic behaviour of the shaft steelwork and conveyances in
these shaft zones.
6.2.2.3.2 Vertical loads (F )
V
Where the shaft zone is C or D, the vertical loads are as defined for shaft zone A in 6.2.2.1.2.
6.2.2.4 Fixed guides in conveyance loading zones
The loads on fixed guides in conveyance loading zones shall be as specified in ISO 19426-4.
6.2.2.5 Decline shaft wheel loads
6.2.2.5.1 Conveyance wheel load acting normal to the rail (W )
n
The wheel load, W (N), acting normal to the rail shall be taken as:
n
α G +Q cos∅
()
wc d
W = (Acting at every wheel) (10)
n
n
where
α is the wheel dynamic factor;
w
Q is the conveyance payload (N);
G is the conveyance self weight load (N);
c
is the angle between the horizontal and the shaft decline;
∅
d
n is the number of wheels on the conveyance.
Where the rail misalignment falls within the tolerances defined in Table B.2, the wheel dynamic factor,
α , shall be taken as specified in Table 1. Where a greater rail misalignment exists, the wheel dynamic
w
factor shall be increased on a rational basis.
Table 1 — Wheel dynamic factor
Shaft condition Wheel within rail length Wheel at rail joint
Good 1,2 2,0
Average 1,2 2,5
Poor 1,2 3,5
The wheel impact load on each wheel, W (N), at rail joints shall be calculated by rational analysis.
a
Alternatively, the impact factor on each wheel may be taken as specified in Table 1.
6.2.2.5.2 Lateral conveyance wheel loads (W )
l
The lateral wheel load, W (N), acting at every wheel shall be taken as:
l
W = α W (11)
l l n
where
W is the lateral wheel load acting normal to the rail (N);
l
α is the lateral wheel load factor (see Table B.2).
l
6.2.3 Fixed flare guides
The loads on fixed flare guides, applicable to rope guide systems, shall be as specified in 6.2.2.1.
6.2.4 Station structures
6.2.4.1 Station footwall structures
The load on station footwall structures, F , shall be taken as any one of the following loads acting in
F
isolation:
a) uniformly distributed load of 5 000 N/m ;
b) a concentrated load of 5 000 N applied anywhere over an area of 0,1 m × 0,1 m;
c) the conveyance floor loads as specified in ISO 19426-4; or
d) the loads that might arise from any equipment lowered down the shaft.
6.2.4.2 Platforms
The load on personnel access platforms, F , shall be taken as any one of the following loads acting in
p
isolation:
a) a uniformly distributed load of 5 000 N/m ; or
b) a vertical impact point load equal to a static load of 5 000 N applied anywhere over an area of
0,1 m × 0,1 m.
6.2.4.3 Canopy structures
In the absence of better information, the vertical impact load on canopy structures, P , shall be taken as
P
a vertical load of 20 000 N, applied anywhere on the penthouse over an area of 0,1 m × 0,1 m.
6.2.4.4 Conveyance holding device support
The conveyance holding device support load, K, shall be in accordance with ISO 19426-4.
Where the holding device clamps onto guides, the guides shall be capable of resisting the clamping force.
6.2.4.5 Brattice screens, screens and screen supports
In the absence of better information, all screens shall be designed to resist each of the following loads
acting independently:
a) a horizontal impact load of 5 000 N applied anywhere on the screen over an area of 0,1 m × 0,1 m;
12 © ISO 2018 – All rights reserved

b) where screens are required to protect personnel during crowd personnel loading, a uniformly
distributed horizontal line load of 2 000 N/m applied along a line 1,5 m above the footwall or
platform level;
c) where screens protect personnel remote from personnel loading locations, the load shall be as
specified in ISO 22111.
6.2.4.6 Guard rails to stairs, landings and platforms
Guard rails to stairs, landings and platforms shall be designed to resist a uniformly distributed load as
specified in ISO 22111, in any direction transverse to the handrail.
6.2.4.7 Slinging anchorages
Slinging anchorages shall be designed to resist a slinging load, T (N), using the following Formula:
TT=α (12)
ss
where
α is the sling impact factor which in the absence of a rigorous analysis shall be taken as 1,5;
s
T is the resultant static load applied to the slinging anchorage (N).
s
6.2.4.8 Station buffers
Where conveyances enter horizontal stations in decline shafts, the buffers or conveyance stops shall
be designed to resist a load calculated on the basis of energy principles. Unless better information is
available, the impact velocity shall be taken as 1,0 m/s.
6.2.5 Rock loading structures
6.2.5.1 Surge and spillage bins
The loads applied to surge and spillage bins shall be assessed assuming that the bin is completely full.
The pressures during filling and emptying shall be assessed using a recognized contained-material
pressure theory.
6.2.5.2 Measuring flasks
Where relevant, the load applied to the flask shall be assessed assuming that the flask is completely full.
The pressures during filling and emptying shall be as specified for skips in ISO 19426-4.
6.2.5.3 Rock loading station floors
Rock loading station floors shall be designed to resist a uniformly distributed load of 5 000 N/m .
Where spillage can occur, this load shall be increased to 10 000 N/m .
6.2.5.4 Box fronts
The loads on box fronts shall be taken as the most severe of a pressure (a), or a concentrated load (b),
see below. These two loads shall be assumed to act independently, and not in combination, in the
following way.
a) If it can be shown that dry, granular rock conditions will exist in the ore pass, rational analyses
may be used to assess the loads on box fronts. If not, the load applied to box fronts shall be based on
reference pressure, p (N/m ), using the following Formula:
h
pg=ρ h (13)
hb
where
ρ is the density of the ore pass contents (kg/m );
g is the acceleration due to gravity (m/s );
h is the height of the ore pass, for heights of up to 30 m, or equal to 30 m for ore passes of
b
height in excess of 30 m (m).
This pressure shall be applied to all components of box fronts, including concrete in-fill areas,
chutes and radial gates.
b) All main structural components of box fronts shall be designed to resist a single rock impact load
on the box front, R , which shall be based on energy considerations. The impact energy of the falling
i
rock, Z (J), shall be taken as:
i
Zh=α gm (14)
ii dr
where
α is the proportion of potential energy transferred into impact energy on the box front;
i
h is the height through which the rock falls; to be taken as the depth of the rock pass (m);
d
g is the acceleration due to gravity (m/s );
m is the mass of the largest rock (kg).
r
The proportion of potential energy transferred into impact energy on the box front, α , shall be based
i
on a rational assessment of energy losses in the rock pass, or it may be taken as:
1) 0,8, when the rock pass is inclined at more than 70° to the horizontal;
2) 0,6, when the rock pass is inclined at less than 70° to the horizontal;
3) 0,3, when there is a dogleg in the rock pass not more than 15 m above the box front.
The impact load shall be calculated assuming plastic deformation of the structural components of the
box front, but shall be taken as not less than 100 000 N, and need not be taken as more than the point
load strength of the rock. The single rock impact load on the box front, R (N), is obtained using the
i
following Formula:
Z
i
R = (15)
i
d
i
where
Z is the impact energy of the falling rock (J);
i
d is the deformation of the relevant structural component (m).
i
This load shall be taken as acting in a direction parallel to the axis of the ore pass.
The mass of the rock may be based on a rock size limited by the physical constraints of the rock handling
system, but the rock size shall not be taken as less than 0,02 m .
14 © ISO 2018 – All rights reserved

The plastic deformation of the relevant structural component, d , shall be taken as being in the range
i
from 2 % to 5 % of the span of the relevant structural component.
The beams surrounding the chute and the door of the box front may be designed using plastic design
methods. The columns and other main steelwork shall be designed to remain elastic.
NOTE The main structural components include the columns, struts, beams and anchors, but exclude the
chute and doors.
6.2.5.5 Skip tipping loads
Where relevant, the tipping loads shall be determined as given in ISO 19426-4.
6.2.6 Operational arresting structures
Operational arresting structures for conveyances can be used at end of wind positions in vertical shafts,
or at stations in decline shafts, for the purpose of absorbing low speed impact energy. These structures
shall be designed to resist the greater of the following loads:
PG=+α Q , or (16)
()
ac
PG=+α U (17)
()
ac
where
α is the conveyance impact factor;
G is the conveyance self-weight (N);
c
Q is the conveyance payload (N);
U is the load due to underslung equipment (N).
The impact factor, α, shall be assessed by the consideration of energy principles, assuming that impact
occurs at 1,0 m/s, or at the specified creep speed of the winder, if available.
6.2.7 Station dropsets
6.2.7.1 The loads applied to station dropsets in decline shafts shall be evaluated on the basis of
operational requirements. The most severe one of the following loads may be considered where relevant,
using the following Formulas:
a)  P = G + α (Q) (18)
d1 c d1
applied at the station loading position where the conveyance is located on the station dropset
during loading (N);
b)  P = α (G + Q) (19)
d2 d2 c
applied anywhere along the station dropset (N);
c)  P = α (G + Q) (20)
d3 d3 c
applied where the conveyance leaves the shaft rails and enters the station dropset (N);
where, in Formulas (18) to (20),
α is the conveyance loading impact factor;
d1
α is the rail impact factor due to rail irregularities;
d2
α is the shaft impact factor due to the change in direction from the decline shaft to the station
d3
dropset;
G is the conveyance self-weight (N);
c
Q is the conveyance payload (N).
6.2.7.2 The proportion of these loads applied at each of the conveyance axles shall be considered.
6.2.7.3 The conveyance loading impact factor, α , shall be obtained from ISO 19426-3.
d1
6.2.7.4 The rail impact factor, α , shall be taken as 1,0 where the rail on the dropset has no joints,
d2
otherwise it shall be taken as 1,5.
6.2.7.5 The shaft impact factor, α , should be assessed from energy principles, or it may be taken
d3
as (1,0 + 2,0 sin∅ ), where ∅ , is the angle between the dropset and the shaft decline.
s s
6.2.8 Pipe supports
Pipe supports, as appropriate, shall be designed to resist any of the following loads, or a combination of
loads, using the assessed length, L , of pipe supported:
p
a) the static loads arising from the weight and pressure of the contents of the pipe;
b) the loads resulting from flow in the pipe, particularly at bends;
c) the dynamic loads resulting from transient pressures (for example, water hammer) in the pipe;
d) the loads resulting from thermal expansion or contraction of the pipe;
e) a stability load acting in any direction transverse to the pipe, equal to 1 % of the maximum
compression in the pipe wall in vertical shafts, or equal to 2,5 % of the maximum compression in
the pipe wall in decline shafts or horizontal haulages;
f) supports to ducksfoot support bends shall be designed for the loads obtained from the simultaneous
application of vertical and horizontal pressure thrusts, including the effects of transient pressures; or
g) the loads obtained by assuming the horizontal portions of all compressed air pipes to be half filled
with water.
Pipe support loads should be determined using a pipe network flexibility analysis computer programme.
6.2.9 Rope guide and rubbing rope anchor supports
The loads applied to rope guide and rubbing rope anchor supports shall be rationally assessed.
Cognizance shall be given to the method of applying the tension to the rope guides or rubbing ropes
when considering thermal loads.
6.2.10 Brattice walls
6.2.10.1 Vertical loads
Brattice wall panels which rely on vertical wedge action for support shall be designed to support, in
addition to their self-weight, the vertical load from two additional panels.
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Brattice wall panels on a ledge support system shall be designed to support the weight of all panels for
a height equivalent to twice the distance between the ledge supports.
6.2.10.2 Ventilation pressure and thermal
...