ISO 19426-5:2026

International
Standard
ISO 19426-5
Second edition
Structures for mine shafts —
2026-09
Part 5:
Shaft system structures
Structures de puits de mine —
Partie 5: Structures des réseaux de puits
Reference number
© ISO 2026
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ii
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 . 13
6.2.7 Station dropsets .14
6.2.8 Pipe supports.14
6.2.9 Rope guide and rubbing rope anchor supports . 15
6.2.10 Brattice walls . 15
6.2.11 Strain loading . 15
6.2.12 Ladderway loading . 15
6.2.13 Conveyance drop test loads .16
6.2.14 Earthquake loads .16
6.3 Emergency loads .16
6.3.1 Emergency arresting structures .16
6.3.2 Emergency stopping devices .16
6.3.3 Pipe supports.16
6.3.4 Spillage winch support and sheave support structures .17
6.3.5 Brattice walls .17
6.3.6 Impact load on protective platforms .17
7 Design procedures . 17
7.1 Design loads .17
7.2 Design codes .18
7.3 Design of emergency arresting structures .18
7.4 Design of emergency stopping device supports .18
7.5 Special design requirements for shaft steelwork in different shaft zones .18
7.5.1 Shaft zones .18
7.5.2 Shaft steelwork within shaft zone A .18
7.5.3 Shaft steelwork within shaft zone B .18
7.5.4 Shaft steelwork within shaft zone C .18
7.5.5 Shaft steelwork within shaft zone D .18
7.6 Additional limit states.19
7.6.1 Lateral displacement of conveyance .19
7.6.2 Fatigue .19
7.6.3 Rebound velocity ratio .19
7.6.4 Amplification of loads and load effects .19
7.7 Provision for wear and corrosion .21

iii
7.8 Design of protective platforms .21
8 Construction requirements .21
8.1 General .21
8.2 Construction tolerances .21
Annex A (informative) Shaft zone classification .24
Annex B (informative) Shaft condition classification .25
Annex C (informative) Load factors and load combinations .28
Annex D (informative) Protective platforms .31
Bibliography .36

iv
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 document 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).
ISO draws attention to the possibility that the implementation of this document may involve the use of (a)
patent(s). ISO takes no position concerning the evidence, validity or applicability of any claimed patent
rights in respect thereof. As of the date of publication of this document, ISO had not received notice of (a)
patent(s) which may be required to implement this document. However, implementers are cautioned that
this may not represent the latest information, which may be obtained from the patent database available at
www.iso.org/patents. ISO shall not be held responsible for identifying any or all such patent rights.
Any trade name used in this document is information given for the convenience of users and does not
constitute an endorsement.
For an explanation of 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 www.iso.org/iso/foreword.html.
This document was prepared by Technical Committee ISO/TC 82, Mining.
This second edition cancels and replaces the first edition (ISO 19426-5:2018), which has been technically
revised.
The main changes are as follows:
— boxfront section removed;
— additional clarity on pipe support loads;
— construction tolerances updated.
A list of all parts in the ISO 19426 series can be found on the ISO website.
Any feedback or questions on this document should be directed to the user’s national standards body. A
complete listing of these bodies can be found at www.iso.org/members.html.

v
Introduction
Many mining companies and many of the engineering companies which provide designs for mines, operate
globally, so ISO 19426 series 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 series will facilitate improved
safety and operational reliability.
The majority of the material in ISO 19426 series 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 series do not specify the 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
International Standard ISO 19426-5:2026(en)
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 the 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 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 19338, Performance requirements for standards on concrete structures
ISO 19426-1, Structures for mine shafts — Part 1: Vocabulary
ISO 19426-4, Structures for mine shafts — Part 4: Conveyances.
ISO 22111, Bases for design of structures — General requirements
3 Terms and definitions
For the purposes of this document, the terms and definitions given in ISO 19426-1 apply.
ISO and IEC maintain terminology databases for use in standardization at the following addresses:
— ISO Online browsing platform: available at https:// 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 centroidal
h , h
1 2
axes (m)
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 the
I , I
l 2
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
M guide bending moment coefficient (obtained from Figure 2)
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
m mass of the conveyance (empty or full) including the compensating sheave mass, if applicable (kg)
s
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 cause
S
f
guide roller load application) (see Table B.1)
frequency of rail impact load application (percentage of rail joints passed deemed to cause
S
r
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
α shaft impact factor due to the change in direction from the decline shaft to the station dropset
d3
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
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 Table B.1
Δ
e
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 as structural steel should be as specified in
EN 197-1 and EN 206-1 for concrete 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 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 over-
b
break. For preliminary design purposes only this value shall be not less than a uniformly distributed load of
20 000 N/m .
The permanent load, G , applied to sidewall support structures shall be assessed considering the rock
s
properties and over-break. For preliminary design purposes only this value shall be not less than a uniformly
distributed load of 5 000 N/m .
For the final design, the loading shall be specified in consultation with the rock engineer, including
consideration of fractured or weak rock or expansive rock conditions.

6.1.3 Pipe supports
The permanent load, G , applied to pipe supports shall be obtained using the following Formula (1):
p
GD=L (1)
pp n
where
L is the assessed length of pipe supported on the pipe support. In the absence of better information,
p
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
NOTE Pipes can also be subjected to lateral loads.
6.1.4 Conveyor supports
The permanent load, G , on conveyor supports shall be assessed in accordance with normal conveyor design
y
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) 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 given in Formula (2):
Hk  (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
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 (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 Formulae (3) to (6),
α is the nominal slipper plate impact factor which in the absence of better information shall be
n
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, where
s
applicable (kg);
I , I mass moments of inertia of the conveyance about the centroidal axes perpendicular to the
1 2
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  the lateral stiffness can be reduced by 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
2 guides
3 axis 1
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 given in Formula (7):
g
 
400m ve
e
 
M  M (7)
gn
 
L
 
where
α , m , v, e, and L are as defined above;
n e
is the guide bending moment coefficient (obtained from Figure 3).
M
Key
X non-dimensional lateral steelwork stiffness at guide to bunton connection k
b
Y 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 given in Formula (8):
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
X non-dimensional lateral steelwork stiffness at guide to bunton connection, k
b
Y 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’ as given in Formula (9):
ee 2 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.

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 given in Formula (10):
n
 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 ,
w
shall be taken as specified in Table 1. Where a greater rail misalignment exists, the wheel dynamic 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 given in Formula (11):
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. and for the
relevant misalignment and speed at entry into the flare guide.
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 isolation:
F
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;
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 isolation:
p
a) a uniformly distributed load of 5 000 N/m ;
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 a
P
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;
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 (12):
TT (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 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, given by Formulae (13) or (14):
PG Q , or (13)

ac
PG U (14)

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 formulae:
P = G + α (Q) (15)
d1 c d1
applied at the station loading position where the conveyance is located on the station dropset during
loading (N);
P = α (G + Q) (16)
d2 d2 c
applied anywhere along the station dropset (N);
P = α (G + Q) (17)
d3 d3 c
applied where the conveyance leaves the shaft rails and enters the station dropset (N);
where, in Formulae (15) to (17)
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 drop-
d3
set;
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 as (1,0 +
d3
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 or over pressure to
clear plugged pipes) 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.
h) lateral loads can result from various influences such as pipe misalignment or seismic effects
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.
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 loads
The load acting normal to the surface of a brattice wall panel shall be assessed taking into consideration the
differential air pressures due to ventilation air flow. In addition, thermal load effects due to temperature
differences between upcast and downcast airflow shall be considered.
6.2.11 Strain loading
6.2.11.1 Rock strain
The loads induced by rock strains shall be assessed. The rock strains shall occur within the limits of shaft
zone A, as specified in Annex A, the rock strain induced loads may be ignored.
6.2.11.2 Thermal strain
Calculation of thermal strain loads shall be based on local conditions.
6.2.12 Ladderway loading
6.2.12.1 The load applied to rungs or steps shall be taken as 2 000 N.
6.2.12.2 The vertical load applied to the ladderway stringers on each side of the ladderway shall be taken as
1 200 N/m length of ladder.
6.2.12.3 Where handrails are fitted to ladderways, the load applied to the handrail shall be taken as
1 000 N/m acting in any direction transverse to the hand railing.

6.2.12.4 The intermediate platforms shall be designed for a minimum of 2 000 N/m .
6.2.13 Conveyance drop test loads
Where a drop test is performed within the mine shaft, the loads shall be as defined for dogging system loads
in ISO 19426-4.
Provided the connections between adjoining guide lengths are adequate to transfer conveyance drop test
loads, the
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