`  
 ICS 91.080  
 
Reference number  
DRS 114-1: 2020  
© RSB 2020  
  
 RWANDA 
STANDARD  DRS  
114-1  
 
Second e dition  
2020 -mm-dd 
 
Structural design  — 
Part 1 :  
Actions on structures - Densities, self -
weight, imposed loads for buildings  
 
 DRS 141-1: 2020  
©RSB 2020  - All rights reserved                  ii 
 In order to match with technological development and to keep continuous progress in ind ustries, 
standards are subject to periodic review. Users shall ascertain that they are in possession of the latest 
edition  
 
 
 
 
 
 
 
 
© RSB 2020  
All rights reserved. Unless otherwise specified, no part of this publication may be reproduced or utilized 
in any  form or by any means, electronic or mechanical, including photocopying and microfilm, without 
prior written permission from R SB. 
Requests for permission to reproduce this document should be addressed to : 
Rwanda Standards  Board  
P.O Box 7099 Kigali -Rwanda  
KK 15 Rd, 49  
Tel. +250 788303492  
Toll Free: 3250  
E-mail: info@rsb.gov.rw  
Website: www.rsb.gov.rw  
ePortal: www.portal.rsb.gov.rw   DRS 141 -1: 2020  
iii                ©RSB 2020  - All rights reserved  
 Contents  Page 
Foreword  ................................ ................................ ................................ ................................ ............................  iv 
1 Scope  ................................ ................................ ................................ ................................ ......................  1 
2 Normative references  ................................ ................................ ................................ ............................  1 
3 Terms and definitions  ................................ ................................ ................................ ...........................  1 
4 Symbols (and abbreviated terms)  ................................ ................................ ................................ ........  7 
5 Classification of  actions  ................................ ................................ ................................ .......................  8 
5.1 Self-weight  ................................ ................................ ................................ ................................ .............  8 
5.2 Imposed loads  ................................ ................................ ................................ ................................ ....... 8 
6 Design Situations  ................................ ................................ ................................ ................................  10 
6.1 General  ................................ ................................ ................................ ................................ .................  10 
6.2 Permanent loads  ................................ ................................ ................................ ................................ .. 10 
6.3 Imposed loads  ................................ ................................ ................................ ................................ ..... 10 
6.3.1  General  ................................ ................................ ................................ ................................ .................  10 
6.3.2  Additional provisions for buildings  ................................ ................................ ................................ ... 10 
7 Densities of co nstruction and stored materials  ................................ ................................ ...............  11 
7.1 General  ................................ ................................ ................................ ................................ .................  11 
8 Self weight of construction works  ................................ ................................ ................................ ..... 11 
8.1 Representation of actions  ................................ ................................ ................................ ..................  11 
8.2 Characteristic values of self -weight  ................................ ................................ ................................ .. 12 
8.2.1  General  ................................ ................................ ................................ ................................ .................  12 
8.2.2  Additional provisions for buildings  ................................ ................................ ................................ ... 12 
8.2.3  Additional provisions specific for bridges  ................................ ................................ .......................  12 
9 Imposed loads on buildings  ................................ ................................ ................................ ...............  13 
9.1 Representation of actions  ................................ ................................ ................................ ..................  13 
9.2 Load arrangements  ................................ ................................ ................................ .............................  14 
9.2.1  Floors, beams and roofs  ................................ ................................ ................................ .....................  14 
9.2.2  Columns and walls  ................................ ................................ ................................ ..............................  14 
9.3 Characteristic values of Imposed Loads  ................................ ................................ ..........................  14 
9.3.1  Residential, social, commercial and administration areas  ................................ .............................  14 
9.3.2  Areas for storage and industrial activities  ................................ ................................ .......................  17 
9.3.3  Garages and vehicle traffic areas (excluding bridges)  ................................ ................................ .... 21 
9.3.4  Roofs ................................ ................................ ................................ ................................ .....................  22 
9.4 Horizontal loads on parapets and partition walls acting as barriers  ................................ .............  24 
Annex  A (informative)  Tables for nominal density of construction materials and nominal density 
and angles of response for  stored materials  ................................ ................................ ...................  26 
Annex  B (informative)  Vehicle barriers and parapets for car parks  ................................ ..........................  35 
 DRS 141-1: 2020  
©RSB 2020  - All rights reserved                  iv 
 Foreword   
Rwanda Standard s are prepared  by Technical Committees and app roved by R wanda Standards Board (RSB) 
Board  of Directors in  accordance with the procedures of RSB, in compliance with Annex 3 of the WTO/TBT 
agreement on the preparation, adoption and application of standards.  
The main task of technical committees is to pr epare national standards.  Final Draft Rwanda S tandards 
adopted by Technical committ ees are ratified  by me mbers of RSB Board of Director s for publication and 
gazettment as Rwanda Standards.  
DRS 114-1 was prepared by Technical Committee RSB/TC 9, Civil engin eering and building materials . 
In the preparation of this standard, reference was made to the following standard s: 
1) BS EN 1990:  2002 Eurocode, Basis of Structural Design  
2) EN 1991 -1-1: 2002 Eurocode 1: Actions on structures — Part 1 -1: General actions — Densi ties, self -
weight,imposed loads for buildings  
The assistance de rived from the above source is hereby acknowledged with thanks.  
This second edition cancels and re places the first edition (RS  114-1: 2011 ), of which has  been technically 
revised.  
DRS 114 consi sts o f the following parts, under Structural design:  
 Part 1: Actions on structures - Densities,  self-weight, imposed loads for buildings  
 Part 2: Structural design — Part 2: Actions on structures — Wind actions  
Part 3: Structures design — Part 3: Actions o n structures –Thermal actions on buildings  
Committee membership   
The following organizations were represented on the Technical Committee RSB/TC 09  on Civil Engineering 
and Building Materials  in the preparation of this standard.  
University of Rwanda – Colleg e of Science and Technology (UR -CST)  
Institut d’ Enseignement Supérieur ( INES - Ruhengeri ) 
City of Kigali  
Green Effect Engineering  DRS 141 -1: 2020  
v                ©RSB 2020  - All rights reserved  
 Integrated Polytechnic Regional Centre –Kigali (IPRC)  
NPD  Ltd 
REAL Contractors Ltd  
Rwanda Housing Authority (RHA)  
Rwanda Trans port Development Agency (RTDA)  
Standard For Sustainability (SFS)  
Gasabo 3D  
Masss Design Group - Rwanda  
NPD Ltd  
Enterpris es-Generale -des-Constrictions - EGC  
TECOS Ltd  
Institution of Engineers Rwanda  
CIMERWA Ltd  
Rwanda  Standards Board  (RSB) – Secretariat  DRS 141-1: 2020  
©RSB 2020  - All rights reserved                  vi 
 Introduction   
Designers require correct information required prior to embarking on detailed element design. This standard 
will help designers select the correct  design life, actions on structures, load arrangements, combinations of 
actions, methods of analysi s, material properties, stability and imperfections, minimum cover to reinforcement 
and maximum crack widths.  
   DRS 114 -1: 2020  
1                ©RSB 2020  - All rights reserved  
 Structural Design  — Part 1: Actions on structures - Densities, self -
weight, imposed loads for buildings  
1 Scope   
1.1 This Draft Rwanda standard gi ves the design guidance, methods for the assessment of the characteristic 
values of  self-weight of construction works and actions for the structural design of buildings and civil 
engineering works  including some geotechnical aspects for the following subje cts: 
a) densities of construction materials and stored materials;  
b) self-weight of construction works; and  
c) imposed loads for buildings.  
1.2 It gives characteristic values of imposed loads for floors and roofs according to category of use in the  
following areas in buildings:  
a) residential, social, commercial and administration areas;  
b) garage and vehicle traffic areas;  
c) areas for storage and industrial activities;  
d) roofs; and  
e) helicopter landing areas.  
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.  
RS 112, Basis of structural design  
RS 111 -2, Structural performance − Part 2: Principles on reliability for structures  
3 Terms and definitions   
For the purposes of this document, the following terms and definitions apply.   
©RSB 2020  - All rights reserved                  2 
 3.1 
design situation  
set of physical conditions representing a certain time interval for which the desig n demonstrates that relevant 
limit states are not exceeded  
3.2 
persistent situation  
normal condition of use for the structure, generally related to its design working life  
NOTE  “Normal use" includes possible extreme loading conditions due to wind, ice, imp osed loads, earthquakes in 
areas of high seismicity, etc.  
3.3 
transient situation  
provisional condition of use or exposure for the structure Example During its construction or repair which 
represents a time period much shorter than the design working life  
3.4 
accidental situation  
exceptional condition of use or exposure for the structure Examples Flood, land slip, fire, explosion, impact or 
local failure, which represent in most cases a very short time period  (apart from situations where a local failure 
may remain undetected during a longer period)  
3.5 
serviceability  
ability of a structure or structural element to perform adequately for normal use under all expected actions  
3.6 
failure  
insufficient load -bearing capacity or inadequate serviceability of a stru cture or structural element  
3.7 
reliability  
ability of a structure or structural element to fulfill the specified requirements, including the working life, for 
which it has been designed    DRS 114 -1: 2020  
3                ©RSB 2020  - All rights reserved  
 3.8 
reference period  
chosen period of time which is used as a basis f or assessing values of variable actions, time -dependent 
material properties, etc  
3.9 
limit state  
state beyond which the structure no longer satisfies the design performance requirements  
NOTE  Limit states separate desired states (no failure) from undesired  states (failure)  
3.10 
ultimate limit state  
state associated with collapse, or with other similar forms of structural failure  
NOTE  This generally corresponds to the maximum load -carrying resistance of a structure or structural element but in 
some cases to the maximum applicable strain or deformation.  
3.11 
serviceability limit state  
state which corresponds to conditions beyond which specified service requirements for a structure or structural 
element are no longer met  
3.12 
irreversible  limit state  
limit stat e which will remain permanently exceeded when the actions which caused the excess are removed  
3.13 
reversible limit state  
limit state which will not be exceeded when the actions which caused the excess are removed  
3.14 
structural integrity (structural robu stness)  
ability of a structure not to be damaged by events like fire, explosions, impact or consequences of human 
errors, to an extent disproportionate to the original cause   
©RSB 2020  - All rights reserved                  4 
 3.15 
design working life  
assumed period for which a structure or a structural elem ent is to be used for its intended purpose without 
major repair being necessary  
3.16 
maintenance  
total set of activities performed during the design working life of a structure to enable it to fulfill the 
requirements for reliability  
3.17 
reliability class  of structures  
class of structures or structural elements for which a particular specified degree of reliability is required  
3.18 
Assessment  
total set of activities performed in order to find out if the reliability of a structure is acceptable or not  
3.19 
model  
simplified mathematical description or experimental set -up simulating actions, material properties, the 
behaviour of a structure  
3.20 
action  
a) an assembly of concentrated or distributed mechanical forces acting on a structure (direct actions)  
b) the cause  of deformations imposed on the structure or constrained in it (indirect action)  
3.21 
permanent action  
a) which is likely to act continuously throughout a given reference period and for which variations in 
magnitude with time are small compared with the mean value  
b) whose variation is only in one sense and can lead to some limiting value    DRS 114 -1: 2020  
5                ©RSB 2020  - All rights reserved  
 3.22 
variable action  
action for which the variation in magnitude with time is neither negligible in relation to the mean value nor 
monotonic  
3.23 
accidental action  
action that i s unlikely to occur with a significant value on a given structure over a given reference period  
NOTE  Accidental actions are in most cases of short duration  
3.24 
fixed action  
action which has a fixed distribution on a structure, such as its magnitude and di rection are determined 
unambiguously for the whole structure when determined at one point on the structure  
3.25 
free action  
action which may have an arbitrary spatial distribution over the structure within given limits  
3.26 
static action  
action which will not cause significant acceleration of the structure or structural elements  
3.27 
dynamic action  
action which may cause significant acceleration of the structure or structural elements  
3.28 
bounded action  
action which has a limiting value which cannot be exc eeded and which is exactly or approximately known  
3.29 
unbounded action  
action which has no known limiting values   
©RSB 2020  - All rights reserved                  6 
 3.30 
representative value of an action  
value used for the verification of a limit state  
NOTE  Representative values consist of characteristic v alues, combination values, frequent values and quasi  
permanent  values, but m ay also consist of other values  
3.31 
environmental influence  
mechanical, physical, chemical or biological influence which may cause deterioration of the materials  
constituting a st ructure, which in turn may affect its serviceability and safety in an unfavourable way  
3.32 
bulk weight density  
bulk weight density is the overall weight per unit volume of a material, including a normal distribution of 
microvoids,  voids and pores  
NOTE  In everyday usage this term is frequently abbreviated to “density” (which is  strictly mass per unit volume)  
3.33 
angle of repose  
angle of repose is the angle which the natural slope of the sides of a heaped pile of loose material makes to  
the horizontal  
3.34 
gross weight of vehicle  
gross weight of a vehicle includes the self -weight of the vehicle together with maximum weight of the goods it  
is permitted to carry  
3.35 
structural elements  
structural elements comprise the primary structural frame and supporting s tructures. For bridges, structural  
elements comprise girders, structural slabs and elements providing support such as cable stays    DRS 114 -1: 2020  
7                ©RSB 2020  - All rights reserved  
 3.36 
non structural elements  
non structural elements are those that include completion and finishing elements connected with t he structure,  
including road surfacing and non -structural parapets. They also include services and machinery fixed  
permanently to, or within the structure  
3.37 
partitions  
non load bearing walls  
3.38 
movable partitions  
movable partitions are those which can  be moved on the floor, be added or removed or re -built at another  
place  
3.39 
principles  
principles comprise general statements and definitions for which there is no alternative, as well as 
requirements and analytical models for which no alternative is per mitted unless specifically stated  
3.40 
application rules  
rules which comply with the principles and satisfy their requirements  
NOTE  In this standard, the application rules are identified by a number in brackets  
4 Symbols (and abbreviated terms)   
For the purp oses of this standard, the following symbols apply.  
A loaded area  
A0 basic area  
Qk characteristic value of a variable concentrated load  
Gk weight per unit area or weight per unit length  
N number of storeys   
©RSB 2020  - All rights reserved                  8 
 qk characteristic value of a uniformly distributed  load, or line load  
αA reduction factor for loaded area  
αn reduction factor for a given number of storeys  
ρ bulk weight density  
φ dynamic magnification factor  
ψo factor for combination value of a variable action  
ϕ angle of repose (degrees)  
fm,k characteris tic value of bending strength of wood (in N/mm 2) 
LC light concrete  
5 Classification of actions  
5.1 Self-weight  
5.1.1 The self -weight of construction works should be classified as a permanent fixed action.  
5.1.2 Where this self -weight can vary in time, it should be taken into account by the upper and lower 
characteristic values. However, in some cases where it is free, it should be treated as an additional imposed 
load.  
NOTE  This applies in particular when the permanent actions may be favorable.  
5.1.3 The loads du e to ballast shall be considered as permanent actions and possible redistributions of 
ballast shall be taken into account in the design.  
5.1.4 The earth loads on roofs and terraces shall be considered as permanent actions.  
5.1.5 With regard to 5.1.3 and 5. 1.4, the design should consider variations in moisture content and 
variation in depth that may be caused by uncontrolled accumulation during the design life of the structure.  
5.2 Imposed loads  
5.2.1 Imposed loads shall be classified as variable free actions, u nless otherwise specified in this standard.  
5.2.2 When considering the accidental design situation where impact from vehicles or accidental loads 
from machines may be relevant, these loads should be taken into account.    DRS 114 -1: 2020  
9                ©RSB 2020  - All rights reserved  
 5.2.3 Imposed loads should be taken i nto account as quasi -static. The load models may include dynamic 
effects if there is no risk of resonance or other significant dynamic response of the structure. If resonance 
effects from synchronized rhythmical movement of people or dancing or jumping may  be expected, the load 
model should be determined for special dynamic analysis.  
5.2.4 When considering forklifts and helicopters, the additional loadings due to masses and inertial forces 
caused by fluctuating effects should be considered. These effects ar e taken into account by a dynamic 
magnification factor φ which is applied to the  static load values.  
5.2.5 Actions which cause significant acceleration of the structure or structural members shall be classified 
as dynamic actions and shall be considered using a dynamic analysis.  
5.2.6 For buildings, actions du e to impact shall be taken into account for:  
c) buildings used for car parking,  
d) buildings in which vehicles or forklift trucks are permitted, and  
e) buildings that are located adjacent to either road or railway traffic.  
5.2.7 For bridges, the actions due to impa ct and the mitigating measures provided should take into 
account, amongst other things, the type of traffic on and under the bridge and the consequences of the 
impact.  
5.2.8 Actions due to impact from helicopters shall be taken into account for buildings w here the roof 
contains a designated landing pad.  
5.2.9 Actions due to impact should be determined by a dynamic analysis or represented by an equivalent 
static force. Other factors such as the angle of impact, the construction of the impacting object and mo vement 
of the impacting object after collision may also be relevant.  
NOTE 1 The forces at the interface of the impacting object and the structure depend on their interaction.  
NOTE 2 The basic variables for impact analysis are the impact velocity of the imp acting object and the mass 
distribution, deformation behavior and damping characteristics of both the impacting object and the structure.  
5.2.10 It may be assumed that the impacting body absorbs all the energy.  
5.2.11 For structural design the actions due to impact may be represented by an equivalent static force 
giving the equivalent action effects in the structure. This simplified model may be used for the verification of 
static equilibrium, for strength verifications and for the determination of deformat ions of the impacted structure.  
5.2.12 For structures which are designed to absorb impact energy by elastic -plastic deformations of 
members (i.e. soft impact), the equivalent static loads may be determined by taking into account both plastic 
strength and t he deformation capacity of such members.   
©RSB 2020  - All rights reserved                  10 
 6 Design Situations  
6.1 General  
The relevant permanent and imposed loads shall be determined for each design situation identified.  
6.2 Permanent loads  
6.2.1 The total self -weight of structural and non -structural members shoul d be taken into account in  
combinations of actions as a single action.  
6.2.2 For areas where it is intended to remove or add structural or non -structu ral elements, the critical load 
cases should be taken into account in the design.  
6.2.3 The self -weight of  new coatings and/or distribution conduits that  are intended to be added after 
execution should be taken into account in design situations.  
6.2.4 The water level shall be taken into account for the relevant design situations.  
6.2.5 The source and moisture content of bulk materials should be con sidered in design situations of 
buildings used for storage purposes.  
NOTE  The values for the densities provided in Annex A are for materials in the dry state.  
6.3 Imposed loads  
6.3.1  General  
6.3.1. 1 For areas which are intended  to be subjected to different categories of loadings the design shall  
consider the most critical load case.  
6.3.1. 2 In design situations when imposed loads act simultaneously w ith other variable actions (e.g actions 
induced by wind, snow, cranes or machine ry), the total imposed lo ads considered in the load case shall be 
considered as a single action.  
6.3.1. 3 Where the number of load variations or the effects of vibrations ma y cause fatigue, a fatigue load 
model should be established.  
6.3.1. 5 For structures susceptible to vibrations, dynamic models of imposed loads should be considered  
where relevant. The design procedure is given in RS112.  
6.3.2  Additional provisions for buildings  
6.3.2. 1 On roofs, imposed loads, and snow loads or wind actions should not be applie d together  
simultaneously.    DRS 114 -1: 2020  
11                ©RSB 2020  - All rights reserved  
 6.3.2. 2 When the imposed load is considered as an accompanying action, in accordance with RS 112,  only 
one of the two factors 
  and αn shall be applied.  
6.3.2. 3 The imposed loads to be considered for serviceability limit state ve rifications should be specified in 
accordance with the service conditions and the requirements concerning the performance of the structure.  
7 Densities of construction and stored materials  
7.1 General  
7.1.1 Characteristic values of densities of construction and stored materials should be specified. Mean 
values should be used as characteristic values.  
NOTE  Annex A gives mean values for densities and angles of repose for stored materials. When a range is given it is 
assumed that the mean value will be highly depend ent on the source of the material and may be selected considering 
each individual project.  
7.1.2 For materials (e.g. new and innovative materials) which are not covered by the Tables in Annex A.  
7.1.3 If a reliable direct assessment of the densities is car ried out, then these values may be used.  
8 Self weight of construction works  
8.1 Representation of actions  
8.1.1 The self -weight of the construction works should in most cases, be represented by a single 
characteristic value and be calculated on the basis of the  nominal dimensions and the characteristic values of 
the densities.  
8.1.2 The self weight of the construction works includes the structure and non -structural elements including 
fixed services as well as the weight of earth and ballast.  
8.1.3 Non-structural  elements include:  
a) roofing;  
b) surfacing and coverings;  
c) partitions and linings;  
d) hand rails, safety barriers, parapets and kerbs;  
e) wall cladding;  
f) suspended ceilings   
©RSB 2020  - All rights reserved                  12 
 g) thermal insulation;  
h) bridge furniture; and  
i) fixed services.  
8.1.4 Fixed services include:  
a) equipmen ts for lifts and moving stairways;  
b) heating, ventilating and air conditioning equipment;  
c) electrical equipment;  
d) pipes without their contents; and  
e) cable trucking and conduits.  
8.1.5 Loads due to movable partitions shall be treated as imposed loads.  
8.2 Characteri stic values of self -weight  
8.2.1  General  
8.2.1. 1 The determination of the characteristic values of self -weight, and of the dimensions and densities 
shall be as follows: The self -weight of the structure may be represented by a single characteristic value and 
be calculated on the basis of the nominal dimensions and mean unit masses.  
8.2.1. 2 Nominal dimensions should be those as shown on the drawings.  
8.2.2  Additional provisions for buildings  
8.2.2. 1 For manufactured elements such as flooring systems, facades and ceilings , lifts and equipment for 
buildings, data may be provided by the manufacturer.  
8.2.2. 2 For determining the effect of the self -weight due to movable partitions, an equivalent uniformly 
distributed load shall be used and added to the imposed load.  
8.2.3  Additional  provisions specific for bridges  
8.2.3. 1 The upper and lower characteristic values of densities for non structural parts, such as ballast on 
railway bridges, or fill above buried structures such as culverts, should be taken into account if the material is 
expected to consolidate, become saturated or otherwise change its properties, during use.    DRS 114 -1: 2020  
13                ©RSB 2020  - All rights reserved  
 8.2.3. 2 The nominal depth of ballast on railway bridges should be specified. To determine the upper and 
lower characteristic values of the depth of ballast on railway  bridges a deviation from the nominal depth of ± 
30 % should be taken into account.  
8.2.3. 3 To determine the upper and lower characteristic values of self -weight of waterproofing, surfacing and 
other coatings for bridges, where the variability of their thi ckness may be high, a deviation of the total 
thickness from the nominal or other specified values should be taken into account. Unless otherwise specified, 
this deviation should be taken equal to ± 20 % if a post -execution coating is included in the nomina l value, and 
to + 40 % and ± 20 % if such a coating is not included.  
8.2.3. 4 For the self -weight of cables, pipes and service ducts, the upper and lower characteristic values 
should be taken into account. Unless otherwise specified, a deviation from the me an value of the self -weight 
of ± 20 % should be taken into account.  
8.2.3. 5 For the self -weight of other non structural elements such as:  
a) hand rails, safety barriers, parapets, kerbs and other bridge furniture;  
b) joints/fasteners; and  
c) void formers.  
8.2.3. 6 The characteristic values should be taken equal to the nominal values unless otherwise specified.  
9 Imposed loads on buildings  
9.1 Representation of actions  
9.1.1 Imposed loads on buildings are those arising from occupancy. Values given in this clause include:  
a) normal use by persons;  
b) furniture and moveable objects (e.g. moveable partitions, storage, the contents of containers);  
c) vehicles; and  
d) anticipating rare events, such as concentrations of persons or of furniture, or the moving or  stacking 
of objects which may occur during reorganization or redecoration.  
9.1.2 The imposed loads specified in this part are modeled by uniformly distributed loads, line loads or 
concentrated loads or combinations of these loads.  
9.1.3 For the determination of the imposed loads, floor  and roof areas in buildings should be sub -divided 
into categories according to their use.   
©RSB 2020  - All rights reserved                  14 
 9.1.4 Heavy equipment (e.g. in communal kitchens, radiology rooms, boiler rooms etc) are not included in 
the loads given in this clause. Loads for heavy equipment sh ould be agreed between the client and/or the 
relevant authority.  
9.2 Load arrangements  
9.2.1  Floors, beams and roofs  
9.2.1. 1 For the design of a floor structure within one storey or a roof, the imposed load shall be taken into  
account as a free action applied at the  most unfavorable  part of the influence area of the action effects  
considered.  
9.2.1. 2 Where the loads on other floors  are relevant, they may be assumed to be distributed uniformly  (fixed 
actions).  
9.2.1. 3 To ensure a minimum local resistance of the floor structure a separate verification shall be  performed 
with a concentrated load that, unless stated otherwise, shall not be combined with the uniformly  distributed 
loads or other variable actions.  
9.2.1. 4 Imposed loads from a single category may be reduced a ccording to the areas supported by the  
appropriate member, by a reduction factor αA according to 9.3.1.2.10.  
9.2.2  Columns and walls  
9.2.2. 1 For the design of columns or w alls, loaded from several storie s, the total imposed loads on the  floor 
of each storey should be assumed to be distributed uniformly.  
9.2.2. 2 Where i mposed loads from sever al storie s act on columns and walls, the total imposed loads  may be 
reduced by a factor αn according to 9.3.1.2.11 and 6.3.1.2 . 
9.3 Characteristic values of Imposed Loads  
9.3.1  Residential, social, commercial and administration areas  
9.3.1.1  Categories  
9.3.1.1. 1 Areas in re sidential, social, commercial and administration buildings shall be divided into  categories 
according to their specific uses shown in Table 1.  
9.3.1.1. 2 Independent of this classification of areas, dynamic effects shall be considered where it is  anticipate d 
that the occupancy will cause significant dynamic effects.  
9.3.1.2  Values of actions  
9.3.1.2. 1 The categories of loaded areas, as specified in Table 1, shall be designed by using characteristic 
values qk (uniformly distributed load) and Qk (concentrated load).    DRS 114 -1: 2020  
15                ©RSB 2020  - All rights reserved  
 NOTE Values for qk and Qk are given in Table 2 below. Where a range is given in this table, the recommended 
values, intended for separate application, are underlined. qk is intended for determination of general effects and Qk for local 
effects  
Table 1 — Categories of use  
Category  Specific Use  Example  
A Areas for domestic and  
residential activities  Rooms in residential buildings and houses;  
bedrooms and wards in hospitals;  
bedrooms in hotels and hostels kitchens and  
toilets.  
B Office areas   
C Areas where people may  
congregate (with the  
exception of areas defined  
under category A, B, and  
D1)) C1: Areas with tables, etc.   
e.g. areas in schools, cafés, restaurants, dining  halls, reading 
rooms, receptions.  
C2: Areas with fixed seats,  
e.g. areas in churches, th eatres or cinemas,  conference rooms, 
lecture halls, assembly  halls, waiting rooms, railway waiting 
rooms.  
C3: Areas without obstacles for moving  people, e.g. areas in 
museums, exhibition  rooms, etc. and access areas in public and  
administration buildings, hotels, hospitals,  railway station 
forecourts.  
C4: Areas with possible physical activities,  
e.g. dance halls, gymnastic rooms, stages.  
C5: Areas susceptible to large crowds,  
e.g. in  buildings for public events like concert halls,  sports halls 
including st ands, terraces and  access areas and railway 
platforms.  
D Shopping areas  D1: Areas in general retail shops  
D2: Areas in department stores  
1) Attention is drawn to 8.3.1.1(2), in particular for C4 and C5.For Category E, see Table 8.3  
NOTE 1 Depending on t heir anticipated uses, areas likely to be categorised as C2, C3, C4 may be categorized as C5 by 
decision of the client and/or National annex.  
NOTE 2 The National annex may provide sub categories to A, B, C1 to C5, D1 and D2  
NOTE 3 See 8.3.2 for storage or industrial activity  
 
9.3.1.2. 2 Where necessary qk and Qk should be increased in the design (e.g. for stairs and balconies 
depending on the occupancy and on dimensions).  
9.3.1.2. 3 For local verifications a concentrated load Qk acting alone should be taken into account.  
9.3.1.2. 4 For concentrated loads from storage racks or from lifting equipment, Qk should be determined for the 
individual case, see 9.3.2.  
9.3.1.2. 5 The concentrated load shall be considered to act at any point on the floor, balcony or stairs  over an 
area with a shape which is appropriate to the use and form of the floor.  
NOTE  The shape may normally be assumed as a square with a width of 50 mm.   
©RSB 2020  - All rights reserved                  16 
 9.3.1.2. 6 The vertical loads on floors due to traffic of forklifts shall be taken into account accor ding to 9.3.2.3 . 
 
Table 2 — Imposed loads on floors, balconies and stairs in buildings  
Categories of loaded areas  qk 
[kN/m2] Qk 
[kN] 
Category A  
- Floors  
- Stairs  
- Balconies   
1.5 to 2.0 
2.0 to 4.0 
2.5 to 4 .0  
2.0 to 3.0 
2.0 to 4.0 
2,0 to 3 .0 
 
Category B  
 2,0 to 3,0 
 1,5 to 4,5 
 
Category C  
- C1 
- C2 
- C3 
- C4 
- C5 
  
2.0 to 3.0 
3.0 to 4.0 
3.0 to 5.0 
4.5 to 5.,0 
5.0 to 7.5 
  
3.0 to 4.0 
2.5 to 7 .0 (4.0) 
4.0 to 7.0 
3.5 to 7.,0 
3.5 to 4.5 
 
category D  
 
- D1 
- D2  
4.0 to 5.0 
4.0 to 5.0 
  
3.5 to 7 .0 (4.0) 
3.5 to 7.0 
9.3.1.2. 7 Where floors are subjected to multiple use, they shall be designed for the most unfavorable category 
of loading which produces the highest effects of actions (e.g. forces or deflection) in the member under 
consideration.  
9.3.1.2. 8 Provided that a floor allows a lateral distribution of loads, the self -weight of movable partitions may 
be taken into account by a uniformly distributed load qk which should be added to the imposed loads of floors 
obtained from Table 2. This defined uniformly distr ibuted load is dependent on the self -weight of the partitions 
as follows:  
 a) for movable partitions with a self -weight 
 1.0 kN/m wall length: qk =0.5 kN/m2; 
 b) for movable partitions with a self -weight 
  2.0 kN/m wall length: qk =0.8 kN/m2; and  
 c) for m ovable partitions with a self -weight 
  3.0 kN/m wall length: qk =1.2 kN/m2. 
9.3.1.2. 9 Heavier partitions should be considered in the design taking account of:  
 a) locations and directions of the partitions; and    DRS 114 -1: 2020  
17                ©RSB 2020  - All rights reserved  
  b) structural form of the floors.  
9.3.1.2. 10 In accordance with 9.2.1(9.2.1.4) a reduction factor  αA may be applied to the qk values for 
imposed loads in Tables 2, and 10 for floors, and accessible roofs, Category I (See Table 9).  
NOTE 1 The recommended value for the reduction factor αA for categori es A to E is determined as follows  
 
with the rest riction for categories C and D: αA ≥ 0.6 where,  
A0 = 10.0 m 2 
A is the loaded area  
9.3.1.2. 11 In accordance with 9.2.2 (9.2.2.2) and provided that the area is classified according to table 1 
into the categor ies A to D, for columns and walls the total imposed loads from several stories may be 
multiplied by the reduction factor αn . 
NOTE 1 The recommended values for αn are given below . 
 
where:  
n is the number of storeys (> 2) above the loaded structural elemen ts from the same category.  
ψ0 is in accordance with RS 112, Annex A.1, Table A.1.  
9.3.2  Areas for storage and industrial activities  
9.3.2.1  Categories  
P Areas for storage and industrial activities shall be divided into the two categories according to Table 3.  
Table 3 - Categories of storage  and industrial use  
Category  Specific use  Example  
E1 Areas susceptible to  
accumulation of goods,  Areas for storage use including 
storage of   
©RSB 2020  - All rights reserved                  18 
 including access areas  books and other documents.  
E2 Industrial use   
9.3.2.2  Values for Actions  
9.3.2.2.1 The loaded areas, categorized as specified in Table 3, shall be designed by using characteristic  
values qk (uniformly distributed load) and Qk (concentrated load).  
NOTE Recommended values for qk and Qk are given in Table 4 below. The values may be ch anged if necessaryaccording 
to the usage (see Table 3 and Annex A) for the particular project. qk is intended for determination of general effects and Qk 
for local effects.  
Table 4 - Imposed loads on floors due to storage  
Category of loaded areas  qk 
[kN/m2 ] Qk 
[kN] 
Category E  7.5 7.0 
 
9.3.2.2. 2 The characteristic value of the imposed load shall be the maximum value taking account of the  
dynamic effects if appropriate. The loading arrangement shall be defin ed so that it produces the most 
unfavourable condi tions allowed in use.  
9.3.2.2. 3 The characteristic values of vertical loads in storage areas s hould be derived by taking into account 
the density and the upper design values for stacking heights when st ored material exerts horizontal forces on 
walls etc.  
NOTE See Annex A for densities . 
9.3.2.2. 4 Any effects of filling and emptying should be taken into account.  
9.3.2.2. 5 Loads for storage areas for books and other documents shoul d be determined from the loaded area 
and the height of the book cases using the appropriate values for density.  
9.3.2.2. 6 Loads in industrial areas should be assessed considering the  intended use and the equipment 
7which is to be installed  
9.3.2.2. 7 Actions due to forklifts and transport vehicles should be considered as concentrated l oads acting  
together with the appropriate imposed distributed loads given in Tables 2, 4 and 8.  
9.3.2. 3 Actions induced by forklifts  
9.3.2.3. 1 Forklifts should be classified in 6 classes FL 1 to FL 6 dependin g on net weight, dimensions and 
hoisting loads, see Table 5.  
9.3.2.3. 2 The static vertical axle load Qk of a forklift depends on the forklift classes FL1 to FL6 and should be 
obtained from Table 6.    DRS 114 -1: 2020  
19                ©RSB 2020  - All rights reserved  
 Table 5 — Dimensions of forklift according to classes FL  
Class of  
Forklift  Net 
weight  
[kN] Hoisting  
load 
[kN] Width of  
axle 
a [m] Overall  
width  
b [m] Overall  
length  
l [m] 
FL 1 
FL 2 
FL 3 
FL 4 
FL 5 
FL 6 21 
31 
44 
60 
90 
110 10 
15 
25 
40 
60 
80 0.85 
0.95 
1.00 
1.20 
1.50 
1.80 1.00 
1.10 
1.20 
1.40 
1.90 
2.30 2.60 
3.00 
3.30 
4.00 
4.,60 
5.10 
Table 6 - Axle loads of forklif ts 
Class of forklifts  Axle load Qk 
[kN] 
FL 1 
FL 2 
FL 3 
FL 4 
FL 5 
FL 6 26 
40 
63 
90 
140 
170 
9.3.2.3. 3 The static vertical axle load Qk should be increased by the dynamic factor φ using expression (9.3).  
Qk,dyn  =  φQk 
Where,  
 Qk,dyn is the dynamic characte ristic value of the action;  
 Φ is the dynamic magnification factor;  
 Qk is the static characteristic value of the action.  
9.3.2.3. 4 The dynamic factor φ for forklifts takes into account the inertial effects caused by acceleration and 
deceleration of the ho isting load and should be taken as:  
  φ= 1.40 for pneumatic tyres,  
  φ = 2.00 for solid tyres.  
9.3.2.3. 5 For forklifts having a net weight greater than 110 kN the loads should be defined by a more accurate 
analysis.  
9.3.2.3. 6 The vertical axle load Qk and Qk,dyn of a forklift should be arranged according to figure 1   
©RSB 2020  - All rights reserved                  20 
 
 
Fig 1: Dimensions of forklifts  
9.3.2.3. 7 Horizontal loads due to acceleration or deceleration of forklifts may be taken as 30 % of the  vertical 
axle loads Qk. 
NOTE Dynamic factors need not be applied.  
9.3.2.3  Actions induced by transport vehicles  
9.3.2.4. 1 The actions from transport vehicles that move on floors freely or guided by rails should be  
determined by a pattern of wheel loads.  
9.3.2.4. 2 The static values of the vertical wheel loads should be g iven in terms of permanent weights and  pay 
loads. Their spectra should be used to define combination factors and fatigue loads.  
9.3.2.4. 3 The vertical and horizontal wheel loads should be determined for the specific case.  
9.3.2.4. 4 The load arrangement inc luding the dimensions relevant for the design should be determined for  the 
specific case.  
9.3.2. 5 Actions induced by special devices for maintenance  
9.3.2.5. 1 Special devices for maintenance should be modelled as loads from transportation vehicles, see  
9.3.2.4. 
9.3.2.5. 2 The load arrangements including the dimensions relevant for the design should be determined for  the 
specific case.    DRS 114 -1: 2020  
21                ©RSB 2020  - All rights reserved  
 9.3.3  Garages and vehicle traffic areas (excluding bridges)  
9.3.3.1  Categories  
Traffic and parking areas in buildings shall be divided into  two categories according to their accessibility for  
vehicles as shown in Table 7.  
Table 7 - Traffic and parking areas in buildings   
Categories of traffic 
areas  Specific Use  Examples  
F Traffic and parking areas 
for 
light vehicles ( 30 kN 
gross  
vehicle wei ght and 8 
seats  
not including driver)  garages;  
parking areas, parking 
halls 
G Traffic and parking areas 
for 
medium vehicles (>30 
kN, 160 kN gross 
vehicle weight,  
on 2 axles)  access routes; delivery  
zones; zones accessible 
to 
fire engines  
 ( 160 kN gros s 
vehicle weight)  
NOTE 1 Access to areas designed to category F should be limited by physical means built 
into the structure.  
NOTE 2 Areas designed to categories F and G should be posted with the appropriate 
warning signs.  
 
9.3.3.2  Values of actions  
9.3.3.2. 1 The load model which should be used is a single axle with a load Qk with dimensions according to 
Figure 2 and a uniformly distributed load qk. The characteristic values for qk and Qk are given in Table 8.  
 
Figure 2: Dimensions of axle load   
©RSB 2020  - All rights reserved                  22 
 NOTE  qk is intend ed for determination of general effects and Qk for local effects.  
NOTE  For category F (see Table 8) the width of the square surface is 100 mm and for category G (see Table 8) the 
width of a square surface is 200 mm.  
Table 8 - Imposed loads on garages and v ehicle traffic areas  
Categories of traffic areas  qk 
[kN/m2]  Qk 
[kN] 
Category F  
Gross vehicle weight:  30 kN  
 
Category G  
30 kN < gross vehicle weight 
160kN   
Qk 
 
 
 
5.0  
Qk 
 
 
 
Qk 
NOTE 1 For category F. qk may be selected within the range 1 .5 to 2 .5 kN/m2 and Qk may be selected 
within the range 10 to 20 kN.  And the  higher of the forces when not specified  
NOTE 2 For category G, Qk may be selected within the range 40 to 90 kN.  And the higher of the forces 
when not specifie d. 
9.3.3.2. 2 The axle load should be  applied on two square surfaces with a-100 mm side for category F and a-
200 mm side for Category G in the possible positions which will produce the most adverse effects of the 
action.  
9.3.4  Roofs  
9.3.4.1  Categories  
9.3.4.1. 1 Roofs shall be categorized according to their  accessibility into three categories as shown in Table 9.  
 
Table 9 — Categorization of roofs  
 
Categories of  loaded area  Specific Use  
H Roofs not accessible except for normal 
maintenance and  repair.  
I Roofs accessible with occupancy 
according to categori es A to  G. 
K Roofs accessible for special services, 
such as helicopter  landing areas  
   DRS 114 -1: 2020  
23                ©RSB 2020  - All rights reserved  
 9.3.4.1. 2 Imposed loads for roofs of category H should be those given in Table 10. Imposed loads for roofs of 
category I are given in Tables 2, 4,.6 and 8 according to the specific use.(3) The loads for roofs of category K 
which provide areas for helicopter landing areas should be for the helicopter classes HC, see Table 11.  
9.3.4.2  Values of actions  
9.3.4.2. 1 For roofs of category H the minimum characteristic values Qk and qk that should be used are given in Table 
10. They are related to the projected area of the roof under consideration.  
 
Table 10 - Imposed loads on roofs of category H  
Roof  qk 
[kN/m2] Qk 
[kN] 
Category H  qk Qk 
NOTE 1 For category H qk may be selected within th e range 0,00 kN/m2 to 1,0 kN/m2 and Qk may be 
selected within the range 0,9 kN to 1,5 kN.  
The recommended values are:  qk = 0,4 kN/m2, Qk = 1,0kN  
NOTE 2 qk may be varied dependent upon the roof slope.  
NOTE 3 qk may be assumed to act on an area A.  
The recomm ended value for A is 10 m2, within the range of zero to the whole area of the roof.  
NOTE 4 See also 5.3.2 (1)  
 
9.3.4.2. 2 The minimum values given in Table 10 do not take into account uncontrolled accumulations of 
construction materials that may occur duri ng maintenance.  
9.3.4.2.3  For roofs separate verifications shall be performed for the concentrated the uniformly distributed load 
qk, acting independently.  
9.3.4.2. 4 Roofs, other than those with roof sheeting, should be designed to resist 1.5kN on an area based on a 
50 mm sided square. Roof elements with a profiled or discontinuously laid surface, should be designed so that 
the concentrated load Qk acts over the effective area provided by load spreading arrangements.  
9.3.4.2. 5 For roofs of category K the ac tions from helicopters on landing areas should be determined in 
accordance with Table 11, and using the dynamic factors given in 9.3.4.2 (9.3.4.2.6) and expression 9.3 . 
9.3.4.2. 6 The dynamic factor φ to be applied to the take off load Qk to take account of impact effects may be 
taken as φ = 1.40. 
9.3.4.2. 7 Access ladders and walkways should be assumed to be loaded according to Table 10 for a roof   
©RSB 2020  - All rights reserved                  24 
 slope < 20°. For walkways which are part of a designate d escape route, qk should be according to Table 2.  
For walkways for service a minimum characteristic value Qk of 1.5 kN should be taken.  
Table 11 - Imposed loads on roofs of category K for helicopters  
Class of  
Helicopter  Take -off load Q 
of helicopter  Take -off load Qk Dimension of  
the loaded area  
(m x m)  
HC1 
HC2 Q  0 kN 
20 kN< Q 60 kN  Qk = 20 kN  
Qk = 60 kN  0.2 x 0 .2 
0.3 x 0 .3 
9.3.4.2. 6 The dynamic factor φ to be applied to the take off load Qk to take account of impact effects may be 
taken as φ = 1.40. 
9.3.4.2. 7 Access ladders and walkways should be assumed to be loaded according to Table 10 for a roof 
slope < 20°. For walkways which are part of a designat ed es  cape route, qk should be according to Table 2.  
For walkways for service a minimum characteristic value Qk of 1.5 kN should be taken.  
9.3.4.2. 8 The following loads should be used for the design of frames and coverings of access hatches (other 
than gla zing), the supports of ceilings and similar structures:  
a) without access: no imposed load; and  
b) with access: 0.25 kN/m 2 distributed over the whole area or the area supported, and the  concentrated 
load of 0.9 kN so placed so as to produce maximum stresses in the affected member.  
9.4 Horizontal loads on parapets and partition walls acting as barriers  
9.4.1 The characteristic values of the line load qk acting at the height of the partition wall or parapets but 
not higher than 1.20 m should be taken from Table 12.  
Table 12 - Horizontal loads on partition walls and parapets  
Loaded areas  qk 
[kN/m]  
Category A  
Category B and C1  
Categories C2 –to C4 and D  
Category C5  
Category E  
Category F  
Category G  qk 
qk 
qk 
qk 
qk 
See Annex B  
See Annex B  
NOTE 1 For categories A, B and C1 , qk may be selected within the range 0 .2 to 1 .0 (0.5). 
NOTE 2 For categories C2 to C4 and D qk may be selected within the range 0 .8 kN/m – to 1.0 kN/m.  
NOTE 3 For category C5 qk may be selected within the range 3 .0 kN/m to 5 .0 kN/m.  
NOTE 4 For category E qk may be selected within the  range  0.8 kN/m to 2 .0 kN/m. For areas of category E the horizontal loads   DRS 114 -1: 2020  
25                ©RSB 2020  - All rights reserved  
 depend on the occupancy.  
Therefore the value of qk is defined as a minimum value and should be checked for the specific occupancy.  
NOTE 5 Where a range o f values is given in Notes 1, 2, 3 and 4.   
NOTE 6:  Use highest values were not specified.  
9.4.2 For areas susceptible to significant overcrowding associated with public events e.g. for sports stadia, 
stands, stages, assembly halls or conference rooms, t he line load should be taken according to category C5.  
 
  
©RSB 2020  - All rights reserved                  26 
 Annex  A 
(informative)  
 
Tables for nominal density of construction materials and nominal 
density and angles of response for stored materials  
Table A.1 — Construction materials -concrete and mortar  
Materials  Density  
[kN/m3] 
concrete (see BS EN 206)  
lightweight  
density class LC 1 .0 
density class LC 1 .2 
density class LC 1 .4 
density class LC 1 .6 
density class LC 1 .8 
density class LC 2 .0 
normal weight  
heavy weight  
mortar  
cement mortar  
gypsum mortar  
lime-cement mo rtar 
lime mortar   
 
9.0 to 10 .0 1)2)  
10.0 to 12 .0 1)2)  
12.0 to 14 .0 1)2)  
14.0 to 16 .0 1)2)  
16.0 to 18 .0 1)2)  
18.0 to 20 .0 1)2)  
24.01)2)  
>24 3) 
 
19.0 to 23 .0 
12.0 to 18 .0 
18.0 to 20 .0 
12.0 to 18 .0 
1) Increase by 1kN/m3 for normal percentage of reinforcing a nd pre -stressing steel  
2)Increase by 1kN/m3 for unhardened concrete  
3) Engineer to calculate the density but the density has to be more greater than 24  
NOTE See Section 6  
Table A.2 — Construction materials -masonry  
Materials  Density  
 [kN/m3]  
masonry uni ts 
terra cotta  
granite, syenite, porphyry  
basalt, diorite, gabbro  
tachylyte  
basaltic lava  
gray wacke, sandstone  
dense limestone  
other limestone  
volcanic tuff  
gneiss  
slate   
21.0 
27.0 to 30 .0 
27.0 to 31 .0 
26.0 
24.0 
21.0 to 27 .0 
20.0 to 29 .0 
20.0 
20.0 
30.0 
28.0 
NOTE See Section 6.  
Note: The manufacturer or the engineer should provide the density of any material not specified in this table.    DRS 114 -1: 2020  
27                ©RSB 2020  - All rights reserved  
  
Table A.3  — Construction materials - Wood: Characteristic values for timber classes  
 
Materials  Strength to bending  
fm,k (N/mm2)  Tension (N/mm2)  Compression  
(N/mm2)  Density  
 [kN/m3]  
wood  
Soft timber  
timber strength class C14  
timber strength class C16  
timber strength class C18  
timber strength class C20  
timber strength class C22  
timber strength class C24  
timber strength c lass C27  
timber strength class C30  
timber strength class C35  
timber strength class C40  
timber strength class C45  
timber strength class C50  
 
Hard timber  
timber strength class D30  
timber strength class D35  
timber strength class D40  
timber strength class D50  
timber strength class D60  
timber strength class D70  
 
plywood  
softwood plywood  
birch plywood  
laminboard and blockboard  
 
particle boards  
chipboard  
cement -bonded particle board  
flake board, oriented strand board, 
wafer board  
fibre building board  
hardboard, st andard and tempered  
medium density fibreboard  
softboard   
 
14 
16 
18 
20 
22 
24 
27 
30 
35 
40 
45 
50 
 
 
30 
35 
40 
50 
60 
70 
 
 
- 
- 
- 
 
 
- 
- 
- 
 
 
- 
 
- 
-  
 
8 
10 
11 
12 
13 
14 
16 
18 
21 
24 
27 
30 
 
 
6,4 
6,7 
7,0 
7,8 
8,4 
10,8 
 
5,0 
7,0 
4,5 
 
 
7,0 to 8,0  
12,0 
7,0 
 
 
10,0 
 
8,0 
4,0  
 
16 
17 
18 
19 
20 
21 
22 
23 
25 
26 
27 
29 
 
 
23 
25 
26 
29 
32 
34  
 
3.5 
3.7 
3.8 
3.9 
4.1 
4.2 
4.5 
4.6 
4.8 
5.0 
5.2 
5.5 
 
 
6.4 
6.7 
7.0 
7.8 
8.4 
10.8 
 
5.0 
7.0 
4.5 
 
 
7.0 to 8.0  
12.0 
7.0 
 
 
10.0 
 
8.0 
4.0 
NOTE See Section 6.     
 
 
  
©RSB 2020  - All rights reserved                  28 
  
Table A.4 — Construction materials -metals  
Materials  Density  
 [kN/m3] 
metals  
aluminium  
brass  
bronze  
copper  
iron, cast  
iron, wrought  
lead 
steel  
zinc  
27.0 
83.0 to 85 .0 
83.0 to 85 .0 
87.0 to 89 .0 
71.0 to 72 .5 
76.0 
112.0 to 114 .0 
77.0 to 78 .5 
71.0 to 72 .0 
Table A.5 — Construc tion materials - other mat erials  
Materials  Density  
 [kN/m3] 
other materials  
glass, broken  
glass, in sheets  
plastics  
acrylic sheet  
polystyrene, expanded, granules  
foam glass  
slate   
22.0 
25.0 
 
12.0 
0.3 
1.4 
28.0 
Table A.6 — Bridge materials  
Materials  Density  
 [kN/m3] 
pavement of road bridges  
guss  asphalt and asphaltic concrete  
mastic asphalt  
hot rolled asphalt  
 
infills for bridges  
sand (dry)  
ballast, gravel (loose)  
hardcore  
crushed slag  
packed stone rubble  
puddle clay  
pavement of rail bridges  
concrete protective layer  
normal balla st (e.g. granite, gneiss, etc.)   
24.0 to 25 .0 
18.0 to 22 .0 
23.0 
 
 
15.0 to 16 .01) 
15.0 to 16 .01) 
18.5 to 19 .5 
13.5 to 14 .51) 
20.5 to 21 .5 
18.5 to 19 .5 
 
25.0 
20.0   DRS 114 -1: 2020  
29                ©RSB 2020  - All rights reserved  
 basaltic ballast   
26 
 Weight per unit bed  
length 2) 3)  
gk [kN/m]  
structures with ballasted be d 
2 rails UIC 60  
prestressed concrete sleeper with track fastenings 
concrete sleepers with metal angle braces  
timber sleepers with track fastenings   
1.2 
4.8 
 
- 
 
1.9 
structures without ballasted bed  
2 rails UIC 60 with track fastenings  
2 rails UIC 60 with track fastenings,  
bridge beam and guard rails   
1.7 
4.9 
1) Given in other tables as stored materials  
2) Excludes an allowance for ballast  
3) Assumes a spacing of 600mm   
NOTE 1 The values for track are also applicable 
outside railway bridges.  
NOTE 2 See Se ction 4.   
Table A.7 — Stored materials - building and construction  Materials  
Materials  Density  
 [kN/m3] Angle  
of repose  
[°] 
aggregates  
lightweight  
normal  
heavyweight  
gravel and sand, bulked  
sand  
blast furnace slag  
lumps  
granules  
crushed foamed  
brick s and, crushed brick, broken 
bricks  
vermiculite  
exfoliated, aggregate for concrete  
crude  
bentonite  
loose  
shaken down  
cement   
9.0 to 20 .0 1) 
20.0 to 30 .0 
> 30.0 
15.0 to 20 .0 
14.0 to 19 .0 
 
17.0 
12.0 
9.0 
 
15.0 
 
1.0 
 
6.0 to 9 .0 
 
8.0 
11.0  
30 
30 
30 
35 
30 
40 
30 
35 
35 
- 
- 
40 
- 
28 
- 
25 
- 
25  
©RSB 2020  - All rights reserved                  30 
 in bulk  
in bag  
fly ash  
glass, in sheets  
gypsum, ground  
lignite filter ash  
lime 
limestone, powder  
magnesite, ground  
plastics,  
polyethyl ene, polystyrol 
granulated  
polyvinylchloride, powder  
polyester resin  
glue resins  
water, fresh   
16.0 
15.0 
10.0 to 14 .0 
25.0 
15.0 
15.0 
13.0 
13.0 
12.0 
 
6.4 
 
5.9 
11.8 
13.0 
10,.0 20 
25 
25 to 27  
- 
30 
40 
- 
- 
1) see table A.1 for density classes of lightweight concrete  
NOTE See Section 6.  
Table A.8 — Stored products – agricultural  
Products  Density  
 [kN/m3] Angle of repose  
[°] 
farmyard  
manure (minimum 60 % solids)  
manure (with dry straw)  
dry chicken manure  
slurry (maximum 20 % solids)  
fertiliser, artificial  
NPK, granulated  
basic slag, crushed  
phosphates, granulated  
potassium sulphate  
urea 
fodder, green, loosely stacked  
grain  
whole (_ 14 % moisture content 
unless indicated  
otherwise)  
general  
barley  
brewer´s grain (wet)  
herbage seeds  
maize in bulk  
maize in bags  
oats 
oilseed rape   
7.8 
9.3 
6.9 
10.8 
8.0 to 12 .0 
 
13.7 
10.0 to 16 .0 
12.0 to 16 .0 
7.0 to 8 .0 
3.5 to 4 .5 
7.8 
- 
- 
7.0 
8.8 
3.4 
7.4 
5.0 
5.0 
6.4 
7.0 
7.8  
- 
45 
45 
- 
25 
 
35 
30 
28 
24 
- 
30 
 
 
30 
- 
30 
30 
- 
30 
25 
30 
30   DRS 114 -1: 2020  
31                ©RSB 2020  - All rights reserved  
 rye 
wheat in bulk  
wheat in bags  
grass cubes  
hay 
(baled)  
(rolled bales)  
hides an d skins  
hops  
malt 
meal  
ground  
cubes  
peat 
dry, loose, shaken down  
dry, compressed in bales  
wet 
silage  
straw  
in bulk (dry)  
baled  
tobacco in bales  
wool 
in bulk  
baled  7.5 
7.8 
1.0 to 3 .0 
6.0 to 7 .0 
 
 
8.0 to 9 .0 
1.0 to 2 .0 
4.0 to 6 .0 
7.0 
7.0 
 
1.0 
5.0 
 
9.5 
 
5.0 to 10 .0 
 
 
0.7 
1.5 
 
3.5 to 5 .0 
3.0 
7.0 to 13 .0 - 
40 
- 
- 
- 
 
 
 
25 
20 
45 
40 
35 
- 
 
 
 
 
 
 
 
- 
- 
- 
- 
- 
Table A.9 — Stored products – foodstuffs  
Products  Density  
 [kN/m3]  Angle  
of repose  
 [°] 
eggs, in stands  
flour 
bulk 
bagged  
fruit 
apples  
- loose  
- boxed  
cherries  
pears  
raspberries, in trays  
strawberries, in trays  
tomatoes  
sugar  
loose, piled  
dense and bagged  4.0 to 5 .0 
 
6.0 
5.0 
 
8.3 
6.5 
7.8 
5.9 
2.0 
1.2 
6.8 
 
 
7.5 to 10 .0 
16.0 - 
 
25 
- 
 
30 
- 
- 
- 
- 
- 
- 
 
 
35 
  
©RSB 2020  - All rights reserved                  32 
 vegetables, green  
cabbages  
lettuce  
vegetables, legumes  
beans  
- general  
- soya  
peas  
vegetables, root  
general  
beetroot  
carrots  
onions  
turnips  
potatoes  
in bulk  
in boxes  
sugarbeet,  
dried and chopped  
raw 
wet shreds   
4.0 
5.0 
 
8.1 
7.4 
7.8 
 
 
8.8 
7.4 
7.8 
7 
7 
 
7.6 
4.4 
 
2.9 
7.6 
10.0  
- 
- 
 
35 
30 
- 
 
 
- 
40 
35 
35 
35 
 
35 
- 
 
35 
- 
- 
Note See section 6  
Table A.10 — Stored products – liquids  
Products  Density  
 [kN/m3] 
beverages  
beer 
milk 
water, fresh  
wine 
natural oils  
castor oil  
glycerol (glycerine)  
linseed oil  
olive oil  
organic liquids and acids  
alcohol  
ether  
hydrochloric acid (40 % by weight)  
methylated spirit  
nitric acid (91 % by weight)  
sulphuric acid (30 % by weight)  
sulphuric acid (87 % by weight)  
turpentine, white spirit  
hydrocarbons   
10.0 
10.0 
10.0 
10.0 
 
9.3 
12.3 
9.2 
8.8 
 
7.8 
7.4 
11.8 
 
7.8 
14.7 
13.7 
 
17.7   DRS 114 -1: 2020  
33                ©RSB 2020  - All rights reserved  
 aniline  
benzene (benzol)  
coal tar  
creosote  
naphtha  
paraffin (kerosene)  
benzine (benzoline)  
oil, crude (petroleum)  
diesel  
fuel 
heavy  
lubricating  
petrol (gasolene, ga soline)  
liquid gas  
butane  
propane  
other liquids  
mercury  
red lead paint  
white lead, in oil  
sludge, over 50 % by volume water   
8.3 
 
9.8 
8.8 
10.8 to 12 .8 
10.8 
7.8 
8.3 
6.9 
9.8 to 12 .8 
8.3 
7.8 to 9 .8 
12.3 
8.8 
7.4 
- 
5.7 
5.0 
 
133 
59 
38 
10.8 
NOTE  See Section 6  
Table A.11 — Stored products - solid fuels  
Products  Density  
 [kN/m3]  Angle  
of repose  
 [°] 
charcoal  
air-filled 
air-free 
coal 
block briquettes, tipped  
block briquettes, stacked  
egg b riquettes  
coal, raw from pit  
coal in washing pools  
coal dust  
coke  
middlings in the quarry  
waste washing tips in colliery  
all other kinds of coal  
firewood  
lignite/brown coal  
briquettes, tipped   
4 
15 
 
8 
13 
8.3 
10 
12 
7 
4.0 to 6 .5 
12.3 
13.7 
8.3 
5.4 
 
  
- 
- 
 
35 
- 
30 
35 
- 
25 
35 to 45  
35 
35 
30 to 35  
45 
 
  
©RSB 2020  - All rights reserved                  34 
 briquettes, stacked  
damp  
dry 
dust 
low-temperature coke  
peat 
black, dried, firmly packed  
black, dried, loosely tipped  7.8 
12.8 
9.8 
7.8 
4.9 
9.8 
 
6 to 9  
3 to 6  30 
- 
30 to 40  
35 
25 to 40  
40 
 
- 
45 
NOTE See Section 4.  
Table A.12 — Stored products - industrial and general  
Products  Density  
 [kN/m3] Angle  
of repose  
 [°] 
books and documents  
books and documents,  
densely stored  
filing racks and cabinets  
garments and rags, bundled  
ice, lumps  
leather, piled  
paper  
in rolls  
piled 
rubber  
rock salt  
salt 
sawdust  
dry, bagged  
dry, loose  
wet, loose  
tar, bitumen   
6.0 
8.5 
6.0 
11.0 
 
8.5 
10.0 
 
15.0 
11.0 
10.0 to 17 .0 
22.0 
12.0 
 
3.0 
2.5 
5.0 
14.0  
- 
- 
- 
- 
- 
- 
- 
 
- 
- 
- 
45 
40 
 
- 
45 
45 
- 
NOTE  See clause 7  
 
   DRS 114 -1: 2020  
35                ©RSB 2020  - All rights reserved  
 Annex  B 
(informative)  
 
Vehicle barriers a nd parapets for car parks  
B.1 Barriers and parapets in car parking areas should be designed to resist the  horizontal loads given in B(2).  
B.2 The horizontal characteristic force F (in kN), normal to and uniformly distributed over any length of 1 .5 m 
of a b arrier for a car park, required to withstand the impact of a vehicle is given by:  
F = 0.5mv2 / (c + b) 
 where : 
 m is the gross mass of the vehicle in (kg)  
 v is the velocity of the vehicle (in m/s) normal to the barrier  
 c is the deformations of the ve hicle (in mm)  
 b is the deformations of the barrier (in mm)  
B.3 Where the car park has been designed on the basis that the gross mass of the vehicles using it will not 
exceed 2500 kg the following values are used to determine the force F:  
 m = 1 500 kg  
 v = 4.5 m/s  
 c = 100 mm unless better evidence is available.  
For a rigid barrier, for which b may be given as zero, the characteristic force F appropriate to vehicles up to 2  
500 kg gross mass is taken as 150 kN.  
B.4 Where the car park has been designed f or vehicles whose gross mass exceeds 2  500 kg the following 
values are used to determine the characteristic force F. 
 m = the actual mass of the vehicle for which the car park is designed (in kg)  
 v = 4.5 m/s  
 c = 100 mm unless better evidence is availabl e  
©RSB 2020  - All rights reserved                  36 
 B.5 The force determined as in B (3) or B (4) may be considered to act at bumper height. In the case of car 
parks intended for vehicles whose gross mass does not exceed 2500 kg this height may be taken as 375 mm 
above the floor level.  
B.6 Barriers to acc ess ramps of car parks have to withstand one half of the force  determined in B (3) or B (4) 
acting at a height of 610 mm above the ramp.  
B.7 Opposite the ends of straight ramps intended for downward travel which exceed 20 m in length the barrier 
has to wit hstand twice the force determined in B (3) acting at a height of 610 mm above the ramp.  
   DRS 114 -1: 2020  
37                ©RSB 2020  - All rights reserved  
 Bibliography  
[1] ISO 2394 General principles on reliability for structures   
[2] ISO 3898 Basis of design of structures - Notations. General symbols   
[3] ISO 8930 General principle s on reliability for structures. List of equivalent terms  
 
 DRS 114-1: 2020  
 
Price based on  nnn pages  
©RSB 2020 - All right s reserved