ceb-fib modelcode2010 vol1 ((notation only))

8/17/2019 Ceb-fib Modelcode2010 Vol1 ((Notation Only))

http://slidepdf.com/reader/full/ceb-fib-modelcode2010-vol1-notation-only 1/32

fib Bulletin 55: Model Code 2010, First complete draft – Volume 1 ix

Notations

Meaning of Roman capital letters

A areaB (void)

C torsional moment of inertia

D fatigue damage factor; diffusion coefficientE modulus of elasticity; earthquake action

F action in general; local loading

G permanent action; shear modulus

H horizontal component of a force

I second moment of a plane area

J creep function

K (permeability) coefficient

L can be used for 'span; length of an element' in place of I

M bending moment; coefficient of water absorption

N axial force

O (void)

P force

Q variable actionR strength (resisting load effect); reaction at a support; resultant

S load effect (M, N, I', T); static moment of a plane area

T torsional moment; temperature

U (void)

V shear force, volume

W modulus of inertia

X reaction or force in general, parallel to x-axisY reaction or force in general, parallel to y-axis

Z reaction or force in general, parallel to z-axis

NOTE: Roman capital letters can be used to denote types of material, e.g. C for concrete, LC for lightweightconcrete, S for steel, Z for cement.

Meaning of Roman lower case letters

a deflection; distance; acceleration

b width

c concrete cover

d effective height; diameter (see also h)

e eccentricity

f strength of a material

g distributed permanent load; acceleration due to gravity

h total height or diameter of a section; thickness

i radius of gyration

j number of days

k all coefficients with dimension1 span; length of an element

m bending moment per unit length or width; mass; average value of a sample

n normal (longitudinal, axial) force per unit length or width

o (void)

p prestressing

q distributed variable load r radius

s spacing; standard deviation of a sample

t time; torsional moment per unit length or width; thickness of thin elements

u perimeter

o n y

nt' n p ace o I ac

absorptionr tion

t); reaction at a sue on

at c moment o ao t

erature

in general, parallce n genera , par g

orce in general, p en

etters can e usenor steel, Z for for cemec

oman lower ca

e ect on; stane

width

concre e covon

e ect ve eec

eccentr cce

strengt

g distri

tot

r

k k 1

m

s

u t i

o

r s a l e

esultaa

rea

axiss -ax sx

o z-axix

e types

tterse

erat o

ametera te

ater ate

erman

t or

gyratit

aa



x fib Bulletin 55: Model Code 2010, First complete draft – Volume 1

v velocity; shear force per unit length or width

w width of a crack

x co-ordinate; height of compression zone

Y co-ordinate; height of rectangular diagram co-ordinate; lever arm

Use of Greek lower case letters

alpha angle; ratio; coefficient

beta angle; ratio; coefficientgamma safety factor; density; shear strain (angular strain)delta coefficient of variation; coefficient

epsilon strain

zeta coefficienteta coefficient

theta rotation

iota (void)

kappa (to be avoided as far as possible)

lambda slenderness ratio; coefficient

mu μ relative bending moment; coefficient of friction; mean value of a whole

population

nu relative axial force; Poisson's ratio

xi coefficient; ratioomicron o (void)

pi (mathematical use only)

rho geometrical percentage of reinforcement; bulk density

sigma axial stress; standard deviation of a whole population

tau shear stress

upsilon (void)

phi creep coefficient

chi (to be avoided as far as possible)

psi coefficient; ratioomega mechanical percentage of reinforcement

Mathematical symbols and special symbols

S sum

difference; increment (enlargement)

ø diameter of a reinforcing bar or of a cable

’ (apostrophe) compression (only in a geometrical or locational sense)

e base of Naperian logarithms

exp power of the number e

ratio of the circumference of a circle to its diameter

n number of ...

w/c water/cement ratio

not greater than: indicates the upper bound in a formula *

not smaller than: indicates the lower bound in a formula *

< smaller than

> greater than

*: These symbols placed at the end of an expression indicate that where the result to which it leads is higher

(or lower) than the limit given, then the values given should be taken into account and not the result

obtained from the formula.

o y

in)

coe c ent o r r

son's rat os rat

on y

entage of reinforcf rei

an ar ev at on or

e c ent

avoided as far asde

c ent; rat oe atechanical percentica er

mbols and s

erence; ncremce; nc

diameter of a reimet

apostrop e ca op

base of Napase

power o t powe

ratio of t

num e

w c wate

no

>>

u

n o

s a l e

meane

bulk dl d

e popo

e)

einforcr

sym

argeme

g bar o

s on oo

garithri

er er

mfere

nt rat or

r t an:

tt



fib Bulletin 55: Model Code 2010, First complete draft – Volume 1 xi

General subscripts

a support settlement; additional; accidental load

b bond; bar; beam

c concrete; compression; columnd design value

e elastic limit of a material

f forces and other actions; beam flange; bending; friction

g permanent loadh horizontal; hook

i initial

j number of days

k characteristic value

1 longitudinal

m mean value; material; bending moment

n axial force

o zero

p prestressing steel

q variable load

r cracking

s ordinary steel; snow; slab

t tension;* torsion;* transverseu ultimate (limit state)

v shear; vertical

w wind; web; wire; wall

x linear co-ordinate

y linear co-ordinate

z linear co-ordinate

1, 2, 3 particular values of quantitiescc conventional asymptotic value

NOTE: * When confusion is possible between tension and torsion, the subscripts tn (tension)and tr (torsion) should be used.

Subscripts for actions and action effectsa( A) support settlement; accidental action

cc creep of concrete

cd delayed elasticity of concretecf delayed plasticity of concrete

cs shrinkage of concrete

ep earth pressure eg(E) earthquake; seismicex explosion; blast

eq ( E ) forces and other actions

g (G) permanent load

im impactlp liquid pressure

m( M ) bending momentn( N ) axial force

p( P ) prestress

q(Q) variable load

s(S ) snow load

t (T ) torsion; temperature

v(V ) shear

w(W ) wind load

c o p y

o n y

of quantitiessymptot c va ue pt

fusion is possiblen is ossors on s ou eo o

ctions and aonsupport settlement;t sett

creep of concreteep

e ayee e e ast cee aye p aste

s r n ages n

earth preexp os

q ( E forcef

G per

mm p p

mm( )

( P )

Q

b u t i o n o

r s a l e

tensien

ffecttal actl

ncretere concrer

eteete

(E) east

her acer

oa



xii fib Bulletin 55: Model Code 2010, First complete draft – Volume 1

Subscripts obtained by abbreviation

abs absolute

act acting

adm admissible, permissiblecal calculated, design

crit (or cr ) critical

ef effective

el (or e) elasticest estimated

exc exceptional

est external

fat fatigue

inf inferior

int internal

lat lateral

lim limit

max maximum

min minimum

nec necessary

net net

nom nominalobs observed

pl plastic

prov (or pr ) provisional (stage of construction), provided

red reduced

rel relative, relaxation rep representative req required

res resisting, resistant

ser serviceability, service sup superior

tot total

var variable

Notation list

Roman lower case letters

1 / r curvature of a section of an element

1 /r ( g ) curvature due to g

1 /r ( g+q) curvature due to g and q

1 /r 0 ( g+9) instantaneous (initial) curvature due to g and q

1 /r 1 curvature of an uncracked concrete section (state I)

1 /r 1 r curvature in state I under cracking moment

1 /r 2 curvature of a cracked concrete section (state II)

1 /r 2r curvature in state II under cracking moment

1 /r ts tension stiffening correction for curvature

a deflection

ac elastic deflection (calculated with rigidity E c I e)

b breadth of compression zone or flange

bred reduced breadth of web

b x smaller side dimension of a rectangular section

b y greater side dimension of a rectangular section

bw breadth of web

c concrete cover, concentration of a substance in a volume element

cl column dimension parallel to the eccentricity of the load

p y

o n y

struction), provid, pr

ep representative r pr at

rvice sup superio

letterser

urvature o a sectu re o a s

curvature due tovatu

curvature dueur e

9 nstantaneota

curvaturerva

curvatu

1 / curvc

11 cur

1 s s

aa

a

re

r i s

t r i b

i o n o

r s a l e

ired

e eme

q

a curva cu v

ncrac

ate I une I

a cracc a

n state

fenife



fib Bulletin 55: Model Code 2010, First complete draft – Volume 1 xiii

c2 column dimension perpendicular to the eccentricity of the load

c m i n minimum concrete cover

c n o m nominal value of concrete cover (= c m i n + tolerance)

d effective depth to main tension reinforcement

d ’ effective depth to compression reinforcement

d m a x maximum aggregate size

e load eccentricity e0 first order eccentricity (= M Sd / N sd )

e01 smaller value of the first order eccentricity at one end of the considered element

e02 greater value of the first order eccentricity at one end of the considered element

etot total eccentricity

f bd design value of bond stress

f c cylinder compressive strength of concrete

f c* cylinder compressive strength of concrete under triaxial loading (confined strength),

reduced concrete strength due to transverse tension

f cc cylinder compressive strength of concrete under uniaxial stress

f cd * design compressive strength of concrete under triaxial loading (confined strength),

reduced design concrete strength due to transverse tension

f cd design value of f c

f cd 1 average design strength value in an uncracked compression zone

f cd 2 average design strength value in a cracked compression zone

f cd,fat design fatigue reference strength of concrete under compression

f ck characteristic value of f c

f ck,cf value of f ck of confined concrete

f ck.cube characteristic value of cube compressive strength of concrete

f ck,fat fatigue reference compressive strength f cm mean value of compressive strength f c at an age of 28 days

f ct axial tensile strength of concrete (determined according to R1LEM CPC 7)

f ctd design value of f ct

f ctk characteristic value of f ct

f ctm mean axial tensile strength

f ct,fl mean flexural tensile strength (at T = 20°C)

f ct,sp mean splitting tensile strength

f d

design value of strength

f p0,1 0,1 % proof stress of prestressing reinforcement

F p0,2 0,2% proof stress of prestressing reinforcement

f p0,1k characteristic 0,1% proof stress

f p0,2k characteristic 0,2% proof stress

f pt tensile strength of prestressing reinforcement

f ptd design tensile strength of prestressing reinforcement

f ptk characteristic tensile strength of prestressing reinforcement

yn o t e cons er t e

en o t e conso co

te

crete under triaxiaaxi

nsverse tens onerse ten

concrete un er urete

f concrete under tncret der

ngt ue to transv o t

value in an uncr l a

ngth value in a cr lue n

erence strengt o

va ue oo

o con ne concr on ne c

ristic value of cubc va e o

e re erence compr erenan va ue o compr a c

axx a tens e strene s

es gn va ue oe va

c aracter stara

ean axi

t,fl ean

t,spt, ea

f f ,1

F 0,20,2

f ,1

r i

o

a lemee

g (con

tresse

oadin

ns ono

ompree

mpres

ete un

ressiveve

strengts strengten

oncret

o t t

e stren

tens ee

ng ten

ue o



xiv fib Bulletin 55: Model Code 2010, First complete draft – Volume 1

f py tension yield stress of prestressing reinforcement

f pyd design value of tension yield stress of prestressing reinforcement

f pyk characteristic value of tension yield stress of prestressing reinforcement

f R relative (or projected) rib area

f t tensile strength of non- prestressing reinforcement

f tk characteristic value of tensile strength of non- prestressing reinforcement

f y tension yield stress of non- prestressing reinforcement

f yc strength of steel in compression

f ycd design strength of steel in compression

f yd design value of tension yield stress of non- prestressing reinforcement

f yk characteristic value of tension yield stress of non- prestressing reinforcement

g d design value of distributed permanent load

h overall depth of member, total height; notional size of a member (2 Ac/u; u: perimeter

in contact with the atmosphere)

hb depth of beam

h f depth of flange hw height of water column

i radius of gyration

l design span, effective span, length of an element, thickness of a penetrated section

l measured elongation between two measuring points

10 design lap length, effective length (of columns); distance between measuring points

l b basic anchorage length

l bp basic anchorage length of pretensioned reinforcement

l bpd design anchorage length of pretensioned reinforcement

l bpt transmission length of pretensioned reinforcement

l b,min minimum anchorage length

l b,net design anchorage length

l ch characteristic length (fracture parameter)

l p development length for prestressing reinforcement

l pl plastic length (region in which tensile strain is larger than yield strain)

l pl residual elongation after unloading

l p,max length over which the slip between prestressing steel and concrete occurs

l s,max length over which the slip between steel and concrete occurs

l t transmission length

m moment per unit width (out-of-plane loading); mass of substance flowing: degreeof hydration

n number of bars, number of load cycles; force per unit width (in-plane-loading)

n Ri number of cycles leading to failure at stress levels S i,min and S i,max, respectively

nSi number of cycles applied at constant minimum and maximum stress levels S i,min

and S i,max, respectively

p local gas pressure

o p

mentt

re n orcementen

tress ng re n orceg

non- prestress ng

ot ona s ze o ana s ze o

pan, length of an, le

etween two meee o

, e ect ve engt

e engtgt

age length of pretlen h o

chorage length ofle

ss on engt o pr

mum anc orageo

esign anchorage les nchora

characteristic leacter

developmentev

p ast c en p ast c

pl res ua

, engt

l l s,max s,ma e

l

mm

n

d

b

n o

r

ecementen

2 A A

, thick

po ntsts

ns ;s

d reinr

ioned r n

ne rere

actureu

or pre e

on nn

t on a to

c t

er whicw

l



fib Bulletin 55: Model Code 2010, First complete draft – Volume 1 xv

q distributed variable load

qd design value of distributed variable load

r radius

s slip (relative displacement of steel and concrete cross-sections), shear slip (at

interfaces); spacing of bars

sma x maximum bar spacing

sr distance between cracks; radial spacing of layers of shear reinforcement sr,m mean spacing between cracks

t time, age, duration; thickness of thin elements

t 0 age at loading

t s concrete age at the beginning of shrinkage or swelling

t T effective concrete age

u length of a perimeter; component of displacement of a point

u0 length of the periphery of the column or load

ul length of the control perimeter for punching

uef length of the perimeter of Aef un length of the control perimeter for punching outside a slab zone with shear

reinforcement

v shear force per unit width (out-of-plane loading), component of displacement of a

point

w crack width; component of displacement of a point

wc crack width for ct = 0

wk calculated characteristic crack width

w li m nominal limit value of crack width

x depth of compression zone, distance

z internal lever arm

Greek lower case letters

coefficient, reduction factor

e modular ratio ( E s / E c)

e ,p modular ratio ( E p / E c)

e,sec secant modular ratio ( E s, se c / E c,sec)

ST coefficient of thermal expansion for steel

T coefficient of thermal expansion in general

coefficient characterizing the bond quality of reinforcing bars

c(t,t 0 ) coefficient to describe the development of creep with time after loading

safety factor c part ial safety factor for concrete material p roperties

c,fat part ial safety factor for concrete material p roperties under fatigue loading

F part ial safety factor for actions

G part ial safety factor for permanent actions

Q part ial safety factor for variable actions

s partial safety factor for the material properties of reinforcement and prestressing steel

ns),, shear slips r s

ear re n orcemer re n

or swe ng

isplacement of aa e

n or load

or punc ngng

eter for punchinf pu

t outo -o -- p ane

onent of displacof sp

ct 0

aracter st c cracr

m t va ue o cracva ue o

compression zompre sio

a ever armever

se lettersse s

coefficient, recien

o u ar rato

o u ar r o u

secant

ST coec

coe

c

(t,t t t 00 ) )

c,fat

d i

r i b

o

r s a l e

e a slaa s

g , coco

f a po

ance

factor ct

E

E

ratio

t er

o t ee

nt chaa



xvi fib Bulletin 55: Model Code 2010, First complete draft – Volume 1

s,fat partial safety factor for the material properties of reinforcement and prestressing steel

under fatigue loading

jj node displacement

strain

c concrete compression strain

c*

concrete compression strain under triaxial stress

cm average concrete strain within l s,max

c0 concrete strain at peak stress m compression cc(t) concrete creep strain at concrete age t > t 0

ci(t 0 ) stress dependent initial strain at the time of stress application

cn(t) total stress independent strain at a concrete age t (= cs(t) + cT(t,T) )

cs(t,t s ) total shrinkage or swelling strain at concrete age t (t in days)

c (t) total stress dependent strain at a concrete age t (= ci(t0) + cc(t) )

ct concrete tensile strain

cT (t,T) thermal strain at a concrete age t

cu ultimate strain of concrete in compression

d 0 strain of prestressed reinforcement corresponding to P d0

pu total elongation of prestressing reinforcement at maximum load

r strain at the onset of cracking s steel strain

s1 steel strain in uncracked concrete

s2 steel strain in the crack

sm mean steel strain

sr increase of steel strain in cracking state

sr 1 steel strain at the point of zero slip under cracking forces

sr 2 steel strain in the crack under cracking forces ( ct reaching f ctm )

sT thermal strain of steel

su strain of non-prestressing reinforcement at maximum load

ts increase of strain by the effect of tension stiffening

u total elongation of reinforcing steel at maximum load uk characteristic total elongation of reinforcing steel at maximum load

yd design yield strain of non - prestressing reinforcement (= f yd / E s)

transverse contraction

ratio of bond strength of prestressing steel and high-bond reinforcing steel

viscosity of gas

angle between web compression and the axis of a member; rotation

f angle between inclined compression in a flange and the axis of the member

slenderness ratio (= l 0 / i)

μ coefficient of friction, relative bending moment

relative axial force

c Poisson's ratio of concrete s Poisson's ratio of steel

sd relative design axial force (= N Sd / Ac f cd )

ratio of (longitudinal) tension reinforcement (= A s/bd )

s,ef effective reinforcement ratio (= A s/ Ac,ef )

t relaxation after t hours

w ratio of web reinforcement (= A sw/bws sin)

stress

n y

p cat on

= ss(t) +(t TT(t,T)

e t t n aysa s

= t + t

s on

corresponding toes on o P

n orcement at mrce t a

oncretee

ain in cracking strac n

po nt o zero s p

e crac un er cr ac

n of steels

on-prestress ng restr

o stra n y t e ea n y t

elongation of reingatioaracter st c tota eer ot

es gn y e stra ne e st

ransverse contr vers

ratio of bondati

scos ty oco

ang e et

angle ba

s en

μ co

cc

sd

t i o n

r s a l e

oa

rac nn

orcese

ment ae

tens o

steel aan o reo

- press

of pre

e co

inclinl n

rat ot

t o r o



fib Bulletin 55: Model Code 2010, First complete draft – Volume 1 xvii

1 , 2 , 3 principal stresses

c concrete compression stress

cd design concrete compression stress

ct concrete tensile stress

c,ef compression stress of confined concrete

c,max maximum compressive stress

c , m i n minimum compressive stress

p0(x) initial stress in prestressing reinforcement at a distance x from anchorage device p0 ,max

. maximum tensile force in prestressing reinforcement at tensioning

pcs tendon stress due to prestress after all losses (due to creep and shrinkage)

pd tendon stress under design load

Rsk (n) stress range relevant to n cycles obtained from a characteristic fatigue strength function

s steel stress

s2 steel stress in the crack

sE steel stress at the point of zero slip

sr 2 steel stress in the crack under crack loading ( ct reaching f c t m)

S s steel stress range under the acting loads

b local bond stress

b m mean bond stress f u , d ultimate design shear friction capacity

m a x maximum value of bond stress

R d resistance to shear stress (design value)

S d applied shear stress (design value)

(t,t 0) relaxation coefficient

mechanical reinforcement ratio

s w mechanical ratio of stirrup reinforcement

v volumetric ratio of confining reinforcement

w volumetric mechanical ratio of confining reinforcement

wd design volumetric mechanical ratio of confining reinforcement

Roman capital letters

A total area of a section or part of a section (enclosed within the outer circumference)

A1 section area in state I (taking into account the reinforcement)

Ac area of concrete cross section or concrete compression chord

Ac,ef effective area of concrete in tension

Acore effectively confined area of cross-section in compression

Aef area enclosed by the centre-lines of a shell resisting torsion

A p area of prestressing reinforcement

A s area of reinforcement

A s' area of compressed reinforcement

A sh area of hoop reinforcement for torsion A sl area of longitudinal reinforcement

A st area of transverse reinforcement

A sw area of shear reinforcement

A s, ca l calculated area of reinforcement required by design

A s, ef area of reinforcement provided

A s,mi n mi ni mu m reinforcement area

D fatigue damage, diffusion coefficient

yfrom anchoragecho

at tens on ngs on

creep an s r n p a r

a c aracter st c acter st

a ng ct reac nac

oa s

n capac ty pa

tress

s es gn va uees

es gn va uen e

nt

orcement ratio

o o st rrup re nst

at o o con n ngo c n

c mechanical ratian

vo umetr c mec ar c m

ters

otal area of a secto of

sect on area n sn ar

area o concr ea

effective ar e ecti

re e ect ve

ef area ea

A area

A s s ar

A A

A A sh sh

A

A st

i

b u t i o n o

r s a

rengtt

t

ement

finingni

t o o c

art of

a ngn

s sects t

oncretec

ne ar

y t ee

tressins

n orcc



xviii fib Bulletin 55: Model Code 2010, First complete draft – Volume 1

Dlim limiting fatigue damage

E modulus of elasticity

E c reduced modulus of elasticity for concrete

E c(t 0 ) modulus of elasticity at the time of loading t0

E ci tangent modulus of elasticity at a stress i (at T = 20°C)

E c,sec secant modulus of elasticity at failure for uniaxial compression

( E c,sec= f cm / |c0| )

E P modulus of elasticity of prestressing steel E s modulus of elasticity of steel

E s,sec secant modulus of elasticity of steel

F force, applied load or load effect

F b bond force transmitted along the transmission length

F c strut force (compression force)

F d design value of action

F pt tensile load of prestressed reinforcement

F p0,1 characteristic 0,1 % proof -load

F Sd,ef effective concentric load (punching load enhanced to allow for the effects of moments)

F t tie force (tension force)

F ud ultimate dowel force G permanent action

G F fracture energy of concrete

G F0 base value of fracture energy (depending on maximum aggregate size)

Ginf favourable part of permanent action

G sup unfavourable part of permanent action

H horizontal force, horizontal component of a force

I second moment of area

I 1 second moment of area in state I (including the reinforcement)

I 2 second moment of area in state II (including the reinforcement)

I c second moment of area of the uncracked concrete cross-section (state I)

J(t,t 0 ) creep function or creep compliance representing the total stress dependent strain perunit stress

K g coefficient of gas permeability

K w coefficient of water permeability

L span, length of an element

M bending moment; maturity of concrete

M r cracking moment

M Rd design value of resistant moment

M Sd design value of applied moment

M u ultimate moment

M y yielding moment

N axial force, number of cycles to failure (fatigue loading) N r axial cracking force

N Rd design value of resistance to axial force

N Sd design value of applied axial force

P d 0 design value of prestressing force (initial force)

P k,inf lower characteristic value of prestressing force

P k,sup upper characteristic value of prestressing force

P m mean value of prestressing force

o n yon

engt

t

oa en ance toen an to

e

nergy epen ngy

manent act one t o

permanent act oanent

, horizontal compo

t o areaare

ent o area n stato a a

oment of area in sf

moment o area oo ar

unct on or creepct ont stresses

oe c ent o gaso nt o

coe c ent o wc e

span, length oa

en ng mo

crac ng

designd

Sd es

u

N N

N Rd

N S

t n

s a l e

or t e

mum

a forc

u ng

ncludicl

crac e

ance r

ty

meae

mente t

atur tat

t

f resists t

e o ap p

omenm



fib Bulletin 55: Model Code 2010, First complete draft – Volume 1 xix

Q variable single action; volume of a transported substance (gas or liquid)

R resistance (strength); bending radius; universal gas constant

Rd design resistance

RH ambient relative humidity

RH 0 100% relative humidity

S load effect ( M , N , V , T ); absorption coefficieni

S cd stress range under fatigue loading

S cd,max design value of maximum compressive stress level (fatigue loading) S cd,min design value of minimum compressive stress level (fatigue loading)

S c,max maximum compressive stress level (fatigue loading)

S c,min minimum compressive stress level (fatigue loading)

S d design load effect ( M , N , V , T )

T temperature, torsional moment

T temperature change

T Rd design value of resistance to torsional moment

T Sd design value of applied torsional moment

T Sd,eff effective design value of applied torsional moment

V shear force; volume of gas or liquid

V Rd design value of resistance to shear force V Sd design value of applied shear force

V u ultimate shear force

W 1 section modulus in state I (including the reinforcement)

W 2 section modulus in state II (including the reinforcement)

W c section modulus of the uncracked concrete cross-section (state I)

W c,cf volume of confined concrete

W e external work

W i internal work

W s,trans volume of closed stirrups or cross-ties

Others

ø nominal diameter of steel bar

øn equivalent diameter of bundles containing n bars

ø p diameter of prestressing steel (for bundles equivalent diameter)

(t,t 0) creep coefficient

0 notional creep coefficient

pl plastic rotation capacity

U total perimeter of rebars

Statistical symbols

Roman lower case lettersf x(x) probability density function (of normal distribution)

f r (r) probability density function (of log-normal distribution)

f R (r) probability density function of resistance

f S(s) probability density function of action

k normalised variable or fractile factor

mx mean (same meaning as x )

mR mean of resistance

ue loading)o ng)

t gue oa ngoa

g)

omenten

ent

rs ona momentna mo

id

ear orce

r orcec

I nc u ng t e r nc

ate II nc u ng tI

t e uncrac e corac e

ed concrete

closed stirrups ost

minal diameter ofl d a t

equivalent diametv t di

ameter o prester o

creep coe cee

notional cr notion

p ast c ro

U tota pto

Statistical syS ti

Roman loweRomf (x)

r

n

i s

r i b

n o

r s a l e

ement

orcemce

ross s

ieses

r

ndles c

steete

ficientici

apac t

r o re



xx fib Bulletin 55: Model Code 2010, First complete draft – Volume 1

mS mean of action

pf failure probability

x

median

x̂ modal value

x mean (same meaning as mx)

x p p-%-fractile

Greek lower case letters:

sensitivity factor

reliability index

(partial) safety factor

x2 scattering or variance

x standard deviation

R standard deviation of resistance

S standard deviation of action

Roman capital letters:

Fr (r) probability distribution function (of log-normal distribution)

Fx(x) probability distribution function (of normal distribution)

R resistance

S action

Vx coefficient of variation

Z safety zone (difference of R and S)

Others

(k) normalized function

e v e

y o n

y

o ogg--norman

on (of normal distno l dis

ce of R and S)R S)

nction

n o t

o r d i s t r i b u t i o

r s a l e

n



f i b B u l l e t i n 5 5 : M o d e l C o d e 2 0 1 0 ,

F i r s t c o m p l e t e d r a f t – V o l u m e 1

3

A n i m p o r t a n t

c h a p t e r w i t h i n t h e s c o p e o f d e s i g n f o r s e r v i c e l i f e i s

C o n s e r v a t i o n . T h i s

c h a p t e r

d e a l s

w i t h

c o n s e r v a t i o n

s t r a t e g i e s

a n d

c o n s e r v a t i o n m a n

a g e m e n t , c o n d i t i o n s u r v e y a n d c

o n d i t i o n s a s s e s s m e n t ,

d e c i s i o n m a k i n g , i n t e r v e n t i o n s a n d r e c o r d i n g .

T o c o m p l e t e t h e i d e a o f l i f e c y c l e d e s i g n , a f i n a l s h o r t c h a p t e r o n

d i s m a n t l e m e n t , r e m o v a l a n d r e c y c l i n g i s i n c l u d e d . I n

t h e f u t u r e t h i s a s p e c t

d e s e r v e s b e t t e r i n t e g r a t i o n w i t h i n l i f e c y c l e d e s i g n .

n o t

o r d i s t r i b u t i o n o

r s a l e



2 T e r m i n o l o g y

4

2

T e r m i n o l o g y

2 . 1

D e f i n i t i o n s

T h i s s e c t i o n d e

f i n e s t h e v a r i o u s t e c h n i c a l t e r m s t h a

t a p p e a r i n t h i s M o d e l

C o d e . D e f i n i t i o n s a r e b a s e d o n t h e s o u r c e s l i s t e d i n s e c t i o n 2 . 2 .

A c c e p t a n c e : T h

e p r o c e s s o f h a n d i n g o v e r t h e s t r u c t u

r e o r a p a r t o f i t t o t h e

s t a k e h o l d e r s ( i . e . o

w n e r s , u s e r s , c o n t r a c t o r s , s o c i e t y ) . 6

A c c i d e n t a l a c t i o n : A c t i o n w i t h l o w p r o b a b i l i t y o f

o c c u r r e n c e , u s u a l l y o f

s h o r t d u r a t i o n a n d

o f c o n s i d e r a b l e e f f e c t c o m p a r e d t o t h e v a r i a b l e a c t i o n . 6

, 8

A c c i d e n t a l d e s i g n

s i t u a t i o n : D e s i g n

s i t u a t i o n

t a k i n g

i n t o

a c c o u n t

a c c i d e n t a l c o n d i t i o

n s f o r t h e s t r u c t u r e o r i t s c o m p o n e n t

u n d e r c o n s i d e r a t i o n . 6

A c c o m p a n y i n g

a c t i o n : A n a c t i o n a c c o m p a n y i n g t h e

l o a d i n g a c t i o n . 6

E x a m p l e s o f t h e a c t i o n e f f e c t s a r e s t r e s s e s , s t r e s s r e s u l t a n t s , r e a c t i o n s ,

d e f o r m a t i o n s , d i s p l a c e m e n t s , a s w e l l a s o t h e r e f f e c t s , d e p e n d i n g o n

t h e t y p e

o f s t r u c t u r e . 6

A c t i o n e f f e c t : R

e s p o n s e o f a s t r u c t u r e t o a c t i o n s .

6

A c t i o n s : M e c h a n i c a l l o a d i n g s a n d o t h e r p h y s i c a l , c h e m i c a l a n d b i o l o g i c a l

a c t i o n s o n t h e s t r u c t u r e , r e s u l t i n g f r o m

t h e e x e c u t i o

n a n d t h e u s e o f t h e

s t r u c t u r e a s w e l l a s f r o m t h e e n v i r o n m e n t a l i n f l u e n c e s .

6

A d v e r s e s t a t e : S t a t e w h e r e t h e p e r f o r m a n c e c r i t e r i o n

i s n o t m e t .

A e s t h e t i c s o f s t r u c t u r e s i s u s u a l l y a s s o c i a t e d w i t h t h e v i s u a l s e n s e a n d , t o

s o m e e x t e n t , t h e s e n s e s o f s o u n d a n d t e x t u r e , a s w e l l a s w i t h t h e p e r c e p t i o n o f

t h e r e c o g n i s e d a s s o c i a t i o n s a n d

t h e c o n t e x t .

A l t h o u g h a n y p e r s o n ' s r e s p

o n s e t o t h e a e s t h e t i c s o f a s t r u c t u r e w i l l b e

u n i q u e t o t h a t i n d i v i d u a l , m a n y

a e s t h e t i c p r i n c i p l e s c a n b e i d e n t i f i e d

a n d u s e d

b y t h e c r e a t o r o f t h e s t r u c t u r e

t o a c h i e v e s p e c i f i c a e s t h e t i c e f f e c t s . E f f e c t s

r e l e v a n t f o r s t r u c t u r e s i n c l u d e f o r i n s t a n c e r e p e t i t i o n , s y m m e t r y / a s y m m e t r y ,

r h y t h m , p e r s p e c t i v e , p r o p o r t i o n , h a r m o n y , c o n t r a s t , p a t t e r n , o r n a m

e n t a t i o n ,

t e x t u r e , c o l o u r , g r a n u l a r i t y , t h e

i n t e r a c t i o n o f s u n l i g h t a n d s h a d o w s .

A e s t h e t i c s o f

s t r u c t u r e s : A s p e c t s o f t h e a p p e a

r a n c e o f a s t r u c t u r e

p e r c e i v e d i n t e r m s

o f v i s u a l a e s t h e t i c c o n s i d e r a t i o n s .

e v

e w

n y

a c c i

c c o m

A c t i o n e f f e c

t i o

c t i o n s : M e c h a n i c a l l o a d

: M e

n i c a

o n t h e s t r u c t u r e , r e s u l t i n

s t r u

r e ,

e l l a s f r o m t h e e n v i r o n m

e l l

f r o m

e

S t a t e w h e r e t h e p e r f o r m a

e r e t h e

t u r e s

t u r e : A s p e c t s o f t h e

a e s t h e t i c c o n s i d e r a t i o n s .

o n

r a

n o t

o r

t r i b u

o

r s a l e

e s u l t a n t s ,

t a t s

d i n g o n

t

n o

s t A d v A

e s t e t i c s

e

d i n t e r m

t

ceb-fib modelcode2010 vol1 ((notation only))

Documents