TRANSVERSE FRAME ANALISYS 1. STRUCTURAL LAYOUT

- See the transverse section (cross-section of the building).

2. STRUCTURAL CONFIGURATION AND LOADING - Single storey sway frame

3. LOADS, LOAD FACTORS, LOAD COMBINATIONS

Loads

Nominal Load

[KN/m2]

Factor of

Safety

Factored Load

[KN/m2]

Dead Loads

(P)

Roof weight: ….……………….. -hydro-insulation (tar roofing) -thermal insulation (mineral wool) -corrugated sheet

Purlin weight: ……………..…... Truss weight:…………………...

0.45…0.50 0.10…0.15

0.15

1.35

1.35 1.35

Permanent Loads

(C)

Industrial dust:………………… Technological load:…………….

0.25 0.20

1.35 1.35

Variable Loads

(V) (environmental

loads)

Snow: sk = ce × ct × µ × s0k

where : s0k = ground snow load (as is shown in ground snow load map) ce = exposure factor (to account for wind effects); ce = 1.00 for normal conditions of exposure. ct = therml factor; ct = 1.00

Wind refpew gccp ××=

- Pressure coefficients

pc = + 0.8 wind pressure

pc = - 0.3 wind suction - Velocity pressure exposure coefficient

pc = look in NP-082-04; - wg = the basic wind velocity pressure (to 10m above the ground), see the project data.

…..

….

1.50 1.50

…….

…….

Earthquake (Normativ P100-92) Seismic Force : GcS r ×= G is the total weight of building as follows :

• dead• perm• snow

00.1=α

ga is th

2.7rβ =

(βr is thrT is the

cT is the

q = 3 fo(the Duc

rε = 1.0structur

LOAD a) ∑ 1.3b) ∑ Pi +

d loads manent loadw ( eγ x pz)

0 is the Imphe ground ac

75 rif T < Te Site Struce fundamene Seismic Z

or transversectility Facto

00 is the Eque to the firs

COMBINA35 × Pi + 1.5+ Snowe ×γ

ds ; eγ =

cr =

portance faccceleration

cT ; 2.7rβ =

cture Resonantal elastic pZone Dumpi

e frame; q =or);

uivalency Ft degree.

ATIONS 5 × Vi + 0.7 ×

Seismw +

(n= 0.40

qar ××=

βα

ctor for normaccording t

(75 r cT T− −

ance Factorperiod of vibing Period (

= 4 for long

actor betwe

× ∑ 1.5 × V

nominal load

ag (global

mal buildinto seismic ri

) 1 rif T≥ >

r); bration of th(Dumping P

itudinal bra

een effectiv

Vj (Veγ =0.40

ds)

seismic fac

ngs; isk zones (o

cT>

he building;Period Map)

aced bay.

e structure a

V = varable0.

ctor)

on the map)

; );

and staticall

e loads)

;

ly indeterm

minate

DETERMINATION OF THE LOADS AND MOMENT DISTRIBUTION

1. Permanent (P) :

( ) .affcc

P APQ ×= [KN]

( ) .affnn

P APQ ×= [KN]

Aaff = t × L / 2

2. Cvasipermanent (C) :

( ) .aff

ccC ACQ ×= [KN]

( ) .affnn

C ACQ ×= [KN]

3. Snow (Z) : .affzF

c ApZ ××= γ [KN]

.affzen ApZ ××= γ [KN]

4. Wind (W) :

( ) whw gzcp ×××= 80.060.1 [KN/ 2m ] pressure ( ) whw gzcp ×××= 40.060.1, [KN/ 2m ] suction

Fwcwww pptpp γ×=→×= [KN/m]; F

caveragew WWtpW γ×=→××= 35.1, [KN]

Fwc

www pptpp γ×=→×= ,',, [KN/m]; Fc

averagew WWtpW γ×=→××= ''35.1'' , [KN]

This frame is indeterminate to the first degree; it is a sidesway frame (joint translation is possible).

Calculation of bending moment distribution

hphpWWR cw

cw

cc ××+××++= '83

83'

8'

2

1hpM c

w ×=

8''

2

2hpM c

w ×= ''11 MMM += and ''22 MMM +=

hRM ×=2

'

5. Seismic Force (S) :

hSM ×=2

[KNm]

Results of calculation: After finishing all the calculations, the results will be centralized in the following table for

both sections 1 –1 and 2 – 2 of the column.

Column sketch Section Efforts

Permanent Loads (Pi)

Quasipermanent Loads (Ci)

Snow (Z)

Factored Nominal Factored Nominal Factored Nominal0 1 2 3 4 5 6 7 8

1 1 2 2

1 - 1

M (kNm)

N (kN)

T (kN)

2 - 2

M (kNm)

N (kN)

T (kN)

(The nominal load for snow is considered for the earthquake combination – 0.30 x pz)

Wind (W)

Eartquake (S)

Relevant Load Combinations ∑ ni × Pi + ∑ ni × Ci + ng × ∑ ni × Vi 3 5 7 + 9

∑ Pi + ∑ Ci + γe x Z + S 4 6 8 10

Factored GcS r ×= Mmax Ncor

Nmax Mcor

Mmax Nmin

Mmax Ncor

Nmax Mcor

Mmax Nmin

9 10 11 12 13 14 15 16