supraetajate

8/18/2019 supraetajate

1/26

Proiect Constructii Multietajate

Date de tema

Nord 5:= New 1N:=

t 5.5m:= H 3.6m:=

} distante pe orizontala si verticalaD 5.5m:= e 1.3m:=

Eb 30000N

mm2

:= ___ modul de elasticitate beton C20/25

Es 210000N

mm2

:= ε 1:=

caracteristici otel S235

}f y 235 Nmm

2:= γm0 1.1:=

Coeficientul seismic

γI 1.2:=

g 9.81m

s2

:=

ag 0.24 g⋅:=

β 2.75:=

q 4:=

λ 0.85:=

c γIβ

q⋅

ag

g⋅ λ ⋅:= c 0.168=

Incarcari de calcul pe plansee

Gkj 3.8kN

m2

:= Qi 3kN

m2

:= Ggp 0.8kN

m2

:=

g1 1.35 Gkj⋅

1.5 Qi⋅+:=

g1 9.63 kPa⋅=

g2 Gkj Qi+:= g2 6.8 kPa⋅=

gGFetabs 1.35 Gkj Ggp−( )⋅ 1.5 Qi⋅+ 1.35 13⋅ cm 25⋅kN

m3

− 4.162 kPa⋅=:=

gGSetabs Gkj 0.4 Qi⋅+ Ggp− 13cm 25⋅kN

m3

− 0.95 kPa⋅=:=


2/26

Schematizare statica si calcul solicitari grinda secundara

p g11

2⋅

D e−

2e+

⋅:= p 16 .37 1kN

m⋅=

pk g21

2⋅

D e−

2e+

⋅:= pk 11.56kN

m⋅=

Tmaxp D⋅

2:= Tmax 45.02 kN⋅=

Mmaxp D

2⋅

8:= Mmax 61.903 kN m⋅⋅=

Alcatuire

P

D e−

2 2⋅ 2 D⋅+:= P 1520 cm⋅=

P

1801.5cm+ 9.944 cm⋅=

hpl 10cm:=}P160

9.5 cm⋅=

Dimensionare grinda secundara (profil IPE)

WnecMmax

f y

γm0

:= Wnec 289.758 cm3

⋅=

Se alege profilul IPE 220 Wel 252cm3

:=0.75Wnec 217.318 cm

3⋅=

Geometria profilului IPE 220

Iyprof 2772mm4

:= tf 9.2mm:=

h 220mm:= tw

5.9mm:=

b 110mm:= A 33.37cm2

:=

Lp b 6 hpl⋅+:= Lp 710 mm⋅=

bp Lp

Eb

Es

⋅:= bp 101.429 mm⋅=


3/26

z0

hpl bp⋅h

2

hpl

2+

⋅

A hpl b p⋅+:= z0 120.391 mm⋅=

Iy Iyprof

bp hpl3

⋅

12+ A z0

2⋅+ bp hpl⋅

h

2z0−

hpl

2+

2

⋅+:= Iy 7273.446 cm4

⋅=

zmaxh

2z0+:= zmax 230.391 mm⋅=

Wy

Iy

zmax

:= Wy 315.7 cm3

⋅=

Verificare profil:

? ?Wy 0.9⋅ 284.13 cm

3⋅= Wnec 289.758 cm

3⋅= Wy 315.7 cm

3⋅=

< <

Modulul de rezistenta se incadreaza in limitele cerute, se accepta IPE220

Dimensionare conectori

Systelat bp hpl⋅hpl

2

h

2+ z0−

⋅:= Systelat 401.746 cm

3⋅=

forta de lunecare totala care

trebuie preluata de conectoriL1mm

Tmax Systelat⋅

Iy

:= L1mm 248.667kN

m

⋅=

Tmax 45.02 kN⋅=h

2110 mm⋅=

unde: } z0 120.391 mm⋅=

hpl

250 mm⋅=

d 16mm:= hsc 70mm:=

Se alege conectorul

cu dimensiunile si

proprietatile:{

f u 360N

mm2

:= γu 1.25:=

___ capacitatea la forfecare

a unui conectorPvrd

0.8 f u⋅ π⋅ d2⋅

4 γu⋅:= Pvrd 46.325 kN⋅=

α 1:=

Ecm 0.29 105

⋅N

mm2

:=

f ck 20N

mm2

:=


4/26

___ capacitatea la strivire

a unui conectorPbrd 0.29 α⋅ d

2⋅ f ck Ecm⋅⋅:= Pbrd 56.539 kN⋅=

Prd

min Pvrd

Pbrd

,

( ) 46.325 kN⋅=:= ___

capacitatea unui conector

nnec

1000mm L1mm⋅

Prd

:= nnec 5.368=

Se alege un conector la 175 mm

Din conditii constructive

800mm6 hpl⋅ 600 mm⋅=

l


5/26

Modelarea cladirii in etabs

Sectiuni

Notatii

GSEC - grinda secundara

SM - stalp marginal

SC - stalp central

SN - stalp necontravantuit

D - diagonale

L - link

BA - bare adiacente

GN - grinda necontravantuita

12, 13, 46, ... - intervalul de etaje


6/26

DiagonaleStalp marginal Stalp central

Etajele 1-2Etajele 1-2 Etajele 1-2

Dhw12 300mm:=SMhw12 500mm:= SChw12 500mm:=

Dtw12 10mm:=SMtw12 12mm:= SCtw12 12mm:=

Db12 240mm:=SMb12 300mm:= SCb12 300mm:=

Dtf12 14mm:=SMtf12 30mm:= SCtf12 20mm:=



Dtw34 8mm:=SMtw34 10mm:= SCtw34 10mm:=

Db34 220mm:=SMb34 300mm:= SCb34 250mm:=

Dtf34 14mm:=SMtf34 20mm:= SCtf34 20mm:=



Dtw56 7mm:=

SMtw56 10mm:= SMtw58 10mm:=

Db56 200mm:=SMb56 250mm:= SMb58 250mm:=

Dtf56 12mm:=SMtf56 20mm:= SMtf58 15mm:=

Etajele 7-8Etajele 7-8

Dhw78 160mm:=SMhw78 450mm:=

Dtw78 5mm:=SMtw78 10mm:=

Db78 150mm:=SMb78

250mm:=

Dtf78 9mm:=SMtf78 15mm:=


7/26

Link Bare adiacente

Etajele 1-3 Etajele 1-3

Lhw13 400mm:= BAhw13 400mm:=

Ltw13 8mm:= BAtw13 12mm:=

Lb13 160mm:= BAb13 250mm:=

Ltf13 20mm:= BAtf13 20mm:=


Lhw46 350mm:= BAhw46 350mm:=


Lb46 160mm:= BAb46 240mm:=



Lhw78 300mm:= BAhw78 300mm:=


Lb78 160mm:= BAb78 240mm:=


Stalp necontravantuit = stalp marginal SN=SM

Grinda necontravantuit = bara adiacenta GN=BA


8/26

Dimensionare bare disipative

Link etajele 1-3

Lhw13 400mm:= M 186.74kN m⋅:=

Ltw13 8mm:= N 1.31kN:=

Lb13 160mm:= V 273.80 kN:=

Ltf13 20mm:=

Verificari constructive:

1. Verificarea conditiei c/tf


9/26

Lhw13 350mm:=

M 186.74 kN m⋅⋅=Ltw13 7mm:=

N 1 .31 kN⋅=Lb13 150mm:=

V 273.8 kN⋅=Ltf13 16mm:=




10/26

Link etajele 4-6

Lhw46 350mm:= M 160.92kN m⋅:=

Ltw46 7mm:= N 1.10kN:=

Lb46 160mm:= V 241.41 kN:=

Ltf46 18mm:=




11/26

Lhw46 300mm:=

M 160.92 kN m⋅⋅=

Ltw46 7mm:=

N 1.1 kN⋅=

Lb46 150mm:=

V 241.41 kN⋅=

Ltf46 16mm:=

Verificari constructive: Lb46 Ltw46−

2 Ltf46⋅4.469=



12/26

Link etajele 7-8

Lhw78 300mm:=

M 69.94kN m⋅:=

Ltw78 5mm:=N 0.44kN:=

Lb78 160mm:=

V 1 08.44 kN:=

Ltf78 12mm:=




13/26

Lhw78 250mm:=

M 69.94 kN m⋅⋅=

Ltw78 5mm:=

N 0.44 kN⋅=

Lb78 120mm:=

V 108.44 kN⋅=

Ltf78 10mm:=




14/26

Segmente de grinda adiacenta

Bare adiacente etajele 1-3

BAhw13 400mm:=

M 375.07kN m⋅:=

BAtw13 12mm:= N 1 16.77 kN:=

BAb13 250mm:= V 1 68.33 kN:=

BAtf13 20mm:=




15/26

BAhw13 350mm:=

M 375.07 kN m⋅⋅=

BAtw13 10mm:=

N 116.77 kN⋅=

BAb13 250mm:=V 168.33 kN⋅=

BAtf13 16mm:=



16/26


BAhw46 350mm:=

M 300.72kN m⋅:=BA

tw46 10mm:=

N 92.38kN:=BAb46 240mm:=

V 147.92 kN:=BAtf46 18mm:=




17/26

BAhw46 300mm:=

M 300.72 kN m⋅⋅=

BAtw46 10mm:=

N 92.38 kN⋅=

BAb46 240mm:=

V 147.92 kN⋅=

BAtf46 16mm:=



18/26


BAhw78 300mm:=

M 143.02kN m⋅:=BAtw78 7mm:=

N 24.43kN:=BAb78 240mm:=

V 75.80kN:=BAtf78 12mm:=




19/26

BAhw78 250mm:=

M 143.02 kN m⋅⋅=BAtw78 6mm:=

N 24.43 kN⋅=

BAb78 200mm:=

V 75.8 kN⋅=BAtf78 12mm:=




20/26


21/26

Diagonale etajele 1-2

Dhw12 300mm:= hw Dhw12:=

Dtw12 10mm:= tw Dtw12:=

Db12 240mm:= b Db12:=

Dtf12 14mm:= tf Dtf12:=

h hw tf +:= h 31.4 cm⋅=

Combinatia 1

Eforturi

Mi 163.39kN m⋅:= M j 77.52kN m⋅:=

Ved 58.59kN:=

M1 max Mi M j,

( ):=

Med M1:=

M1 163.39 kN m⋅⋅=

Ned 993.69kN:= M2 min M i M j,( ) sign Mi M j⋅( )⋅:= M2 77.52 kN m⋅⋅=

Incadrare in clasa de sectiune - clasa 1?

Verificarea conditiei c/tf


22/26

Wyel

Iy

0.5 hw⋅ tf +:= Wyel 1147.872 cm

3⋅=

Wpy 2 tf b⋅hw tf +

2⋅

hw

2

8tw⋅+

⋅:= Wpy 1280.04 cm

3⋅=

It1

3tw

3hw⋅ 2 tf

3⋅ b⋅+⋅:= It 53.904 cm

4⋅=

Iw Izh

2

2

⋅:= Iw 7 .957 1 05

× cm6

⋅=

Verificarea de rezistenta

Nrd

A f y⋅

γm0

:= Nrd 2076.545 kN⋅=

Vrd

Av f y⋅

3 γm0⋅:= Vrd 370.029 kN⋅=

Mrd

Wyel f y⋅

γm0

:= Mrd 245.227 kN m⋅⋅=

?Ved

Vrd

0.158= < 0.5 verificarea la forta taietoare

?Ned

Nrd

Med

Mrd

+ 1.145= < 1 verificarea la forta taietoare

σx

Ned

A

Med

Iy

hw

2⋅+:= σx 232.422

New

mm2

⋅=

τVed

Av

:= τ 19.53New

mm2

⋅=

σx γm0⋅

f y

23 τ⋅ γm0⋅

f y

2

+ 1.259=


23/26

Verificarea de stabilitate generala

Relatiile finale de verificare:

N γm1⋅

χ y Nrk ⋅k yy

M γm1⋅

χ LT MyRk ⋅⋅+ < 1

N γm1⋅

χ z N rk ⋅k yy

M γm1⋅

χ LT MyRk ⋅⋅+ < 1

γm1 1.1:=

Nrk A f y⋅:= Nrk 2284.2 kN⋅=

MyRk Wpy f y⋅:= MyRk 300.809 kN m⋅⋅=

Calculul coeficientilor χy,χz si χLT

χ y1

ϕy ϕy2

λ ry2

−

0.5

+

:=

ϕy

linterax H2 D e−

2

2

+ 4.168m=:=

lfy linterax:= lfy 4.168m=

λ y

lfy

iy

:= λ y 29.948=

λ 1 πEs

f y

⋅:= λ 1 93.913=

λ ry

λ y

λ 1

:= λ ry 0.319=

αy 0.34:=

ϕy 0 .5 1 αy λ ry2

0.2−⋅+ λ ry2

+⋅:= ϕy 0.534=

χ y1

ϕy ϕy2

λ ry2

−

0.5

+

:= χ y 1.039=


24/26

χ z1

ϕz ϕz2

λ rz2

−

0.5

+

:=

ϕz

linterax H2 D e−

2

2

+ 4.168m=:=

lfz linterax:= lfz 4.168m=

λ z

lfz

iz

:= λ z 72.32=

λ 1 πEs

f y

⋅:= λ 1 93.913=

λ rz

λ z

λ 1

:= λ rz 0.77=

αz 0.49:=

ϕz 0 .5 1 αz λ rz2

0.2−⋅+ λ rz2

+⋅:= ϕz 0.893=

χ z1

ϕz ϕz

2

λ rz

2

−

0.5

+

:= χ z 0.744=

χ LT1

ϕLT ϕLT2

λ LT2

−

0.5

+

:=

ϕLT

h

b1.308=

ψM2

M1

:= ψ 0.474=

C min 2.7 1.88 1.44 ψ⋅+ 0.52 ψ

2

⋅+,( ):= C 2.68=

G 0.85 105

⋅New

mm2

:=


25/26

λ LT

lfz

Wpy2

Iz Iw⋅

0.25

⋅

C0.5

1lfz2 G⋅ It⋅

π Es⋅ Iw⋅+

0.25

⋅

:=

λ LT

32.123=

λ 1 πEs

f y

⋅:= λ 1 93.913=

βw 1:=

λ rLT

λ LT

λ 1

βw0.5

⋅:= λ rLT 0.342=

αLT 0.49:=

ϕLT 0.5 1 αLT λ rLT2

0.2−⋅+ λ rLT2

+⋅:= ϕLT 0.538=

χ LT1

ϕLT ϕLT2

λ rLT2

−

0.5

+

:= χ LT 1.049=

Calculul lui kyy si kzz

cmy 0.9:=

cmLT 0 .6 0.4 ψ⋅+:= cmLT 0.79= > 0.4

k yy cmy 1 min λ ry 0.2− 0.8,( )N γm1⋅

χ y Nrk ⋅⋅

+

⋅:= k yy 0.901=

k zz 1min 0.1 λ rz⋅ 0.1,( )

cmLT 0.25−

N γm1⋅

χ z N rk ⋅⋅−:=

Ned γm1⋅

χ y Nrk ⋅k yy

Med γm1⋅

χ LT MyRk ⋅⋅+ 0.974= < 1

Ned γm1⋅

χ z N rk ⋅k yy

Med γm1⋅

χ LT MyRk ⋅⋅+ 1.157= < 1


26/26

Etajele 3-4

Dhw34 250mm:=

Dtw34 8mm:=

Db34 220mm:=

Dtf34 14mm:=

Etajele 5-6

Dhw56 200mm:=

Dtw56 7mm:=

Db56 200mm:=

Dtf56 12mm:=

Etajele 7-8

Dhw78 160mm:=

Dtw78 5mm:=

Db78 150mm:=

Dtf78 9mm:=

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