Armare Stalp in Excel

Beton

C20/25 fck=

20

2

N/mm

fcd=αcc*fck/γc

M3= M3

arm

96.45 kNm

M2 stg=

54.5 kNm

M2 stg

arm

=

M4

fcd=

13.33

N/mm

2

78.58 kNm

M2 dr=

88.02 kNm

M2 dr

77.58 kNm

arm

=

arm

=

N2=

1837 kN

N1=

2310 kN

M2

sus

=

49.65 kNm

M1 =

78.15 kNm

jos

116.25 kNm

MEdb1 stg.=

MEdc1=η( MEdc1+eaNaf1) MEdc1= Mdc1=

124.35

kNm

161.66

kNm

MEdb1 dr.=

0

ea=

0.02

m

MEdb2 stg.=

54.5

MEdb2 dr.=

ea=

0.02

m

0

kNm

88.02

kNm

Mdci=γRdMEdci (∑MRbi/(∑MEdbi)

Nod 2

MEdc2=η( MEdc1+eaNaf2) MEdc2= Mdc2=

86.39

kNm

152.74

kNm

NEd1=

Extremitatea 1 directia y fcd=

As1

nec

=

As1

nec

=

13.34

N/mm2

fcd=

=

As1 nec=

xu=

2310 kN xu=NEd1/(h*fcd) 288.6 mm

h= d=

600 530

b= ho=

600

h= d=

600 530

b=

600

ho=

565

a= 35 mm

565

(MEdc1+(NEd1*d)/2-b*xu*fcd*(dc-0,5*xu))/(fyd*h) 2 -1245.32 mm

NEd2=

Extremitatea 2 directia y

As1

N/mm

Mdci=γRdMEdci (∑MRbi/(∑MEdbi)

Nod 1

nec

1

Directia Y M4= 99.96 kNm

45.46 kNm

=

2

fct=

13.34

2

N/mm

xu=

1837 kN xu=NEd2/(h*fcd) 229.5 mm

a= 35 mm

(MEdc1+(NEd1*d)/2-b*xu*fcd*(dc-0,5*xu))/(fyd*h) 2 -1179.59 mm

Alegerea ariilor efective de armare Aleg armare

4Ø22

pt extremitatea 1

-1518.04

2 -1245.32 mm

1520

mm2

Otel PC52 fyk1= fyk2=

M3

2

N/mm

345

M3= arm

2

N/mm

355

77.58 kNm

M2 stg=

81.3 kNm

M2 stg

=

fyd2=

pt. bare cu Ø ≤ 14mm

2

pt. bare cu Ø ≤28mm

N/mm

300

90.2 kNm

N2=

1998

=

116.25 kNm

N1=

2141

M2 dr=

88.7 kNm

M4

M2 dr

116.25 kNm

2

N/mm

309

Directia X M4=

70.08 kNm

=

arm

fyd1=

arm

arm

=

sus

=

36.6

M1 =

45.32

jos

77.58 kNm

Mdci=γRdMEdci (∑MRbi/(∑MEdbi)

Nod 1

MEdb1 stg.=

MEdc1=η( MEdc1+eaNaf1)

ea= MEdc1= Mdc1=

88.14

kNm

114.58

kNm

MEdb1 dr.=

0 0.02

m

81.3

MEdb2 dr.=

0.02

m

0

Mdci=γRdMEdci (∑MRbi/(∑MEdbi)

Nod 2

MEdb2 stg.=

MEdc2=η( MEdc1+eaNaf2)

ea= MEdc2= Mdc2=

76.56

kNm

113.48

kNm NEd1=

Extremitatea 1 directia x fcd=

13.34

N/mm2

2141 kN xu=NEd1/(h*fcd) xu= 267.5 mm

As1

nec

= (MEdc1+(NEd1*d)/2-b*xu*fcd*(dc-0,5*xu))/(fyd*h)

As1

nec

=

fcd= nec

h= d=

600 530

b= ho=

600

h= d=

600 530

b=

600

ho=

565

a= mm

565

NEd2=

13.34

2

N/mm

1998 kN xu=NEd2/(h*fcd) xu= 249.6 mm

= (MEdc1+(NEd1*d)/2-b*xu*fcd*(dc-0,5*xu))/(fyd*h)

As1 nec=

88.7

2 -1518.04 mm

Extremitatea 2 directia x

As1

M2

2 -1487.70 mm

Alegerea ariilor efective de armare pt extremitatea 2 Aleg armare

4Ø22

2 -1487.70 -1179.59 mm

1520

mm2

a= mm

kN

valori ale momentelor in nod din diagrama combinatiei aleasa pt armare stalpi valori ale momentelor capabile ale grinzilor (dupa ce s-a propus aria de armare)

kN kNm kNm

kNm

kNm

35

35

γRd= factor care tine seama de rigiditatea otelului la deformare γRd= 1.3 (nivel baza) γRd= 1.2 (nivel superior) MEdci= valoarea de calcul al mom. Incov. al stalpului rezultat im urma calcul static la extrem. i ∑MRbi=

suma mom. capabile asociate actiunii seismice in grinzile din nodul in care se face verif.

∑MEdbi=

suma mom. rezultate din calcul static

aleasa pt armare stalpi propus aria de armare)

calcul static la extrem. i

nodul in care se face verif.