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Calcul Grinda1) Caracteristici sectionale: hw = bw = L= 45.0 [cm] 30.0 [cm] 360.0 [cm] fck= fyk= c= s= => fcd= => fyd= 20 [N/mm2] 335 [N/mm2] 1.50 1.15 13.33 [N/mm2] 291.30 [N/mm2]

-beton C20/25 -otel beton: PC 52

2) Momente incovoietoare de proiectare (M ed ):

Mjsup= Mjinf= Mcamp= Mksup=inf Mk =

147.49 [kNm] 97.18 [kNm] 97.18 [kNm] 103.67 [kNm] 97.18 [kNm] 348.55 [kN]

NEd =

3) Calculul armaturilor longitudinale: 3.1) Reazemul "j": d= ds = dss = dsi = cnom = cmin = caderenta = cdurabilitate = cdev = arm. long,max = etrier,max = arm. long,min etrier,min Asinec = Asimin = => Asi= 999 [mm2] 38.6 [cm] 6.4 [cm] 5.2 [cm] 5.2 [cm] 4 [cm] 2.8 [cm] 2.8 [cm] 1.0 [cm] 1.0 [cm] 28 [mm] 12 [mm] 214 [mm] 6 [mm] 999 [mm2] 758 [mm2] 418 Asi = 10.16 [cm ]2

A=

308

[mm2]

= 0.076 hs = 34.6 [cm] = 0.098 lim = 0.250

;xu = xmin = 38.0 9.8 [cm] [cm]

2 = 1.882 Assnec = Assmin = fctm = 1433 [mm2] 1433 [mm2] 382 [mm2] 2.21 [N/mm2] 422 Ass = 15.20

;

=> Ass=

[cm2]

Asi/Ass = 0.668

3.2) Reazemul "k": d= ds = dss = dsi = cnom = cmin = caderenta = cdurabilitate = cdev = arm. long,max = etrier,max = arm. long,min etrier,min Asinec = Asimin = => Asi= 999 [mm2] 38.6 [cm] 6.4 [cm] 5.2 [cm] 5.2 [cm] 4 [cm] 2.8 [cm] 2.8 [cm] 1.0 [cm] 1.0 [cm] 28 12 214 6 [mm] [mm] [mm] [mm]

A=

308

[mm ]

2

999 [mm2] 533 [mm2] 418 Asi = 10.16 [cm ]2

= 0.002 hs = 34.6 [cm] = 0.003 lim = 0.250

;xu = 1.0 xmin = 9.8 2 = 1.882 Assnec = Assmin = fctm = => Ass= 1029 [mm2] 1029 [mm2] 382 [mm2] 2.21 [N/mm2] 420 Ass = 12.56 [cm ]2

[cm] [cm]

;

Asi/Ass = 0.809

3.3) Camp: Asi= 10.16 [cm2] 322 Asi = 11.40 [cm2]

4) Momente incovoietoare capabile (M Rd ):

4.1) Reazemul "1"-S st : MRd,inf = 4.2) Reazemul "1"-S dr : xu = xmin = MRd,sup = 4.6 [cm] 9.8 [cm] 148 [kNm] 99 [kNm]

4.3) Reazemul "2"-S dr : MRd,inf = 4.4) Reazemul "2"-S st : xu = xmin = MRd,sup = 2.2 [cm] 9.8 [cm] 122 [kNm] 99 [kNm]

MRd,sup =1

148

[kNm]

MRd,sup =

122

[kNm]2

MRd,inf =

99

[kNm]

- diagrama momente incovoietoare capabile -

5) Forte taietoare maxime (V db ):

5.1) Forte taietoare maxime (V db )-S Mdb,1sup = Mdb,2sup inf

st

:

177 [kNm] 147 [kNm] 119 [kNm]

=

Mdb = Rd = 1.20 qb = lcl =

58.60 3.60

[kN/m] [m]

Vq,1 = Vq,2 = VM,1 = VM,2 = Vdb,min = Vdb,max =

105 [kN] -105 [kN] -74 [kN] -74 [kN] 32 [kN] -179 [kN]

5.2) Forte taietoare maxime (V db )-S dr : Mdb,1sup = Mdb,2sup inf

177 [kNm] 147 [kNm] 119 [kNm]

= =

Mdb

Rd = 1.20 qb = lcl = Vq,1 = Vq,2 = VM,1 = VM,2 = Vdb,min = Vdb,max = 58.60 3.60 [kN/m] [m]

105 [kN] -105 [kN] 82 [kN] 82 [kN] 188 [kN] -23 [kN]

6) Calculul armaturilor transversale:

6.1) Reazemul "1": VEd = VRd,c = CRd,c = 32 [kN] 134 [kN] 0.150

c = 1.20 1.720 k= l = 0.013 k1 = 0.15 cp = 2.58 [N/mm2] vmin = VEd 0.353 [N/mm2]

armatura constructiva la forta taietoare:Asw= = = = smax = z= 1 = 0.84 [cm2] 8 45 90 20 35 0.552 [mm] [] [] [cm] [cm] fywk= => fywd= 255 [N/mm2] 255 [N/mm2] VEd VRd,max < =>Sectiunea de beton e buna 12/20 Asw =2

1.130

[cm ]

-otel beton: OB 37

VRd,max =

384 [kN]

swmax = sw = Asw= netrier = As=

11 [cm] 10 [cm] 0.36 [cm2] 2 0.18 [cm2] 8/10 As = 0.503 [cm ]2

lbd = lcr = s'w = x= Vx = Asw= netrier = As=

77 [cm] 45 [cm] 20 122 -40 -0.90 2 -0.45 [cm2] [cm] [cm] [kN] [cm2]

6.2) Reazemul "2": VEd = VRd,c = CRd,c = 188 [kN] 128 [kN]

0.150 c = 1.20 1.720 k= l = 0.011 k1 = 0.15 cp = 2.58 [N/mm2] 0.353 [N/mm2]

vmin = VEd

>

VRd,c

=> armatura constructiva la forta taietoare:Asw= 0.84 [cm2] [mm] [] [] [cm] [cm] fywk= => fywd= 255 [N/mm2] 255 [N/mm2] VEd VRd,max < =>Sectiunea de beton e buna 12/20 Asw =2

1.130

[cm ]

8 = 45 = 90 = smax = 20 35 z= 1 = 0.552 -otel beton: OB 37

VRd,max =

384 [kN]

swmax = sw = Asw= netrier = As=

11 [cm] 10 [cm] 2.12 [cm2] 2 1.06 [cm2] 12/10 As = 1.130 [cm ]2

lbd = lcr =

77 [cm] 45 [cm]

s'w = x= Vx = Asw= netrier = As= 6.3) Camp: As= 1.31 [cm2]

20 122 116 2.62 2

[cm] [cm] [kN] [cm2]

1.31 [cm2]

14/20

As =

1.540

[cm2]

Calcul Stalp1) Caracteristici sectionale: h= b= L= 50.0 [cm] 50.0 [cm] 300.0 [cm] fck= fyk= c= s= => fcd= => fyd= 20 [N/mm2] 345 [N/mm2] 1.50 1.00 13.33 [N/mm2] 345.00 [N/mm2]

-beton C20/25 -otel beton: PC 52

2) Solicitari: N= M= V= 800.00 [kN] 156.00 [kNm] 60.00 [kN]

3) Calculul momentului incovoietor de proiectare (M * d ):

M*d =

247.21 [kNm]

MEdc = 198.09 [kNm] MRb/MEdb = 1.04 Rd = 1.2 1.152 = ea = 20.00 [mm] ncr = 7.593

4) Calculul armaturilor longitudinale: = d= ds = cnom = cmin = caderenta = cdurabilitate = cdev = arm. long,max = etrier,max = As,min As,max 0.240Sectiunea de beton e buna

44.70 [cm] 5.30 [cm] 3.2 [cm] 2.2 2.2 1.0 1.0 [cm] [cm] [cm] [cm]

22 [mm] 10 [mm] 20 [cm2] 100 [cm2]

x= 15.0 [cm] xmin = 10.0 [cm] 2 = 1.882 Atotal = Amin = 14.01 [cm2] 20.00 [cm2] => Asl= lcr,min = hc = lcl = 20.00 [cm2] 818 Asl = 20.32 [cm2]

68.33 [cm] 50.0 [cm] 410.0 [cm]

=> Stalp lung

5) Calculul momentului capabil (M Rc) : x= 15.0 [cm] xmin = 10.0 [cm] 2 = 1.882 MRc = 290.10 [kNm]

6) Calculul fortei axiale de proiectare (N * d) : N* d = 800.00 [kN]

7) Calculul armaturilor transversale:

Vdc = Mdc =

141.51 [kN]

290.10 [kNm] Rd = 1.0 VRd,c = 147.13 [kN] CRd,c = 0.150 c = 1.20 k= 1.669 l = 0.009 vmin = 0.337 [N/mm2] Vdc

armatura constructiva la forta taietoare:

Asw=

1.40 [cm2]

12/20

Asw =

1.130

[cm2]

8 45 90 20 40 z= 1 = 0.552 -otel beton: OB 37

= = = smax =

[mm] [] [] [cm] [cm] fywk= => fywd= 255 [N/mm2] 255 [N/mm2] Vdc

Vdc V Rd ,cVRd,max =

740 [kN]

< VRd,max =>Sectiunea de beton e buna

swmax = sw = Asw= netrier = As=

14 [cm] 10 [cm] 1.38 [cm2] 2 0.69 [cm2] 10/10 As = 0.785 [cm2]

Calcul Nod interior1) Verificare la forta taietoare:

1.1) Verificare la forta taietoare orizontala: Vjhd = 553.45 [kN] Rd = 1.0 Ass = 16.10 [cm2] Asi = 8.22 [cm2] -beton C20/25 -otel beton: PC 52 fck= fyk= c= s= => fcd= => fyd= Vc = 155.00 [kN] 20 [N/mm2] 335 [N/mm2] 1.20 1.15 16.67 [N/mm2] 291.30 [N/mm2]

1.2) Verificare la forta taietoare verticala: Vjhd = hb = hc = 553.45 [kN] 50.0 [cm] 50.0 [cm]

1.3) Limitarea fortei de compresiune dezvoltata dupa diagonala comprimata:

V*jhd = = bj = d = NEd = bc =

723.45 [kN] 0.552 40.00 [cm] 0.467 1400.00 [kN] 40.0 [cm]

hc = bw = d=

50.0 [cm] 25.0 [cm] 45.0 [cm] Vjhd < V*jhd

2) Verificare armaturilor din nod: 2.1) Verificare etrierilor orizontali: 13.93 [cm2] Anecsh = fywk= -otel beton: OB 37 => fywd= Aetr = netr = ne = Aef sh

255 [N/mm2] 255 [N/mm2]

=

78.5 [cm2] 5 2 785.00 [cm2] Aef sh

>

A

nec sh

2.2) Verificare armaturii longitudinale verticale (A sv ):

Asv = A* sv

=

855.00 [cm2] 696.73 [cm2] 785.00 [cm2] 44.20 [cm] 33.20 [cm] Asv > A*sv

Ash = hjc = hjw =