memoria de calculo ro e rai
TRANSCRIPT
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Memória de cálculo – projeto estrutural 1
IFCE – Instituto Federal de Educação, Ciência e Tecnologia do CearáAlunos: Rainara Cristina e Rodrigo LopesCurso: Edificações – Integrado / 7º semestre Turno: Tarde
Fortaleza – CE2013
LEVANTAMENTO DE CARGAS PARA O CÁLCULO DE VIGAS1) CARGAS DAS LAJES
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L1 (h=15 cm)
Rx (Kgf/m)
Ry (Kgf/m)
Flecha real (cm)
Lx (m)
Ly (m)
Asx (cm²/m)
Asy (cm²/m)
861 846 0,2 4,125 4,20 1,57(ɸ6 c/20)
1,51(ɸ6 c/22)
I. Carga permanente (g)PP = 2500 x 0,15 → PP = 375 Kgf/m²Pav. + Revest. → PR = 150 Kgf/m²Paredes = (2,50+1,35)x2,80x150]/17,55 → PAR = 92,13 = 95 Kgf/m²
G = 620 Kgf/m²II. Carga Acidental (q)
Q = 200 Kgf/m²
III. Carga Total (p)P = G + Q → P = 620 + 200 → P = 820 Kgf/m²
L2 (h=15 cm)
Rx (Kgf/m)
Ry (Kgf/m)
Flecha real (cm)
Lx (m)
Ly (m)
Asx (cm²/m)
Asy (cm²/m)
287 190 0,0 1,05 2,125 2,25(ɸ6 c/14)
0,75(ɸ6 c/30)
I. Carga permanente (g)PP = 2500 x 0,15 → PP = 375 Kgf/m²Pav. + Revest. → PR = 150 Kgf/m²
G = 525 Kgf/m²II. Carga Acidental (q)
Q = 200 Kgf/m²
III. Carga Total (p)P = G + Q → P = 525 + 200 → P = 725 Kgf/m²
L3 (h=15 cm)
Rx (Kgf/m)
Ry (Kgf/m)
Flecha real (cm)
Lx (m)
Ly (m)
Asx (cm²/m)
Asy (cm²/m)
402 219 0,0 1,00 6,20 2,25(ɸ6 c/14)
0,75(ɸ6 c/30)
I. Carga permanente (g)PP = 2500 x 0,15 → PP = 375 Kgf/m²Pav. + Imp. → PI = 150 Kgf/m²
G = 525 Kgf/m²II. Carga Acidental (q)
Q = 1000 x 0,35=350 Kgf/m²
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- 1000 é o peso especifico da água; - 0,35 é a altura total da viga menos 15 cm da laje (50-15= 35cm=0,35m); - Esse valor de carga acidental vale para as próximas lajes por estarem no pavimento superior, sob as mesmas condições.
III. Carga Total (p)P = G + Q → P = 525 + 350 → P = 875 Kgf/m²
L4 (h=15 cm)
Rx (Kgf/m)
Ry (Kgf/m)
Flecha real (cm)
Lx (m)
Ly (m)
Asx (cm²/m)
Asy (cm²/m)
1339 1203 0,8 5,50 6,20 3,64(ɸ8 c/13)
2,85(ɸ8 c/17)
I. Carga permanente (g)PP = 2500 x 0,15 → PP = 375 Kgf/m²Pav. + Revest. → PR = 150 Kgf/m²
G = 525 Kgf/m²II. Carga Acidental (q)
Q = 350 Kgf/m²
III. Carga Total (p)P = G + Q → P = 525 + 350 → P = 875 Kgf/m²
L5 (h=15 cm)
Rx (Kgf/m)
Ry (Kgf/m)
Flecha real (cm)
Lx (m)
Ly (m)
Asx (cm²/m)
Asy (cm²/m)
1367 1356 1,0 6,25 6,20 3,79(ɸ8 c/13)
3,,73(ɸ8 c/13)
I. Carga permanente (g)PP = 2500 x 0,15 → PP = 375 Kgf/m²Pav. + Revest. → PR = 150 Kgf/m²
G = 525 Kgf/m²
II. Carga Acidental (q)Q = 350 Kgf/m²
III. Carga Total (p)P = G + Q → P = 525 + 350 → P = 875 Kgf/m²
L6 (h=15 cm)
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Rx (Kgf/m)
Ry (Kgf/m)
Flecha real (cm)
Lx (m)
Ly (m)
Asx (cm²/m)
Asy (cm²/m)
402 219 0,0 1,00 6,20 2,25(ɸ6 c/14)
0,75(ɸ6 c/30)
I. Carga permanente (g)PP = 2500 x 0,15 → PP = 375 Kgf/m²Pav. + Imp. → PI = 150 Kgf/m²
G = 525 Kgf/m²II. Carga Acidental (q)
Q = 350 Kgf/m²
III. Carga Total (p)P = G + Q → P = 525 + 350 → P = 875 Kgf/m²
2) CARGAS DAS PAREDES
I. Paredes externas: Pext. = h(par) x 250Pext. = 2,80 x 250 Pext. = 700 Kgf/m
3) PESO PRÓPRIO DAS VIGAS
* V1, V2, V3, V4, V5, V6, V10, V11 E V12 (20 x 60 cm) * V7, V8, V9 E V13 (20 x 50 cm)
PP = 2500 x 0.20 x 0,60 PP = 2500 x 0.20 x 0.5 PP = 300 Kgf/m PP = 250 Kgf/m
LEVANTAMENTO DE ESFORÇOS E DIMENSIONAMENTO DAS VIGAS
1. PROGRAMA FTOOL Usando esse programa encontramos os diagramas de força cortante e momento fletor.
V1
- CARGAS DISTRIBUÍDAS E CONCENTRADAS
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- DIAGRAMA FORÇA CORTANTE
- DIAGRAMA MOMENTO FLETOR
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V2
- CARGAS DISTRIBUÍDAS E CONCENTRADAS
- DIAGRAMA FORÇA CORTANTE
- DIAGRAMA MOMENTO FLETOR
V3
- CARGAS DISTRIBUÍDAS E CONCENTRADAS
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- DIAGRAMA FORÇA CORTANTE
- DIAGRAMA MOMENTO FLETOR
V4
- CARGAS DISTRIBUÍDAS E CONCENTRADAS
-
DIAGRAMA FORÇA CORTANTE
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- DIAGRAMA MOMENTO FLETOR
V5
- CARGAS DISTRIBUÍDAS E CONCENTRADAS
- DIAGRAMA FORÇA CORTANTE
- DIAGRAMA MOMENTO FLETOR
V6
- CARGAS DISTRIBUÍDAS E CONCENTRADAS
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- DIAGRAMA FORÇA CORTANTE
- DIAGRAMA MOMENTO FLETOR
V7 = V8
- CARGAS DISTRIBUÍDAS E CONCENTRADAS
- DIAGRAMA FORÇA CORTANTE
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- DIAGRAMA MOMENTO FLETOR
V9 = V13
- CARGAS DISTRIBUÍDAS E CONCENTRADAS-
DIAGRAMA FORÇA CORTANTE
-
DIAGRAMA MOMENTO FLETOR
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V10
- CARGAS DISTRIBUÍDAS E CONCENTRADAS
- DIAGRAMA FORÇA CORTANTE
- DIAGRAMA MOMENTO FLETOR
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V11
- CARGAS DISTRIBUÍDAS E CONCENTRADAS
- DIAGRAMA FORÇA CORTANTE
- DIAGRAMA MOMENTO FLETOR
V12
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- CARGAS DISTRIBUÍDAS E CONCENTRADAS
- DIAGRAMA FORÇA CORTANTE
- DIAGRAMA MOMENTO FLETOR
2. PROGRAMA PDV (Pré-dimensionamento de vigas)Usando esse programa encontramos a altura ideal (padrão) para as vigas.
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V1
V2
V3
V4
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V5
V6
V7 e V8
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V9 e V13
V10
V11
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V12
3. PROGRAMA FLEX (Dimensionamento de vigas a flexão simples)
Encontramos os ferros negativos e positivos de cada vão de uma viga. Para todas as vigas a seguir foram usados os seguintes valores:(N): ARMADURA NEGATIVA(P): ARMADURA POSITIVA
Fck (Kgf/cm²) Aço Seção E (cm) Bw(cm)
300 1- 50 1 - retangular 5 20
V1
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Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
60 15020 14,69 11,75 1,80 9,84 9,84 5 ɸ16 (P)
V2
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
60 910 0,80 0,64 1,80 0,54 1,80 2 ɸ12,5 (P)
V3
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
60 13120 12,62 10,09 1,80 8,46 8,46 3 ɸ20 (P)
V4
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
60 4100 3,68 2,94 1,80 2,47 2,47 2 ɸ12.5 (P)
V5
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
60 5260 4,76 3,81 1,80 3,19 3,19 2 ɸ12.5 + 1 ɸ10 (P)
V6
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
60 3060 2,73 2,18 1,80 1,83 1,83 2 ɸ12.5 (P)
V7 = V8
Vão 1/ 4
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
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50 2250 2.46 1.96 1.50 1.65 1.65 2 ɸ12.5 (N)
Vão 2
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
50 1680 3.12 2.50 1.50 0.00 1.50 2 ɸ10 (P)
Vão 3
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
50 4040 4.49 3.59 1.50 3.01 3.01 3 ɸ12.5 (P)
V9 = V13
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
50 3130 3,45 2,76 1,50 2,31 2,31 2 ɸ12.5 (P)
V10 VÃO 1/ 3
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
60 6890 7.91 6.33 1.50 5.30 5.30 3 ɸ 16 (N)
VÃO 2
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
60 2390 2.61 2.09 1.50 1.75 1.75 2 ɸ 12.5 (N)
V11 VÃO 1 e 3
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
60 11710 11.13 8.90 1.80 7.46 7.46 4 ɸ16 (N)
VÃO 2
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
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60 5100 4.61 3.69 1.80 3.09 3.09 3 ɸ12.5 (N)
V12 Vão 1 e 3
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
60 8030 7.41 5.93 1.80 4.97 4.97 4 ɸ12.5 (N)
Vão 2
Hw(cm)Mk
(Kgf.m) X (cm) Y(cm)AS mín(cm²)
AS pec(cm²)
AS(cm²) Ferro
60 3490 3.12 2.50 1.80 2.09 2.09 2 ɸ12.5 (N)
4. PROGRAMA CIS (Cisalhamento)
Encontramos os estribos e armações de costelas.V1 (ɸ5 c/15)
V2 (ɸ5 c/15)
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V3 (ɸ5 c/15)
V4 (ɸ5 c/15)
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V5 (ɸ5 c/15)
V6 (ɸ5 c/15)
V7 e V8 (ɸ5 c/15)
V9 e V13 (ɸ5 c/15)
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V10 (ɸ5 c/15)
V11 (ɸ6.3 c/10)
V12 (ɸ5 c/12)
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