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CLADIRE ADMINISTRATIVA

I. INCARCARI PERMANENTE

- placa beton armat:

0.15 x 2500 x 1.35 = 506.25



                        - tencuiala 2 cm:

                                    0.02 x 2000 x 1.35 = 54

                        - gresie:

                                    100 x 1.35 = 135

                        p = 695.25 695

INCARCARI UTILE

            - hol (1):

                        300 x 1.5 = 450

            - birou (2):

                        200 x 1.5 = 300

            - depozit (3 + 4):

                        400 x 1.5 = 600

II. CALCUL STATIC

              

               Ochiul 1

            λ = = = 1.10  = 0.0384                       β= 0.7854

                                                     = 0.0210                       β= 0.2146

            q= β· q = 0.7854 · 1245 = 977.82 daN/m

            q= β· q = 0.2146 · 1245 = 267.17 daN/m

            M= · q · l = 0.0384 · 1245 · 5 = 1195.20

            M= · q · l = 0.0210 · 1245 · 5.5 = 790.88

            M= - = = - 3055.69

            M= - = = - 1010.24

               Ochiul 2

            λ = = = 1.10  = 0.0293                       β= 0.8798

                                                     = 0.0133                       β= 0.1202

            q= β· q = 0.8798 · 995 = 875.40 daN/m

            q= β· q = 0.1202 · 995 = 119.60 daN/m

            M= · q · l = 0.0293 · 995 · 5 = 728.84

            M= · q · l = 0.0133 · 995 · 5.5 = 400.31

            M= - = = - 1823.75

            M= - = = - 301.49

               Ochiul 3

            λ = = = 1.83  = 0.05621                     β= 0.9177

                                                     = 0.00503                     β= 0.0822

            q= β· q = 0.9177 · 1295 = 1188.42 daN/m

            q= β· q = 0.0822 · 1295 = 106.45 daN/m

            M= · q · l = 0.0562 · 1295 · 3 = 655.01

            M= · q · l = 0.00503 · 1295 · 5.5 = 197.04

            M= - = = - 1336.97

            M= - = = - 402.51

           

              

              

               Ochiul 4

            λ = = = 0.55  = 0.0093                       β= 0.1862

                                                                 = 0.0808                       β= 0.8138

            q= β· q = 0.1862 · 1295 = 241.13 daN/m

            q= β· q = 0.8138 · 1295 = 1053.87 daN/m

            M= · q · l = 0.0093 · 1295 · 3 = 108.39

            M= · q · l = 0.0808 · 1295 · 5.5 = 3165.24

            M= - = = - 271.27

            M= - = = - 3984.95

III CALCULUL ARMATURILOR

            1x – 1x

M = 1195.20 daN · m

            m = = = 0.086  γ = 0.955

            h= h - a - · ř = 15 - 2.5 - · 0.8 = 12.10 cm

            A= = = 3.45 cm

M = 728.84 daN · m

            m = = = 0.052  γ = 0.9733

            A= = = 2.06 cm

M = 655.01 daN · m

            m = = = 0.047  γ = 0.976

            A= = = 1.85 cm

M = 3055.69 daN · m

            m = = = 0.220  γ = 0.8742

            A= = = 9.63 cm

M = 1823.75 daN · m

            m = = = 0.130  γ = 0.930

            A= = = 5.40 cm




             2x - 2x

M = 108.39 daN · m

            m = = = 0.007  γ = 0.995

            A= = = 5.30 cm

             1y - 1y

M = 790.88 daN · m

            m = = = 0.057  γ = 0.9706

            A= = = 2.24 cm

            

            

2y - 2y

M = 400.31 daN · m

            m = = = 0.029  γ = 0.9885

            A= = = 1.12 cm

             3y - 3y

M = 197.04 daN · m

            m = = = 0.014  γ = 0.993

            A= = = 0.55 cm

M = 3165.24 daN · m

            m = = = 0.23  γ = 0.8681

            A= = = 10.04 cm

M = 3984.95 daN · m

            m = = = 0.29  γ = 0.8242

            A= = = 13.32 cm

           

IN CAMP

REAZEME

GRINDA

A. Incarcari permanente

- greutate proprie

b · h · 2500 · 1.35  0.25 · 0.50 · 2500 · 1.35 = 421.88

- placa beton armat

S = S1 + S2

S1 = S2 = 7.5

S = 7.5 + 7.5 = 15.00

= = 1895.45

- zidarie

b · h · 1450 · 1.35  0.25 · 2.6 · 1450 · 1.35 = 1272.38

p= 421.88 + 1895.45 + 1272.38 = 3589.71 daNm

B. Incarcare utila

          - placa beton armat

            + = 613.64 + 409.10 = 1022.73 daNm

            q= p+ u= 3589.71 + 1022.73 = 4612.44 daNm

I. Dimensionarea in sectiuni normale

            M= = = 17440.79

            T= = = 12684.21

            M = 17440.79

            m = = 0.33

            m = 0.33  γ = 0.7917

            A= = 15.65 cm

Aleg 5 ř 20 cu A15.71

            - 3 bare intinse

            - 2 bare inclinate

II. Dimensionarea in sectiuni inclinate

            1) Alegerea etrierilor inchisi

                       

- etrieri simpli

                        - distanta intre etrieri a

                        b = 25 cm                                            a · h = 37.5 cm

                        a b                                                 a15 · 0.6 = 9

                        a 30 cm                                         9  a 25  a= 20 cm

                       

                        - diametrul etrierilor

                        ř 6 pentru h  80 cm

                        - aria etrierilor din tabel

           

                        A= 0.283 cm

            2) Verificarea nivelului de solicitare la forta taietoare

                       

                        0.5  =  4

                        0.5  = 1.35  4

            3) Forta taietoare preluata de beton si armatura

                       

                        q= = = 67.92

                        p = · 100 = · 100 = 1.34

                        T= 2 ·= 2 · = 11744.10

                        Daca T< T  se va dispune armatura inclinata

            4) Aria armaturii inclinate

                        A= = = 0.56 cm

FUNDATII

CALCUL FUNDATII EXTERIOARE

          - planseu acoperis - terasa:

 

                        = = 655.5

            - planseu intermediar (2 buc.):

                        = = 971.25

            - zidarie 30 cm:

                        0.30 · 8.2 · 1450 · 1.35 = 4815.45

            - greutate proprie

                        0.60 · 2.00 · 2500 · 1.35 = 4050

            q = 11463.45

            = 284.30 K

            P = = = : 100 = 191.05 K

            C= · K · (B - 1) = 284.30 · 0.05 · (0.60 - 1) = - 5.69

            C= · = 284.30 · = 0

P  >   P

Fundatia este cea calculata








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