Tema 1 Calcule Beton

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Tema 1 Calcule Beton

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  • Predimensionare cadruDate intrare Grinda

    = 20 MPa = 600 mm= 300 MPa = 200 mm

    L = 6.0 mH = 3.0 m Stalp stanga 339.3N = 100 kN = 33 kN 427.3q = 20 kN/m = 79 mm 515.2g = 25 kN/m^2 = 350 mm 603.2

    = 300 MPa 628.3Determinare coef.seismic Stalp dreapta 716.3

    q = 6.75 741.4= 1.0 = 73 kN 829.4= 0.24g = 117 mm 893.0

    = 1.0 = 350 mm 942.5Tc = 1.6 s 1119.2

    = 0.135 s 1182.8= 2.48 1295.9c = 0.088 1472.6

    Armare grinzi cadru longitudinal 1Momente Pozitive:

    Nivel

    Locatie h d DiametreStory Load Loc V2 M3 [mm] [mm] [mm] [mm] [kNm] % % [kNm]

    STORY1 INFX MAX 0.15 17.2 21.00

    PART

    ER 0.175 200 600 565 530 21.00 132.1 1140.4 1.009 0.319 181.3 8.63STORY1 INFX MAX 3 12.49 170.00 3 200 600 565 530 170.00 1069.2 1140.4 1.009 0.319 181.3 1.07STORY1 INFX MAX 5.85 14.26 22.00 5.825 200 600 565 530 22.00 138.4 1140.4 1.009 0.319 181.3 8.24

    Momente Negative: Nivel Nod ax h d x Diametre[mm] [mm] [mm] [mm] [kNm] [mm] % % [kNm]

    STORY1 INFX MIN 0.25 -61.63 -129.00PA

    RTER NOD STG. 200 600 565 530 -105.00 -48.6 660.4 656.6 0.581 0.319 104.40 0.99

    STORY1 INFX MIN 4.4 17.18 -129.00 NOD DR. 200 600 565 530 -105.00 -48.6 660.4 656.6 0.581 0.319 104.40 0.99

    2x zpp= 675Armatura TRANSVERSALA 12 8 77.87326935 KN

    Asw= 226.2 100.5 KNasta am ales z.p.p cmp

    Din GLD Element Asw/s Asw/s s sV2 stg V2 dr lumina [kNm] [kNm] [kNm] [kN] [mm] [%] [mm^2] [kN] [mm] % [mm] [mm] [kN] rad [%] [mm] [mm]-33 33 5.65 Grinda 104.4 104.4 181.3 83.6 0.733 0.367 137.137 83.6 0.733 0.367 137.137 100 83.6 0.108 9.227 0.105 478.17 300

    Armare stlp de margine seism catre stanga b` = 350 mmh = 350 mm

    pt procent minim de armare,cu 4 14 pe latura 1.0053096491 %pt procent maxim de armare,cu 4 22 pe latura 3.7237490065 %

    Stalp stanga

    Nivel x[mm] Diametre Verificare

    Parterjos 67.00 14.36 222+220 1388.58 124.16 sus 104.40 53.00 11.36 222+220 1388.58 122.51 125.28 122.51 0Etaj 1 jos 0.00 0.00 0.00 0.00