無梁樓蓋計算表格

,xxx無梁樓板計算書,,,,,,

,(等代框架法),,,,,,

一、總信息：,,,,,,,

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,混凝土強度,C30,板跨(X向),4.000,(m),,

,鋼筋強度,HRB335,板帶寬(Y向),5.000,(m),,

,荷載方式,均布荷載,板厚,300,(mm),,

,裂縫限值,0.2mm,板面活載,40,(kN/m2),,

,,,板面恒載,0,(kN/m2),,

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二、荷載計算：,,,,,,,

,1、恒載：gk＝0.3*25+0=7.5kN/m2,,,,,,

,活載：p＝40kN/m2,,,,,,

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,2、板面荷載標(biāo)準(zhǔn)值：,,qk＝7.5+40=47.5kN/m2,,,,

,設(shè)計值：,,q＝1.2*7.5+1.3*40=61kN/m2,,,,61

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,3、柱帽承受集中軸向壓力標(biāo)準(zhǔn)值：,,Nk＝47.5*4*5=950kN,,,,

,設(shè)計值：,,N＝61*4*5=1220kN,,,,

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三、板抗沖切計算：,,,,,,,

,取中柱計算，柱帽尺寸為1200x1200mm，h0＝300-45=255mm，,,,,,,

,,0.7βh*ft*η*μm*h0,＝0.7*1*1.43*0.939*5820*255,,,,

,,,＝1393.69kN,>N,,,

,,故板抗沖切計算,滿足!,,,,

四、彎矩及配筋計算：,,,,,,,

,按五跨等跨梁計算彎矩，計算簡圖如下：,,,,,,

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,各截面彎矩系數(shù)（荷載全跨布置）,,,,,,

,跨內(nèi)最大彎矩,,,支座彎矩,,,

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,0.0782,0.0332,0.0469,-0.105,-0.0791,-0.0791,-0.105

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1、X向彎矩及配筋計算：,,,,,,,

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,取內(nèi)跨計算，柱帽寬度取c=1.2m，板帶寬取B=5/2＝2.5m，h0＝300-45=255mm，,,,,,,

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,則X向總彎矩標(biāo)準(zhǔn)值：,,,,,,

,,M總k＝qk*ly*（lx-2/3*c）2,,,,,

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,,＝2432kN*m,,,,,

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,X向總彎矩設(shè)計值：,,,,,,

,,M總＝q*ly*（lx-2/3*c）2,,,,,

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,＝1861.11kN*m,＝3123.2kN*m,,,,,

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,,內(nèi)跨X向總彎矩標(biāo)準(zhǔn)值,,,,,

,,,柱上,,跨中,,

,,,Mc,M3,Mc,M3,

,,,(kNm),(kNm),(kNm),(kNm),

,,彎矩系數(shù)C,0.0791,0.085,0.0791,0.085,

,,柱上與跨中分配系數(shù)K,0.75,0.55,0.25,0.45,

,,截面總彎矩（M總k*C）,192.37,206.72,192.37,206.72,

,,板帶計算彎矩（M總k*K*C）,144.28,113.70,48.09,93.02,

,,每延米彎矩(M總k*K*C/B),57.71,45.48,19.24,37.21,

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,,內(nèi)跨X向總彎矩設(shè)計值,,,,,

,,,柱上,,跨中,,

,,,Mc,M3,Mc,M3,

,,,(kNm),(kNm),(kNm),(kNm),

,,彎矩系數(shù)C,0.0791,0.085,0.0791,0.085,

,,柱上與跨中分配系數(shù)K,0.75,0.55,0.25,0.45,

,,截面總彎矩（M總*C）,247.05,265.47,247.05,265.47,

,,板帶計算彎矩（M總*K*C）,185.28,146.01,61.76,119.46,

,,每延米彎矩(M總*K*C/B),74.12,58.41,24.71,47.79,

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,（1）、柱上板帶最大負彎矩：,,Mc＝74.12kN*m,,,,

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,抗彎配筋計算（簡化）：,,As＝74.12*1000000/(0.9*300*255)＝1076mm2,,,,

,,,,,,,1076

,"配φ12@200(As＝565),ρ＝0.189%",,,不滿足！,,,

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,最大裂縫寬度：,,,,,,

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,,,＝0.682mm,,,,

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,（2）、柱上板帶最大正彎矩：,,M3＝58.41kN*m,,,,

,抗彎配筋計算（簡化）：,,As＝58.41*1000000/(0.9*300*255)＝848mm2,,,,

,,,,,,,848

,"配φ12@200(As＝565),ρ＝0.189%",,,不滿足！,,,

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,最大裂縫寬度：,,,,,,

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,,,＝0.488mm,,,,

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,（3）、跨中板帶最大負彎矩：,,Mc＝24.71kN*m,,,,

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,抗彎配筋計算（簡化）：,,As＝24.71*1000000/(0.9*300*255)＝358mm2,,,,

,,,,,,,358

,"配φ12@200(As＝565),ρ＝0.189%",,,,,,

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,最大裂縫寬度：,,,,,,

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,,,＝0.07mm,,,,

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,（4）、跨中板帶最大正彎矩：,,M3＝47.79kN*m,,,,

,抗彎配筋計算（簡化）：,,As＝47.79*1000000/(0.9*300*255)＝694mm2,,,,

,,,,,,,694

,"配φ12@200(As＝565),ρ＝0.189%",,,不滿足！,,,

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,最大裂縫寬度：,,,,,,

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,,,＝0.356mm,,,,

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2、Y向彎矩及配筋計算：,,,,,,,

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,取內(nèi)跨計算，柱帽寬度取c=1.2m，板帶寬取B=4/2＝2m，h0＝300-45=255mm，,,,,,,

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,則Y向總彎矩標(biāo)準(zhǔn)值：,,,,,,

,,M總k＝qk*lx*（ly-2/3*c）2,,,,,

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,,＝3351.6kN*m,,,,,

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,Y向總彎矩設(shè)計值：,,,,,,

,,M總＝q*lx*（ly-2/3*c）2,,,,,

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,＝1861.11kN*m,＝4304.16kN*m,,,,,

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,,內(nèi)跨Y向總彎矩標(biāo)準(zhǔn)值,,,,,

,,,柱上,,跨中,,

,,,Mc,M3,Mc,M3,

,,,(kNm),(kNm),(kNm),(kNm),

,,彎矩系數(shù)C,0.0791,0.085,0.0791,0.085,

,,柱上與跨中分配系數(shù)K,0.75,0.55,0.25,0.45,

,,截面總彎矩（M總k*C）,265.11,284.89,265.11,284.89,

,,板帶計算彎矩（M總k*K*C）,198.83,156.69,66.28,128.20,

,,每延米彎矩(M總k*K*C/B),99.42,78.34,33.14,64.10,

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,,內(nèi)跨Y向總彎矩設(shè)計值,,,,,

,,,柱上,,跨中,,

,,,Mc,M3,Mc,M3,

,,,(kNm),(kNm),(kNm),(kNm),

,,彎矩系數(shù)C,0.0791,0.085,0.0791,0.085,

,,柱上與跨中分配系數(shù)K,0.75,0.55,0.25,0.45,

,,截面總彎矩（M總*C）,340.46,365.85,340.46,365.85,

,,板帶計算彎矩（M總*K*C）,255.34,201.22,85.11,164.63,

,,每延米彎矩(M總*K*C/B),127.68,100.61,42.56,82.32,

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,（1）、柱上板帶最大負彎矩：,,Mc＝127.68kN*m,,,,

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,抗彎配筋計算（簡化）：,,As＝127.68*1000000/(0.9*300*255)＝1854mm2,,,,

,,,,,,,1854

,"配φ12@200(As＝565),ρ＝0.189%",,,不滿足！,,,

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,最大裂縫寬度：,,,,,,

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,,,＝1.345mm,,,,

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,（2）、柱上板帶最大正彎矩：,,M3＝100.61kN*m,,,,

,抗彎配筋計算（簡化）：,,As＝100.61*1000000/(0.9*300*255)＝1461mm2,,,,

,,,,,,,1461

,"配φ12@200(As＝565),ρ＝0.189%",,,不滿足！,,,

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,最大裂縫寬度：,,,,,,

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,,,＝1.01mm,,,,

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,（3）、跨中板帶最大負彎矩：,,Mc＝42.56kN*m,,,,

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,抗彎配筋計算（簡化）：,,As＝42.56*1000000/(0.9*300*255)＝618mm2,,,,

,,,,,,,618

,"配φ12@200(As＝565),ρ＝0.189%",,,不滿足！,,,

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,最大裂縫寬度：,,,,,,

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,,,＝0.291