鋼筋混凝土雨蓬計(jì)算書1

1、雨蓬計(jì)算書一、基本資料1設(shè)計(jì)規(guī)范: 建筑結(jié)構(gòu)荷載規(guī)范（GB500092012）混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（GB500102010）砌體結(jié)構(gòu)設(shè)計(jì)規(guī)范（GB500032011）2設(shè)計(jì)參數(shù): 幾何信息類型:雨篷梁寬bb:200mm梁高h(yuǎn)b:400mm挑板寬L:900mm梁檻高h(yuǎn)a:0mm梁檻寬ba:0mm墻厚bw:240mm板下沉h0:100mm板斜厚h1:0mm板凈厚h2:100mm上翻板高h(yuǎn)3:200mm上翻板厚t1:100mm懸挑長(zhǎng)度t2:0mm第一排縱筋至梁近邊距離as:30mm荷載信息板端集中活載標(biāo)準(zhǔn)值Pk:1.00kN/m板上均布活載標(biāo)準(zhǔn)值qk:0.70kN/m2板上均布恒載標(biāo)準(zhǔn)值gk:3.9k

2、N/m2混凝土容重gL:25.00kN/m3恒載分項(xiàng)系數(shù)gG:1.20活載分項(xiàng)系數(shù)gQ:1.40墻體容重gW:13kN/m3過梁上墻高Hw:1050mm墻洞寬ln:2000mm墻洞高h(yuǎn)n:2700mm梁伸入墻內(nèi)Dl:1350mm墻洞下墻高h(yuǎn)w:0mm材料信息混凝土等級(jí):C30混凝土強(qiáng)度設(shè)計(jì)值fc:14.30N/mm2主筋級(jí)別:HRB400(20MnSi)主筋強(qiáng)度設(shè)計(jì)值fy:360N/mm2箍筋級(jí)別:HRB400強(qiáng)度設(shè)計(jì)值fyv:360N/mm2墻體材料:砌塊砌體抗壓強(qiáng)度設(shè)計(jì)值f:1.700N/mm2二、計(jì)算過程1計(jì)算過梁截面力學(xué)特性根據(jù)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范式7.6.3-1過梁截面Wt = (3h

3、 - b) = ×(3×400 - 240) = 11458333mm3mcor = 2(bcor + hcor) = 2×(240 - 30 × 2 + 400 - 30 × 2) = 1160mm雨篷梁截面面積A = bbhb = 240×400 = 96000mm22荷載計(jì)算21 計(jì)算x0x0 = 0.3h2,x0 = 30mm22 傾覆荷載計(jì)算=2.5kN/m2qT = gG(gk + gT) + gQqk = 1.20×(3.9+ 2.50) + 1.40×0.70 = 8.66kN/m2PT = gGg

4、F + gQPk = 1.20×0.45 + 1.40×1.00 = 1.94kN/m傾覆力矩MOV = 3抗傾覆驗(yàn)算l1 = bw = 240mml2 = l1/2 = 120mml3 = ln/2 = 1000mmGr產(chǎn)生的抗傾覆力矩MrG = 0.8Gr(L2 - x0) = 0.8 × 4.67× (900 - 30) = 3.25kN·m過梁自重產(chǎn)生的抗傾覆力矩MrL = 0.8×gL(0.5bb - x0) = 0.8 × 3.15 × (0.5 × 240 - 30) = 0.227kN&#

5、183;m總的抗傾覆力矩Mr = MrG + MrL = 3.25 + 0.227 = 3.477kN·m > Mov = 2.89kN·m ,滿足抗傾覆要求4挑板相關(guān)計(jì)算41 挑板截面尺寸驗(yàn)算按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(7.5.1)0.25bcfcbh0 = 0.25×1.00×14.30×1000×70 = 250.3×103NVmax = 7.24kN < 250.3kN, 截面尺寸滿足要求42 挑板配筋計(jì)算421相對(duì)界限受壓區(qū)高度xbecu = 0.0033 - (fcu,k - 50)×10-5 =

6、 0.0033 - (30 - 50)×10-5 = 0.0035 > 0.0033取 ecu = 0.0033按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(7.1.4-1)xb = 0.55422 受壓區(qū)高度x按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(7.2.1-1), A's = 0, A'p = 0M = x = h0 - = 70 - 5.00mm423 受拉鋼筋截面積As按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(7.2.1-2)a1fcbx = fyAs得As = 238mm2 As> Asmin = rminA = 0.0021×100000 = 214mm2根據(jù)計(jì)算，挑板負(fù)筋實(shí)際配置為,直徑12

7、mm，間距為150mm,每1000mm的實(shí)際配筋率為0.7540%>計(jì)算每1000mm的配筋率0.2383%，滿足要求! 43 挑板分布鋼筋計(jì)算按照最小配筋率計(jì)算最小配筋率AsTbfb = rmin(h1 + 2h2)L/2 = 0.0021×(0 + 2×100)×1000/2 = 214.50mm2實(shí)際挑板分布鋼筋配置,取直徑為8mm,間距為200mm5梁端局部受壓驗(yàn)算計(jì)算梁端有效支承長(zhǎng)度a0 = min(10,bb) = min(,250) = 163mm計(jì)算局部受壓面積Al = a0b = 163 × 250 = 40674mm2計(jì)算影響砌

8、體局部抗壓強(qiáng)度的計(jì)算面積A0 = (Dl + bw)bw = (500 + 250) × 250 = 187500mm2局部受壓強(qiáng)度提高系數(shù) > 1.25g = 1.25梁端支承處砌體局部受壓承載力計(jì)算公式NlhgfAlNl = 0.5qLl0 = 0.5 × 13.99 × 3780.0 = 26.4kNhgfAl = 1.0 × 1.25 × 1.70 × 40674 = 86.43kN > 26.4kN,滿足局部受壓要求6過梁截面配筋計(jì)算在以下計(jì)算過程中h = hb = 450mmb = bb = 250mmh0 =

9、 h - as = 450 - 30 = 420mmM = Mmax = 24.98kN·m61 過梁截面截面尺寸驗(yàn)算按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(7.5.1)0.25bcfcbh0 = 0.25×1.00×14.30×250×420 = 375.4×103NVmax = 26.44kN < 375.4kN, 截面尺寸滿足要求62 驗(yàn)算截面剪扭承載力限制條件按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（7.6.1-1）fcu,k = 30 N/mm2 < 50 N/mm2, 故bc = 1.0 = = 1.330 0.25bcfc = 0.25×

10、;1.00×14.30= 3.58截面尺寸滿足要求。63 驗(yàn)算可否按照構(gòu)造配筋按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（7.6.2-1） = = 1.115 > 0.7ft = 0.7×1.43 = 1.00需計(jì)算配筋。64 計(jì)算受扭縱筋最小配筋率按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（10.2.5） = = 1.50 < 2.0按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（10.2.5）rtl,min = 0.6 = 0.6× = 0.35%Atl,min = rtl,minbh = 0.35%×250×450 = 394mm265 計(jì)算剪扭箍筋最小配箍率按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（10.2.12

11、） = 0.191min = rsv,minb = 0.191 × 250 = 0.477mm2/mm66 驗(yàn)算是否可以忽略扭矩= 0.863N/mm2 > 0.175ft = 0.175×1.430 = 0.2502N/mm2計(jì)算時(shí)不能忽略扭矩的影響67 驗(yàn)算是否可以忽略剪力= 0.252N/mm2 < 0.35×ft = 0.35×1.430 = 1.4300N/mm2計(jì)算時(shí)可以忽略剪力的影響,取68 計(jì)算混凝土受扭承載力降低系數(shù)按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（7.6.8-2）bt = = = 1.309 > 1.0取bt=1.069 計(jì)算腹

12、板箍筋數(shù)量= 0.203腹板采用雙肢箍筋（n=2），腹板上單肢箍筋所需截面面積間距比為< rminb = 0.191%×250 = 0.4767mm2/mm,取取采用雙肢箍筋（n=2）,箍筋間距為100mm,箍筋直徑為8mm相應(yīng)的配筋率為rsv = Asv/bs = 2×50.3/(250×100) = 0.402 > rsv,min = 0.191滿足要求610 計(jì)算抗扭鋼筋TbtWt + 1.2fyv因?yàn)?z = 1.20，Np0 = 098861401.309×11458333 + 1.2×解上方程Astl = z = 1.2

13、0×0.20× = 198mm2<Astl,min = 393.513309mm2取Astl = Astl,min = 394mm2611 計(jì)算受彎鋼筋ecu = 0.0033 - (fcu,k - 50)×10-5 = 0.0033 - (30 - 50)×10-5 = 0.0035 > 0.0033取 ecu = 0.0033按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(7.1.4-1)xb = 0.55按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(7.2.1-1), A's = 0, A'p = 0M = x = h0 - = 420 - 17mm< xbh0 = 0.55×420 = 231.00mm按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(7.2.1-2)a1fcbx = fyAs得As = 202mm2最小配筋率 As< Asmin = rminA