挑檐结构计算.doc

DA HUA ENGINEERING sarl 82 Avenue Monseigneur Augouard BZV Congo Tel ：00242-5569092 Fax：00242-813258 E-mail: Post：P.O.Box 15439挑檐结构计算书项目名称：总统府后院MadamYOKA房子 构件编号 日期：2008.10.17设 计：陈建江 校 对： 审核：一、基本资料1设计规范: 建筑结构荷载规范（GB500092001）混凝土结构设计规范（GB500102002）砌体结构设计规范（GB500032001）2设计参数: 几何信息类型:挑檐梁宽bb:250mm梁高hb:300mm挑板宽L:600mm伸板宽bt:600mm伸板厚ht:100mm梁槛高ha:0mm梁槛宽ba:0mm墙厚bw:150mm板下沉h0:200mm板斜厚h1:0mm板净厚h2:100mm上翻板高h3:200mm上翻板厚t1:0mm上翻板厚t2:100mm第一排纵筋至梁近边距离as:30mm荷载信息板端集中活载Pk:0.00kN/m板上均布活载qk:0.50kN/m2板上均布恒载gk:2.50kN/m2伸板上均布活载qk1:0.00kN/m2伸板上均布恒载gk1:2.50kN/m2混凝土容重gL:25.00kN/m3恒载分项系数gG:1.20活载分项系数gQ:1.40指定梁上抗倾覆荷载Gr:6.10kN/m材料信息混凝土等级:C25混凝土强度设计值fc:11.90N/mm2主筋级别:HPB235(Q235)主筋强度设计值fy:210N/mm2箍筋级别:HPB235(Q235)强度设计值fyv:210N/mm2墙体材料:砖砌体抗压强度设计值f:1.700N/mm2二、计算过程1荷载计算11 计算x0x0 = 0.13l1,L1 = bwx0 = 19.50mm12 倾覆荷载计算qT = gG(gk + gT) + gQqk = 1.20(2.50 + 2.50) + 1.400.50 = 6.700kN/m2PT = gGgF + gQPk = 1.200.50 + 1.400.00 = 0.60kN/m倾覆力矩MOV = = 1.66kN?m13 挑板根部的内力计算MTmax = MOV = 1.66kN?mVTmax = qTL + pT = 6.70600/103 + 0.60 = 4.62kN/m14伸板根部内力计算gS = gLht/103 = 25.00100/1000 = 2.50kN/m2qS = gG(gk1 + gS) + gQqk1= 1.20(2.50 + 2.50) + 1.400.00 = 6.00kN/m2= 1.08kN?mVSmax = qsbt = 6.00600 = 3.60kN2抗倾覆验算l1 = bw = 150mml2 = 0.5l1 = 75mmGr产生的抗倾覆力矩MrG = 0.8Gr(L2 - x0) = 0.8 6.10 (75 - 19.5) = 0.271kN?m过梁自重产生的抗倾覆力矩MrL = 0.8gL(0.5bb - x0) = 0.8 1.88 (0.5 250 - 19.5) = 0.158kN?m伸板产生的抗倾覆力矩MrS = 0.8(gS + gk1)bt(0.5bt + bb - x0) = 0.8 (2.50 + 2.50) 600 (0.5 600 + 250 - 19.5) = 1.273kN?m总的抗倾覆力矩Mr = MrG + MrL + MrS = 0.271 + 0.158 + 1.273 = 1.702kN?m Mov = 1.657kN?m ,满足抗倾覆要求3挑板相关计算31 挑板截面尺寸验算h = h1 + h2 = 0 + 100 = 100mmh0 = h - as = 100 - 30 = 70mm按混凝土结构设计规范(7.5.1)0.25bcfcbh0 = 0.251.0011.90100070 = 208.3103NVmax = 4.62kN 0.0033取 ecu = 0.0033按混凝土结构设计规范(7.1.4-1)xb = 0.61322 受压区高度x按混凝土结构设计规范(7.2.1-1), As = 0, Ap = 0M = x = h0 - = 70 - 2.02mm323 受拉钢筋截面积As按混凝土结构设计规范(7.2.1-2)a1fcbx = fyAs得As = 114mm2最小配筋率 As 0.0033取 ecu = 0.0033按混凝土结构设计规范(7.1.4-1)xb = 0.61412 受压区高度x按混凝土结构设计规范(7.2.1-1), As = 0, Ap = 0M = x = h0 - = 70 - 1.31mm413 受拉钢筋截面积As按混凝土结构设计规范(7.2.1-2)a1fcbx = fyAs得As = 74mm2最小配筋率 As rsv,min = 0.169满足要求52 计算过梁纵筋按照最小配筋率计算AsGL =