现浇空心楼盖计算书实例A区板计算书

碧瑶花园A区现浇空心楼板计算书第1页共8页碧瑶花园A区现浇空心板计算书一、材料选用：混凝土C35，2N/mm7.16cf，2N/mm57.1tf，2N/mm355.2tdf钢筋采用HRB335，2N/mm300yf，2N/mm405ydf保护层：综合人防规范和环境类别保护层取20mm，且不小于钢筋的公称直径二、截面几何特征：1）人防空心板：mm31215.13100.14/25014.315.14503102h体积空心率：：%6.30450312450sshhh2）非人防空心板：mm27915.13600.14/30014.315.14503602h碧瑶花园A区现浇空心楼板计算书第2页共8页体积空心率：：%0.38450279450sshhh三、荷载取值：1.人防空心楼板：板自重2kN/m8.725312.0空心管自重2kN/m4.0面层及抹灰2kN/m1.0覆土2kN/m18181.0合计227.2kN/m2.非人防空心楼板：板自重2kN/m0.725279.0空心管自重2kN/m4.0面层及抹灰2kN/m1.0覆土2kN/m18181.0合计226.4kN/m3.消防车荷载：215kN/m（荷载分项系数取1.4）四、荷载设计值：平时：21kN/m34.50157.04.14.2635.1q22kN/m68.52154.14.262.1q221kN/m68.52),max(qqq6B级人防顶板等效静荷载标准值取为：2kN/m45elq碧瑶花园A区现浇空心楼板计算书第3页共8页战时：2kN/m6.77450.12.272.1q五、.空心板冲切计算：(取最不利跨控制)1.平时：8.4x6.6的跨取1.2x1.2的柱帽冲切面1：0.122.14.0214.01sβ.η97.1)715500(44715405.045.002msuhaη0.1)min(21,ηηηkN272468.52)93.16.64.8(2lFlmtFhηufkN3818715)715500(40.157.17.07.00满足抗冲切的截面要求。冲切面2：0.122.14.0214.01sβ.η14.1)4151200(44415405.045.002msuhaη0.1)min(21,ηηη碧瑶花园A区现浇空心楼板计算书第4页共8页kN270368.52)03.26.64.8(2lFlmtFhηufkN2946415)4151200(40.157.17.07.00满足抗冲切的截面要求。2.战时：8.4x6.6的跨取1.3x1.3的柱帽冲切面1：kN40136.77)93.16.64.8(2lFlmtdFhufkN5728715)715500(45.157.17.07.00满足抗冲切的截面要求。冲切面2：kN39516.77)13.26.64.8(2lFlmtdFhufkN4693415)4151300(45.157.17.07.00满足抗冲切的截面要求。六、内力及配筋计算平板部分采用等代框架法1.梁上荷载取梁两侧跨度范围内荷载之和的1/2。总荷载以恒载输入，具体数值见梁荷载图在SATWE的荷载组合中，恒载系数取1.0碧瑶花园A区现浇空心楼板计算书第5页共8页2.SATWE计算，非人防得到配筋值直接按规范规定分配给柱上板带和跨中板带3.SATWE计算，人防得到弯距设计值并在EXCEL表格计算得到各控制截面的配筋值见附图,综合比较人防与非人防的配筋值取其较大值。4.配筋计算非人防最小配筋率为：%24.0)45.0%,2.0max(yt/ff人防最小配筋率为：%3.0)45.0%,3.0max(ydtd/ff人防配筋计算：1）X方向支座配筋：暗梁选用的钢筋公称直径mm22d（X，Y方向定位见结构图纸）位置电算弯距弯距分配弯距折减配筋暗梁筋数其余面积KN.m板带分配系数弯距值0.8(1.0)mm2k/142398柱上板带支座0.71679167910498111499跨中板带支座0.371971943691040k/152335柱上板带支座0.716351308808391078跨中板带支座0.37015603387807k/161461柱上板带支座0.7102381849836599跨中板带支座0.34383512107502H/142726柱上板带支座0.71908190812024131659跨中板带支座0.381881849811186H/152657柱上板带支座0.7186014889250101276跨中板带支座0.37976383863920H/16-192640柱上板带支座0.7184814789188101258跨中板带支座0.37926343838914F/162821柱上板带支座0.7197515809849111308跨中板带支座0.38466774106978F/17-202420柱上板带支座0.716941355838991168跨中板带支座0.37265813513836F/211538柱上板带支座0.7107786152526678跨中板带支座0.34613692219528D/161129柱上板带支座0.779063238304549跨中板带支座0.33392711624387D/17-202120柱上板带支座0.71484118773118995跨中板带支座0.36365093071731C/172640柱上板带支座0.7184814789188101258跨中板带支座0.37926343838914C/18,19,202410柱上板带支座0.716871350835391157跨中板带支座0.37235783498833B/172640柱上板带支座0.7184814789188101258跨中板带支座0.37926343838914B/18,19,202485柱上板带支座0.717401392862591237碧瑶花园A区现浇空心楼板计算书第6页共8页跨中板带支座0.3745.55963609859B/21684柱上板带支座0.9615.661637274519跨中板带支座0.168.468408972）Y方向支座配筋：暗梁选用的钢筋公称直径mm22d（X，Y方向定位见结构图纸）15,16/L526柱上板带支座0.947347328543406跨中板带支座0.153533137515/K1846柱上板带支座0.71292103463377853跨中板带支座0.3554443266963515/H2735柱上板带支座0.7191515329534101360跨中板带支座0.3821656397994716/K1943柱上板带支座0.71360108866817954跨中板带支座0.3583466281166916/H,F1941柱上板带支座0.71359108766747952跨中板带支座0.3582466280866917/K807柱上板带支座0.972672644125575跨中板带支座0.1818148111517/H2355柱上板带支座0.716491319815591099跨中板带支座0.3707565341781417/F,D,C,B1914柱上板带支座0.71340107265787924跨中板带支座0.3574459276965917/B2002柱上板带支座0.71401112168918871跨中板带支座0.3601480289869018,19/K504柱上板带支座0.945445427333371跨中板带支座0.150503007118,19/H2611柱上板带支座0.7182814629082101227跨中板带支座0.3783627379590418,19/F2036柱上板带支座0.71425114070128907跨中板带支座0.3610.8489294870218,19/D1209柱上板带支座0.7846.367741065486跨中板带支座0.3362.7290174041418,19/C2133柱上板带支座0.714931194735881009跨中板带支座0.3640512309073618,19/B2283柱上板带支座0.715981278789691023跨中板带支座0.3685548331178818,19/A255柱上板带支座0.923023013742115跨中板带支座0.126261523620/H746柱上板带支座0.752252231534350跨中板带支座0.3224179107125520/F2026柱上板带支座0.71418113569768896跨中板带支座0.3607.8486293369820/D1092柱上板带支座0.7764.461237024511跨中板带支座0.3327.6262157137420/B,C1910柱上板带支座0.713371337827291133跨中板带支座0.3573573346582520/A172柱上板带支座0.91551559251128跨中板带支座0.1171710224碧瑶花园A区现浇空心楼板计算书第7页共8页21/F1467柱上板带支座0.7102782250046605跨中板带支座0.344035221165043）X方向跨中配筋：暗梁选用的钢筋公称直径mm22d（X，Y方向定位见结构图纸）K/14-152131柱上板带跨中0.612791023634591315跨中板带跨中0.485268241691378K/15-161121柱上板带跨中0.667353832705616跨中板带跨中0.44483592164716K/16-171595柱上板带跨中0.6957957592081294跨中板带跨中0.463863838941287H/14-152321柱上板带跨中0.6139311146938101411跨中板带跨中0.492874345521505H/15-161121柱上板带跨中0.667353832705616跨中板带跨中0.44483592164716H/17-202391柱上板带跨中0.6143511487158101509跨中板带跨中0.495676546941552H/20-21979柱上板带跨中0.658758735775754跨中板带跨中0.43923922366782H/21-22767柱上板带跨中0.646046027884570跨中板带跨中0.43073071847611F/15-161249柱上板带跨中0.674974945957870跨中板带跨中0.450050030321002F/16-171433柱上板带跨中0.686068842066866跨中板带跨中0.45734592778918F/17-202063柱上板带跨中0.61238990613491220跨中板带跨中0.4825.266040321333F/20-211433柱上板带跨中0.6859.8860529671185跨中板带跨中0.4573.257334891153D/16-171302柱上板带跨中0.678162538126688跨中板带跨中0.45214172520833D/17-201876柱上板带跨中0.61126900555681131跨中板带跨中0.475060036581209D/20-211382柱上板带跨中0.6829829510171097跨中板带跨中0.455355333621111C,B/16-171670柱上板带跨中0.610021002621091254跨中板带跨中0.466866840821349C/17-202063柱上板带跨中0.61238990613491220跨中板带跨中0.482566