{"text_format":"3","workbook":"xls","n_sheets":6,"sheets":["尺寸和指标","荷载","楼板设计","长边梁设计","Sheet1","短边梁设计（不需要）"],"not_rendered":{"charts":6,"images":4,"external_links":2,"defined_names":135},"read":"whole","date_system":"1900","formulas":"cached_only"}

{"sheet":"尺寸和指标","index":0,"n_rows":26,"n_cols":4,"rows_kept":26,"merged":[[0,0,0,3],[1,0,1,3],[9,0,9,3],[17,0,17,3]],"flags":["formulas_cached_only"]}
["双向板楼盖梁板尺寸"]
["长边梁"]
["bx＝",300,"(mm)","长边梁宽度 bx"]
["hx＝",600,"(mm)","长边梁高度 hx"]
["lcx＝",{"v":3.9,"d":"3.900"},"(m)","长边梁支座间距 lcx"]
["cx＝",35,"(mm)","长边梁保护层厚度 cx"]
["h0x＝",565,"(mm)","长边梁有效高度 h0x"]
["lnx＝",{"v":3.6,"d":"3.600"},"(m)","长边梁净跨 lnx=lcx-by"]
["lx＝",{"v":3.9,"d":"3.900"},"(m)","长边梁计算跨度 lx＝lcx"]
["短边梁"]
["by＝",300,"(mm)","短边梁宽度 by"]
["hy＝",1000,"(mm)","短边梁高度 hy"]
["lcy＝",{"v":3,"d":"3.000"},"(m)","短边梁支座间距 lcy"]
["cy＝",35,"(mm)","短边梁保护层厚度 cy"]
["h0y＝",965,"(mm)","短边梁有效高度 h0y"]
["lny＝",{"v":2.7,"d":"2.700"},"(m)","短边梁净跨 lny=lcy-by"]
["ly＝",{"v":3,"d":"3.000"},"(m)","短边梁计算跨度 ly=lcy"]
["板"]
["b＝",1000,"(mm)","板宽 b 取1m宽板带"]
["h＝",250,"(mm)","板厚 h"]
["c0＝",20,"(mm)","板保护层厚度 c0"]
["h0＝",230,"(mm)","板有效高度 h0"]
["l0x＝",{"v":3.6,"d":"3.600"},"(m)","计算跨度 l0x＝ln"]
["l0y＝",{"v":2.7,"d":"2.700"},"(m)","计算跨度 l0y＝lny"]
["α＝",{"v":1.7777777777777777,"d":"1.78"},null,"α＝(l0x/l0y)^2"]
["β＝",{"v":2,"d":"2.00"},null,"β＝2.0"]

{"sheet":"荷载","index":1,"n_rows":30,"n_cols":16,"rows_kept":30,"merged":[[0,0,0,3],[0,7,0,10],[0,12,0,15],[1,0,1,3],[6,0,6,3],[8,0,8,3],[9,0,9,3],[13,0,13,3],[19,7,37,10],[19,12,37,16],[20,0,20,3],[22,0,22,3],[25,0,25,3],[27,0,27,3]],"flags":["formulas_cached_only"]}
["作用在板上的荷载",{"$nulls":6},"作用在长边梁上的荷载",{"$nulls":4},"作用在短边梁上的荷载"]
["永久荷载标准值：",{"$nulls":6},"永久荷载标准值：",{"$nulls":4},"永久荷载标准值："]
[null,{"v":0.6,"d":"0.60"},"(kN/m2)","水泥砂浆面层自重 = 厚度×20 ",null,null,"由板传来","(1－2α^2＋α^3)×(qGk×lcy)＝",{"v":15.639326354119254,"d":"15.64"},"(kN/m)",null,"由板传来","(5/8)×(qGk×lcy)＝",{"v":12.843749999999998,"d":"12.84"},"(kN/m)"]
[null,6.25,"(kN/m2)","钢筋混凝土板自重 = h×25",null,null,"长边梁自重","bx×(hx－h)×25/1000000＝",{"v":2.625,"d":"2.63"},"(kN/m)",null,"短边梁自重","by×(hy－h)×25/1000000＝",{"v":5.625,"d":"5.63"},"(kN/m)"]
[null,0.34,"(kN/m2)","混合砂浆天棚抹灰自重 = 厚度×17",null,null,"长边梁梁侧抹灰自重","2×20×(hx－h)×20/1000000＝",0.28,"(kN/m)",null,"短边梁梁侧抹灰自重","2×20×(hy－h)×20/1000000＝",{"v":0.6,"d":"0.60"},"(kN/m)"]
["qGk＝",6.85,"(kN/m2)","永久荷载标准值 qGk",{"$nulls":4},"qxGk＝",{"v":18.264326354119255,"d":"18.26"},"(kN/m)",null,null,"qyGk＝",{"v":18.46875,"d":"18.47"},"(kN/m)"]
["可变荷载标准值：",{"$nulls":3},""]
["qQk＝",{"v":2.5,"d":"2.50"},"(kN/m2)","可变荷载标准值 qQk",{"$nulls":3},"可变荷载标准值：",{"$nulls":4},"可变荷载标准值："]
[{"$nulls":4},"",null,null,"由板传来","qxQk＝(1－2α^2＋α^3)×(qQk×lcy)＝",{"v":5.707783340919436,"d":"5.71"},"(kN/m)",null,"由板传来","qyQk＝(5/8)×(qQk×lcy)＝",{"v":4.6875,"d":"4.69"},"(kN/m)"]
["基本组合(支座最大负弯矩)："]
["qg1＝",{"v":11.719999999999999,"d":"11.72"},"(kN/m2)","可变荷载效应组合 qg1=1.2qGk+1.4qQk",{"$nulls":3},"基本组合：",null,".",null,null,"基本组合：",null,"."]
["qg2＝",{"v":11.6975,"d":"11.70"},"(kN/m2)","永久荷载效应组合 qg2=1.35qGk+1.4*0.7qQk",{"$nulls":3},"由可变荷载效应控制","qgx1＝1.2qxGk+1.4qxQk＝",{"v":29.908088302230315,"d":"29.91"},"(kN/m)",null,"由可变荷载效应控制","qgy1＝1.2qyGk+1.4qyQk＝",{"v":28.724999999999998,"d":"28.73"},"(kN/m)"]
["qg＝",{"v":11.719999999999999,"d":"11.72"},"(kN/m2)","qg=max(qg1，qg2)",{"$nulls":3},"由永久荷载效应控制","qgx2＝1.35qxGk+1.4*0.7qxQk＝",{"v":30.250468252162044,"d":"30.25"},"(kN/m)",null,"由永久荷载效应控制","qgy2＝1.35qyGk+1.4*0.7qyQk＝",{"v":29.5265625,"d":"29.53"},"(kN/m)"]
["基本组合(跨中最大正弯矩)：",{"$nulls":7},"qgx＝max(qgx1，qgx2)＝",{"v":30.250468252162044,"d":"30.25"},"(kN/m)",null,null,"qgy＝max(qgy1，qgy2)＝",{"v":29.5265625,"d":"29.53"},"(kN/m)"]
["g1＝",{"v":9.969999999999999,"d":"9.97"},"(kN/m2)","可变荷载效应组合 g1=1.2qGk+1.4qQk/2"]
["g2＝",{"v":10.4725,"d":"10.47"},"(kN/m2)","永久荷载效应组合 g2=1.35qGk+1.4*0.7qQk/2",{"$nulls":3},"标准组合：","qgxK＝qxGk+qxQk ＝",{"v":23.97210969503869,"d":"23.97"},"(kN/m)",null,"标准组合：","qgyK＝qyGk+qyQk ＝",{"v":23.15625,"d":"23.16"},"(kN/m)"]
["q1＝",1.75,"(kN/m2)","q1=1.4qQk/2"]
["q2＝",{"v":1.2249999999999999,"d":"1.23"},"(kN/m2)","q2=1.4*0.7qQk/2",{"$nulls":3},"准永久组合：","qgxQ＝qxGk+0.5qxQk＝",{"v":21.118218024578972,"d":"21.12"},"(kN/m)",null,"准永久组合：","qgyQ＝qyGk+0.5qyQk＝",{"v":20.8125,"d":"20.81"},"(kN/m)"]
["g＝",{"v":10.4725,"d":"10.47"},"(kN/m2)","g=max(g1，g2)"]
["q＝",1.75,"(kN/m2)","q=max(q1，q2)"]
["标准组合(支座最大负弯矩)："]
["qgKK",9.35,"(kN/m2)","qgKK=qGk+qQk"]
["标准组合(跨中最大正弯矩)："]
["gKK＝",{"v":8.1,"d":"8.10"},"(kN/m2)","gKK=qGk+qQk/2 "]
["qKK＝",1.25,"(kN/m2)","qKK=qQk/2"]
["准永久组合(支座最大负弯矩)："]
["qgQQ＝",{"v":8.1,"d":"8.10"},"(kN/m2)","qgQQ=qGk+0.5qQk"]
["准永久组合(跨中最大正弯矩)："]
["gQQ＝",{"v":7.475,"d":"7.48"},"(kN/m2)","gQQ=qGK+0.5qQk/2"]
["qQQ＝",{"v":0.625,"d":"0.63"},"(kN/m2)","qQQ=0.5qQk/2"]

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["按塑性铰线法计算弯矩（kN.m）",{"$nulls":3},"按塑性铰线法计算配筋"]
["2Mx＝2*0.75*l0y*mx＝",{"v":4.050000000000001,"d":"4.05"},"mx",null,"截面",null,"h0 (mm)","m (kN.m)","αs","γs","As (mm2)","选配","实际As"]
["2My＝2*α*(l0x-l0y/4)*mx＝",{"v":10.399999999999999,"d":"10.40"},"mx"," ","跨中","lx向（A）",{"v":220,"d":"220.00"},{"v":1.1827702433628322,"d":"1.18"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"}]
["Mx'＝β*l0y*mx＝",{"v":5.4,"d":"5.40"},"mx",null,null,"ly向（B）",{"v":230,"d":"230.00"},{"v":2.102702654867257,"d":"2.10"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"}]
["My'＝α*β*l0x*mx＝",{"v":12.799999999999999,"d":"12.80"},"mx",null,"支座","lx向（A）",{"v":220,"d":"220.00"},{"v":2.3655404867256644,"d":"2.37"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"}]
["Mx''＝β*l0y*mx＝",{"v":5.4,"d":"5.40"},"mx",null,null,"ly向（B）",{"v":230,"d":"230.00"},{"v":4.205405309734514,"d":"4.21"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"}]
["My''＝α*β*l0x*mx＝",{"v":12.799999999999999,"d":"12.80"},"mx"]
["Σ",{"v":50.849999999999994,"d":"50.85"},"mx",{"$nulls":9}," "]
[]
["mx＝(g+q)*l0y^2*(3*l0x-l0y)/12/Σ"]
["mx＝",{"v":1.1827702433628322,"d":"1.18"},"kN.m"]
["my＝α*mx＝",{"v":2.102702654867257,"d":"2.10"},"kN.m"]
["mx'＝β*mx＝",{"v":2.3655404867256644,"d":"2.37"},"kN.m"]
["my'＝β*my＝",{"v":4.205405309734514,"d":"4.21"},"kN.m"]
["mx''＝β*mx＝",{"v":2.3655404867256644,"d":"2.37"},"kN.m"]
["my''＝β*my＝",{"v":4.205405309734514,"d":"4.21"},"kN.m"]

{"sheet":"长边梁设计","index":3,"n_rows":16,"n_cols":23,"rows_kept":16,"merged":[[0,0,0,5],[0,7,0,12],[0,17,0,22],[6,17,6,21],[13,14,13,15],[15,17,15,22]],"flags":["formulas_cached_only"]}
["长边梁的受弯承载力及配筋计算",{"$nulls":6},"长边梁的斜截面承载力及配筋计算",{"$nulls":6},"长边梁的裂缝控制验算",null,null,"长边梁的受弯挠度验算"]
["截面","端支座","边跨跨中","第二支座","中间跨中","中间支座",null,"截面","端支座内侧","第二支座外侧","第二支座内侧","中间支座外侧","中间支座内侧",null,"最大裂缝宽度限值 ωlim (mm)（环境类别：一，裂缝控制等级：三级）",{"v":0.3,"d":"0.30"},null,"截面","端支座","边跨跨中","第二支座","中间跨中","中间支座"]
["弯矩系数 αx",0.041666666666666664,0.07142857142857142,0.09090909090909091,"无","无",null,"剪力系数",{"v":0.5,"d":"0.50"},0.55,0.55,0.55,0.55,null,"构件受力特征系数 αcr （受弯）",{"v":2.1,"d":"2.10"},null,"弯矩系数 α",-0.041666666666666664,0.07142857142857142,-0.09090909090909091,"无","无"]
["弯矩 Mx1＝αx*qgx*lx^2 (kN.m)",{"v":19.171234254807693,"d":"19.17"},{"v":32.86497300824176,"d":"32.86"},{"v":41.82814746503497,"d":"41.83"},{"$nulls":3},"剪力Vx (kN)",{"v":29.494206545857992,"d":"29.49"},{"v":32.44362720044379,"d":"32.44"},{"v":32.44362720044379,"d":"32.44"},{"v":32.44362720044379,"d":"32.44"},{"v":32.44362720044379,"d":"32.44"},null,"保护层厚度 cx (mm)",{"v":35,"d":"35.00"},null,"标准组合下长边梁的弯矩 Mkx＝αx*qgxK*lx^2 (kN.m)",{"v":-15.192324519230768,"d":"-15.19"},{"v":26.04398489010989,"d":"26.04"},{"v":-33.14688986013986,"d":"-33.15"}]
["翼缘宽度 bfx 或 bx (mm)",{"v":300,"d":"300.00"},{"v":302.7,"d":"302.70"},{"v":300,"d":"300.00"},{"$nulls":3},"有效高度 h0x (mm)",{"v":565,"d":"565.00"},{"v":565,"d":"565.00"},{"v":565,"d":"565.00"},{"v":565,"d":"565.00"},{"v":565,"d":"565.00"},null,"纵向受拉钢筋面积 Ascrx＝max(Asx) (mm2)",{"v":1019.5,"d":"1019.50"},null,"准永久组合下长边梁的弯矩 Mqx＝αx*qgxQ*lx^2 (kN.m)",{"v":-13.383670673076923,"d":"-13.38"},{"v":22.94343543956044,"d":"22.94"},{"v":-29.200736013986013,"d":"-29.20"}]
["有效高度 h0x=(hx-35) (mm)",{"v":565,"d":"565.00"},{"v":565,"d":"565.00"},{"v":565,"d":"565.00"},{"$nulls":3},"Asvx/sx=(Vx-0.7ftbxhx0)/(1.25fyvh0x)",{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},null,"有效受拉混凝土截面面积 Atex=0.5*bx*hx+(bfx-bx)hfx (mm2)",{"v":90675,"d":"90675.00"},null,"塑性影响系数γx＝(0.7+120/hx)*1.40＝",{"v":1.2599999999999998,"d":"1.26"}]
["αsx=Mx1/(fc*bx*h0x^2)",{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$nulls":3},"按构造要求选配","φ6@200","φ6@200","φ6@200","φ6@200","φ6@200",null,"纵向受拉钢筋配筋率 ρx",{"v":0.006014749262536873,"d":"0.60%"},null,"标准组合下受弯构件的短期刚度 Bsx＝Es*Asfx*h0x^2/(1.15*ψx+0.2+6αE*ρx/(1+3.5*γx))＝ ",{"$nulls":4},{"$error":"#REF!"}]
["γsx=0.5(1+sqrt(1-2αsx))",{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$nulls":3},"实际 Asvx/sx (mm2/mm)",{"v":0.283,"d":"0.28"},{"v":0.283,"d":"0.28"},{"v":0.283,"d":"0.28"},{"v":0.283,"d":"0.28"},{"v":0.283,"d":"0.28"},null,"有效受拉混凝土纵向受拉钢筋配筋率 ρtex",{"v":0.01124345188861318,"d":"1.12%"},null,"荷载长期作用对挠度的增大系数 θx",{"v":2,"d":"2.00"}]
["ξx=1-sqrt(1-2αsx)",{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$nulls":10},"纵向受拉钢筋的等效直径 deqx＝Σ(nix*dix^2)/Σ(nix*νix*dix) (mm)",{"v":17.384615384615383,"d":"17.38"},null,"刚度 Bx=Mkx*Bsx/(Mqx*(θx-1)+Mkx) (N.mm2)",{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"}]
["受压区高度 xx＝ξx*h0x (mm)",{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$nulls":10},"标准组合荷载设计值下的最大弯矩值 Mkx=max(αx)*qgxK*lx^2 (kN.m)",{"v":33.14688986013986,"d":"33.15"}]
["Asx=Mx1/(fy*γsx*h0x) (mm2)",{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$nulls":10},"标准组合纵向受拉钢筋应力 σskx=Mkx/(0.87Ascrx*h0x) (N/mm2)",{"v":66.1436039746355,"d":"66.14"},null,"根据规范，受弯构件的挠度限值 fmaxx＝lx*1000/250=",{"v":19.5,"d":"19.50"}]
["选配","2φ18","2φ22","φ18+2φ22",{"$nulls":10},"裂缝间纵向受拉钢筋应变不均匀系数 ψx=1.1-0.65ftk/ρtexσskx",{"$error":"#REF!"},null,"在弯矩最大的边跨跨中作用一个垂直向下的单位集中荷载 P=1，并采用如图所示的静定结构："]
["实际 Asx (mm2)",{"v":509,"d":"509.00"},{"v":760,"d":"760.00"},{"v":1019.5,"d":"1019.50"},{"$nulls":10},"最大裂缝宽度 ωmaxx＝αcrψxσskx(1.9cx+0.08deqx/ρtex)/Es",{"$error":"#REF!"},null,"截面","端支座","边跨跨中","第二支座","中间跨中","中间支座"]
["配筋率",{"v":0.0030029498525073746,"d":"0.30%"},{"v":0.00448377581120944,"d":"0.45%"},{"v":0.006014749262536873,"d":"0.60%"},{"$nulls":10},"结论：ωmaxx=0.29< ωlim=0.30，裂缝控制验算满足要求。",null,null,"单位集中荷载作用下板的弯矩 M (m)",0,{"v":0.975,"d":"0.98"},0]
["最小配筋率 max(0.2%,0.45ft/fy)",{"$error":"#REF!"},{"$nulls":15},"根据图乘法得边跨跨中最大挠度为 fx = ΣMkxMds/Bx=",{"$error":"#REF!"},"mm < fmax=",{"v":19.5,"d":"19.50"}]
[{"$nulls":17},"结论：fx＝8.01mm < fmax＝35.00mm，挠度验算满足要求。"]

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["N=",{"v":14448.4,"d":"14448.40"},"kN"]
["Mx=",{"v":5.7,"d":"5.70"},"kN.m"]
["My=",7.25,"kN.m"]
["ax=",{"v":11.7,"d":"11.70"},"m"]
["ay=",11.76,"m"]
["A=",{"v":137.59199999999998,"d":"137.59"},"m2"]
["Wx=",{"v":269.68032,"d":"269.68"},"m3"]
["Wy=",{"v":268.3044,"d":"268.30"},"m3"]
["pmax=",{"v":105.05714036073984,"d":"105.06"},"kN/m2"]
["pmin=",{"v":104.96088394299876,"d":"104.96"},"kN/m2"]
["p=",{"v":105.0090121518693,"d":"105.01"},"kN/m2"]

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["短边梁的受弯承载力及配筋计算",{"$nulls":6},"长边梁的斜截面承载力及配筋计算",{"$nulls":6},"长边梁的裂缝控制验算",null,null,"长边梁的受弯挠度验算"]
["截面","端支座","边跨跨中","第二支座","中间跨中","中间支座",null,"截面","端支座内侧","第二支座外侧","第二支座内侧","中间支座外侧","中间支座内侧",null,"最大裂缝宽度限值 ωlim (mm)（环境类别：一，裂缝控制等级：三级）",{"v":0.3,"d":"0.30"},null,"截面","端支座","边跨跨中","第二支座","中间跨中","中间支座"]
["弯矩系数 αy",0.041666666666666664,0.07142857142857142,0.09090909090909091,0.0625,0.07142857142857142,null,"剪力系数",{"v":0.5,"d":"0.50"},0.55,0.55,0.55,0.55,null,"构件受力特征系数 αcr （受弯）",{"v":2.1,"d":"2.10"},null,"弯矩系数 α",-0.041666666666666664,0.07142857142857142,-0.09090909090909091,0.0625,-0.07142857142857142]
["弯矩 My1＝αy*qgy*ly^2 (kN.m)",{"v":11.072460937499999,"d":"11.07"},{"v":18.98136160714286,"d":"18.98"},{"v":24.158096590909093,"d":"24.16"},{"v":16.60869140625,"d":"16.61"},{"v":18.98136160714286,"d":"18.98"},null,"剪力Vy (kN)",{"v":22.144921875,"d":"22.14"},{"v":24.3594140625,"d":"24.36"},{"v":24.3594140625,"d":"24.36"},{"v":24.3594140625,"d":"24.36"},{"v":24.3594140625,"d":"24.36"},null,"保护层厚度 cy (mm)",{"v":35,"d":"35.00"},null,"标准组合下短边梁的弯矩 Mky＝αy*qgyK*ly^2 (kN.m)",{"v":-8.68359375,"d":"-8.68"},{"v":14.886160714285714,"d":"14.89"},{"v":-18.946022727272727,"d":"-18.95"},{"v":13.025390625,"d":"13.03"},{"v":-14.886160714285714,"d":"-14.89"}]
["翼缘宽度 bfy 或 by (mm)",{"v":300,"d":"300.00"},{"v":303.6,"d":"303.60"},{"v":300,"d":"300.00"},{"v":303.6,"d":"303.60"},{"v":300,"d":"300.00"},null,"有效高度 h0y (mm)",{"v":965,"d":"965.00"},{"v":965,"d":"965.00"},{"v":965,"d":"965.00"},{"v":965,"d":"965.00"},{"v":965,"d":"965.00"},null,"纵向受拉钢筋面积 Ascry＝max(Asy) (mm2)",{"v":509,"d":"509.00"},null,"准永久组合下短边梁的弯矩 Mqy＝αy*qgyQ*ly^2 (kN.m)",{"v":-7.8046875,"d":"-7.80"},{"v":13.379464285714285,"d":"13.38"},{"v":-17.02840909090909,"d":"-17.03"},{"v":11.70703125,"d":"11.71"},{"v":-13.379464285714285,"d":"-13.38"}]
["有效高度 h0y=(hy-35) (mm)",{"v":965,"d":"965.00"},{"v":965,"d":"965.00"},{"v":965,"d":"965.00"},{"v":965,"d":"965.00"},{"v":965,"d":"965.00"},null,"Asvy/sy=(Vy-0.7ftbyhy0)/(1.25fyvh0y)",{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},null,"有效受拉混凝土截面面积 Atey=0.5*by*hy+(bfy-by)hfy (mm2)",{"v":150900,"d":"150900.00"},null,"塑性影响系数 γy＝(0.7+120/hy)*1.40＝",{"v":1.148,"d":"1.15"}]
["αsy=My1/(fc*by*h0y^2)",{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},null,"按构造要求选配","φ6@200","φ6@200","φ6@200","φ6@200","φ6@200",null,"纵向受拉钢筋配筋率 ρy",{"v":0.0017582037996545768,"d":"0.18%"},null,"标准组合下受弯构件的短期刚度 Bsy＝Es*Asfy*h0y^2/(1.15*ψy+0.2+6αE*ρy/(1+3.5*γy))＝ ",{"$nulls":4},{"$error":"#REF!"}]
["γsy=0.5(1+sqrt(1-2αsy))",{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},null,"实际 Asvy/sy (mm2/mm)",{"v":0.283,"d":"0.28"},{"v":0.283,"d":"0.28"},{"v":0.283,"d":"0.28"},{"v":0.283,"d":"0.28"},{"v":0.283,"d":"0.28"},null,"有效受拉混凝土纵向受拉钢筋配筋率 ρtey",{"v":0.01,"d":"1.00%"},null,"荷载长期作用对挠度的增大系数 θy",{"v":2,"d":"2.00"}]
["ξy=1-sqrt(1-2αsy)",{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$nulls":8},"纵向受拉钢筋的等效直径 deqy＝Σ(niy*diy^2)/Σ(niy*νiy*diy) (mm)",{"v":18,"d":"18.00"},null,"刚度 By=Mky*Bsy/(Mqy*(θy-1)+Mky) (N.mm2)",{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"}]
["受压区高度 xy＝ξy*h0y (mm)",{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$nulls":8},"标准组合荷载设计值下的最大弯矩值 Mky=max(αy)*qgyK*ly^2 (kN.m)",{"v":18.946022727272727,"d":"18.95"}]
["Asy=My1/(fy*γsy*h0y) (mm2)",{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$error":"#REF!"},{"$nulls":8},"标准组合纵向受拉钢筋应力 σsky=Mky/(0.87Ascry*h0y) (N/mm2)",{"v":44.335713870649265,"d":"44.34"},null,"根据规范，受弯构件的挠度限值 fmaxy＝ly*1000/250=",{"v":15,"d":"15.00"}]
["选配","2φ18","2φ18","2φ18","2φ18","2φ18",{"$nulls":8},"裂缝间纵向受拉钢筋应变不均匀系数 ψy=1.1-0.65ftk/ρteyσsky",{"$error":"#REF!"},null,"在弯矩最大的边跨跨中作用一个垂直向下的单位集中荷载 P=1，并采用如图所示的静定结构："]
["实际 Asy (mm2)",{"v":509,"d":"509.00"},{"v":509,"d":"509.00"},{"v":509,"d":"509.00"},{"v":509,"d":"509.00"},{"v":509,"d":"509.00"},{"$nulls":8},"最大裂缝宽度 ωmaxy＝αcrψyσsky(1.9cy+0.08deqy/ρtey)/Es",{"$error":"#REF!"},null,"截面","端支座","边跨跨中","第二支座","中间跨中","中间支座"]
["配筋率",{"v":0.0030029498525073746,"d":"0.30%"},{"v":0.0030029498525073746,"d":"0.30%"},{"v":0.0030029498525073746,"d":"0.30%"},{"v":0.0030029498525073746,"d":"0.30%"},{"v":0.0030029498525073746,"d":"0.30%"},{"$nulls":8},"结论：ωmaxy=0.05< ωlim=0.30，裂缝控制验算满足要求。",null,null,"单位集中荷载作用下板的弯矩 M (m)",0,{"v":0.975,"d":"0.98"},0]
["最小配筋率 max(0.2%,0.45ft/fy)",{"$error":"#REF!"},{"$nulls":15},"根据图乘法得边跨跨中最大挠度为 fy = ΣMkyMds/By=",{"$error":"#REF!"},"mm < fmax=",{"v":15,"d":"15.00"}]
[{"$nulls":17},"结论：fy＝0.43mm < fmax＝22.50mm，挠度验算满足要求。"]