{"text_format":"3","workbook":"xls","n_sheets":4,"sheets":["板式楼梯计算","楼梯计算书","挠度计算","配筋 计算"],"not_rendered":{"images":26,"external_links":1,"defined_names":2,"comments":6},"read":"whole","date_system":"1900","formulas":"cached_only"}

{"sheet":"板式楼梯计算","index":0,"n_rows":67,"n_cols":6,"rows_kept":67,"merged":[[0,0,0,2],[2,4,10,4]],"flags":["formulas_cached_only"]}
["板式楼梯计算"]
["梯板几何尺寸",null,null,"备注"]
["水平步级数","n1",7,"带下画线的单元格"]
["垂直步级数","n2",8,"为需要输入的数字"]
["踏步宽","b1",250]
["梯段净高","H=n2*a1",1250,"输入和结果中的数"]
["梯段净跨","L1=n1*b1",1750,"值长度单位为mm，"]
["踢步高","a1",156.25]
["上折平台跨","L2",0,"有平台梁的时候该"]
["下折平台跨","L3",0,"两项为0。"]
["楼梯斜板长","L'",{"v":2150.5813167606566,"d":"2151"},"L'="]
["梯段全跨(水平投影)","L0=L1+L2+L3",1750]
["斜板厚","h=(L'+L2+L3)/30",{"v":71.68604389202189,"d":"72"}]
["斜板厚取值","h=(L'+L2+L3)/30取整",100]
["梯板荷载计算"]
["梯段宽度","Ltd",{"v":3,"d":"3.00"},"m"]
["斜板重(标准值)","g1=25*h*L'/1000",{"v":5.376453291901641,"d":"5.38"},"gx单位为KN/m"]
["步级重(标准值)","g2=25*0.5*a1*n1/1000",{"v":3.41796875,"d":"3.42"}]
["20水泥沙浆面层(标准值)","g3=20*20*(a1+b1)*n1/b1/1000",4.55]
["板底批挡(标准值)","g4=20*10*(L'+L2+L3)/1000",{"v":0.4301162633521313,"d":"0.43"}]
["梯级面层容重","γm",0.65,null,"最不利"]
["梯级面层自重","g5=γm*(a1+b1)*n1/1000",{"v":1.8484375,"d":"1.85"},null,"荷载组合方式计算："]
["楼梯栏板自重","glb",{"v":1.4,"d":"1.40"},null,"Sgk"]
["活载(标准值)","q1",3.5,"KN/m2",10.327414745859299]
["总荷载(设计值)","（控制组合方式:1.35×g+1.4×0.7×q）",{"v":17.372009906910055,"d":"17.37"},null,"1.2*Sgk+1.4*Sqk=",17.292897695031158]
["跨中弯矩","M=0.125*(G+Q)*L0*L0/1000000",{"v":6.650222542489005,"d":"6.65"},"KN.m"]
["梯板配筋计算",{"$nulls":3},"1.35*Sgk+1.4*0.7*Sqk=",17.372009906910055]
["梯砼等级","C20 or C25 or C30(输入砼强度等级的数字）",25]
["砼强度等级","fc",11.9,"砼强度设计值"]
["梯钢筋等级(HPB235)","fy       (HPB235)",210]
["梯钢筋等级(HRB335)","fy      (HRB335)",300]
["板配筋(HPB235)","As     (HPB235)",{"v":414.82606492569204,"d":"415"},"mm2"]
["板配筋(HRB335)","As     (HRB335)",{"v":290.3782454479844,"d":"290"},"mm2"]
["选取的板筋直径","D",10]
["计算间距","1000/(0.785D2)",{"v":189.23593919794249,"d":"189.2"}]
["最后选定斜板筋间距","@",180,"mm"]
["平台配筋计算",{"$nulls":3},"最不利"]
["平台板厚","t",100,null,"荷载组合方式计算："]
["平台跨度","Lt",750,null,"Sgk"]
["平台荷载(设计值)","Gt+Qt",{"v":9.976139516022556,"d":"9.98"},null,4.230116263352131]
["平台跨中弯矩","Mt=1/8*(Gt+Qt)*Lt*Lt/1000000",{"v":0.701447309720336,"d":"0.70"},null,"1.2*Sgk+1.4*Sqk=",9.976139516022556]
["平台配筋(HPB235)","As    (HPB235)(考虑最小配筋率)",{"v":272.1428571428571,"d":"272"}]
["选用的板筋直径(HPB235级)","d      (HPB235级)",8,null,"1.35*Sgk+1.4*0.7*Sqk=",9.140656955525376]
["计算间距","1000/As1/(0.785D2)",{"v":184.60892388451447,"d":"185"}]
["最后选用平台板筋间距","@",130]
["楼梯平台梁配筋计算"]
["梯梁梁宽","bb",200]
["梯梁梁高","hb",400]
["梯梁梁跨","Lb",3000]
["梯梁自重(设计值)","g5=1.2*25*bb*hb",{"v":2.4,"d":"2.40"}]
["梯板传来荷载(设计值)","g6=(G+Q)*L0/2/1000",{"v":15.200508668546297,"d":"15.20"}]
["平台传来荷载(设计值)","g7=(Gt+Qt)*Lt/2/1000",{"v":3.7410523185084585,"d":"3.74"}]
["总均布荷载(设计值)","q=Gb+Qb",{"v":21.341560987054756,"d":"21.34"}]
["栏板传来集中力(设计值)","P=1.2*glb*L'",{"v":3.612976612157903,"d":"3.61"}]
["梯梁支座弯矩","Mb1=1/12*(Gb+Qb)*Lb*Lb/100000",{"v":16.006170740291065,"d":"16.01"}]
["梯梁跨中弯矩","Mb2=1/8*(Gb+Qb)*Lb*Lb+1/4*P*Lb",{"v":26.718988569555027,"d":"26.72"}]
["梁面纵筋(HRB335级)","As      (HRB335)",152]
["梁底纵筋(HRB335级)","As      (HPB335)",{"v":255.25991262937333,"d":"255"}]
["最后选定梁面纵筋(HRB335级)条数","nm",2]
["最后选定梁面纵筋(HRB335级)直径","Dm",16]
["最后选定梁面纵筋(HRB335级)面积",null,{"v":401.92,"d":"402"}]
["最后选定梁底纵筋(HPB335级)条数","nb",2,"计算箍筋间距"]
["最后选定梁底纵筋(HPB335级)直径","Db",18,{"v":200,"d":"200.0"}]
["最后选定梁底纵筋(HPB335级)面积",null,{"v":508.68,"d":"509"},"fyv"]
["梯梁端部剪力","V=0.5q*Lb+0.5*P",{"v":33.81882978666109,"d":"33.82"},210]
["梯梁截面强度验算","[V]=0.7*βh*ft*b*h0",64.89699999999999,"选择箍筋肢数"]
["最后选定构造梁箍筋","实际箍筋间距（考虑构造《砼规》10.2.10）@200",8,2]

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["TB1-1:"]
["梯板几何尺寸："]
["水平步级数n1=7；",null,"垂直步级数n2=8；",null,"踏步宽b1=250.0；",null,"踏步高a1=156.3；"]
["梯段净高H=n2×h=1250；",null,"梯段净跨H=n1×b1=1750；",null,"上折平台跨L2=0；",null,"下折平台跨L3=0；"]
["梯段全跨水平投影L0=1750；",null,"梯段斜板长L'=2151；",null,"斜板厚度取值h=100；",null,"下折平台跨L3=2151；"]
["梯板计算：(荷载除注明外均为标准值)"]
["梯板宽度=3.00m；",null,"20厚水泥砂浆面层重=4.55kN；",null,null,"梯级面层（大理石）自重=1.85kN；"]
["每米宽斜板重=25×100×2151=5.38kN；",{"$nulls":4},"楼梯栏杆自重=1.40kN/m；"]
["每米宽步级重=25×0.5×7×250×156.3=3.42kN；",{"$nulls":4},"活载标准值=3.50kN/m2；"]
["总荷载(设计值)G=17.37kN/m；（控制组合方式:1.35×g+1.4×0.7×q）"]
["计算跨中弯矩 M =6.65kN.m；"]
["楼梯砼等级=C25",null,"计算钢筋面积 (HPB235)=415mm2",null,null,"计算钢筋面积 (HRB335)=290mm2"]
["实际选用钢筋10@180",{"$nulls":4},"活载准永久值系数=0.3；"]
["按标准组合计算的跨中弯矩Mk=5.29kN.m；",{"$nulls":3},"按准永久组合计算的跨中弯矩Mq=4.36kN.m"]
["计算挠度=5mm",null,"挠度/L0=5/1750=1/328",null,"满足!"]
[]
["平台板计算:"]
["平台板厚度t=100mm",null,"平台跨度Lp=750mm",null,"平台荷载(设计值)Gp=9.98kN/m"]
["平台跨中弯矩M=0.70kN.m",null,"计算钢筋面积As=272.1mm2；",null,"实际选用钢筋8@130"]
[]
["平台梁计算:"]
["梯梁宽b=200；梯梁高h=400；",{"$nulls":3},"梯梁跨度lo=3000；"]
["梯梁自重(设计值)=1.2×25×200×400=2.4kN/m；",{"$nulls":3},"梯板传来荷载(设计值)=G×Lo/2=15.2kN/m；"]
["平台传来荷载(设计值)=Gp×Lp/2=3.7kN/m；"]
["总均布荷载(设计值)=21.3kN/m；",{"$nulls":3},"梯板传来荷载(设计值)=3.6kN；"]
["梯梁跨中弯矩=q×lo×lo/8=26.7kN.m；",{"$nulls":3},"梯梁支座弯矩=q×lo×lo/12=16.0kN.m；"]
["计算梁底纵筋面积As=255.3mm2；",{"$nulls":3},"计算支座纵筋面积As=152.0mm2；"]
["实际选用梁底钢筋218 (509)",{"$nulls":3},"实际选用支座钢筋216 (402)"]
["梁端部剪力V=33.82kN；",{"$nulls":3},"实际选用箍筋2肢8@200"]

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[null,"挠度验算"]
[{"$nulls":8},"2012-08-15"]
["基本信息"]
["计算跨度L0=",1750,"mm",null,"允许挠度值[αf]=L0/",null,null,200,"=",8.75]
["砼强度等级C",25,"抗拉强度标准值ftk=",1.78,"N/mm*mm"]
[null,null,"砼弹性模量Ec=",28,"kN/mm*mm"]
["纵向受拉钢筋强度等级",1,"钢筋弹性模量Es=",200,"kN/mm*mm"]
[]
[]
["截面形式是？","矩形","YES",null,"保护层厚度as=",null,20,"mm",null,"有效高度h0=",80,"mm"]
[null,null,"截面宽度b=",1000,"mm",null,5,"根直径",10,"受拉钢筋As=",{"v":392.69908169872417,"d":"392.70"},"mm*mm"]
[null,null,"截面高度h=",100,"mm",null,0,"根直径",0,"受压钢筋A's=",{"v":0,"d":"0.00"},"mm*mm"]
[]
[null,"T形或I形","NO",null,"保护层厚度as=",null,25,"mm",null,"有效高度h0=",475,"mm"]
[null,null,"截面腹板厚度b=",300,"mm",null,6,"根直径",25,"受拉钢筋As=",{"v":2945.243112740431,"d":"2945.24"},"mm*mm"]
[null,null,"截面高度h=",500,"mm",null,0,"根直径",25,"受压钢筋A's=",{"v":0,"d":"0.00"},"mm*mm"]
[null,null,"受拉翼缘宽度bf=",0,"mm","受压翼缘宽度b`f=",null,null,500,"mm"]
[null,null,"受拉翼缘高度hf=",0,"mm","受压翼缘高度h`f=",null,null,100,"mm"]
[]
["按标准组合（荷载短期效应组合）计算的跨中弯矩Mk=",{"$nulls":5},5.293307207399263,"kN*m","活载准永久值系数=",null,0.3]
["按准永久组合（荷载长期效应组合）计算的跨中弯矩Mq=",{"$nulls":5},4.355416582399263,"kN*m"]
[]
["短期刚度Bs",{"$nulls":7},"Yeah,Let's Enjoy it!*_*"]
["受拉钢筋应变σss=Mk/(0.87*h0*As)=",null,null,{"v":193.66804766932165,"d":"193.67"},"N/mm*mm"]
["有效受拉混凝土截面面积Ate=",null,null,50000,"mm*mm"]
["有效配筋率ρte=As/Ate=",null,null,{"v":0.007853981633974483,"d":"0.0079"}]
["钢筋应变不均匀系数ψ=1.1-0.65ftk/(ρte*σss)=",null,null,{"v":0.3393488905439417,"d":"0.34"},null,"ψ修正得",{"v":0.4,"d":"0.40"}]
["αE=Es/Ec=",null,null,{"v":7.142857142857143,"d":"7.14"}]
["受拉钢筋配筋率ρ=As/b*h0=",null,null,{"v":0.004908738521234052,"d":"0.00"}]
["T形或I形受压翼缘面积与腹板有效面积之比值γ`f=(b`f-b)*h`f/(bh0)=",null,null,{"v":0,"d":"0.00"}]
[]
["短期刚度Bs=EsAs（h0*h0）/[1.15ψ+0.2+6αEρ/(1+3.5γ`f)]=",null,null,{"v":577515563615.0862,"d":"5.78E+11"},"N*mm*mm"]
[]
[]
["长期刚度Bl"]
["荷载长期作用下的挠度增大影响系数θ=2-0.4ρ`/ρ=",null,null,{"v":2,"d":"2.00"}]
["长期刚度Bl=MkBs/[Mq(θ—1)+Mk]=",null,null,316826075848.6087,"N*mm*mm"]
[]
["挠度αf=5Mk（L0*L0）/(48Bl)=",null,null,{"v":5.3298016372364305,"d":"5.33"},"mm"]

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["正截面承载力"]
["梯板"]
["M","fy","ES","砼C?","fc","ft","板厚h","b",{"$nulls":6},"实配钢筋"]
[{"v":6.650222542489005,"d":"6.650"},210,210000,25,11.9,1.27,100,1000,{"v":0.08731909850957201,"d":"0.0873"},{"v":0.09150574961596147,"d":"0.0915"},{"v":0.6139534883720931,"d":"0.614"},{"v":414.82606492569204,"d":"414.8"},{"v":0.27214285714285713,"d":"0.272"},{"v":272.1428571428571,"d":"272.1"},{"v":414.82606492569204,"d":"414.8"}]
["平台板"]
["M","fy","ES","砼C?","fc","ft","板厚h","b",{"$nulls":6},"实配钢筋"]
[{"v":0.701447309720336,"d":"0.701"},210,210000,25,11.9,1.27,100,1000,{"v":0.009210180012084243,"d":"0.0092"},{"v":0.009252988914005611,"d":"0.0093"},{"v":0.6139534883720931,"d":"0.614"},{"v":41.946883076825436,"d":"41.9"},{"v":0.27214285714285713,"d":"0.272"},{"v":272.1428571428571,"d":"272.1"},{"v":272.1428571428571,"d":"272.1"}]
[]
["梯梁",null,null,"支座"]
["M","fy","ES","砼C?","fc","ft","梁高h","宽b",{"$nulls":6},"实配钢筋"]
[{"v":16.006170740291065,"d":"16.01"},300,200000,25,11.9,1.27,400,200,{"v":0.050480629188603555,"d":"0.0505"},{"v":0.05182346494822343,"d":"0.0518"},{"v":0.55,"d":"0.550"},{"v":150.06348000173898,"d":"150.1"},{"v":0.2,"d":"0.200"},{"v":152,"d":"152.0"},{"v":152,"d":"152.0"}]
["跨中"]
["M","fy","ES","砼C?","fc","ft","梁高h","宽b",{"$nulls":6},"实配钢筋"]
[{"v":26.718988569555027,"d":"26.72"},300,200000,25,11.9,1.27,400,200,{"v":0.08426696029669598,"d":"0.0843"},{"v":0.08815238147670312,"d":"0.0882"},{"v":0.55,"d":"0.550"},{"v":255.25991262937333,"d":"255.3"},{"v":0.2,"d":"0.200"},{"v":152,"d":"152.0"},{"v":255.25991262937333,"d":"255.3"}]
["斜截面承载力"]
["V","fy","ES","砼C?","fc","ft","h0","宽b","0.25βcbh0","截面?","[V]","配箍?","d","肢数","s"]
[{"v":33.81882978666109,"d":"33.82"},210,210000,25,14.3,1.43,365,200,260.98,"满足!",73.07,"按构造!",6,2,"按构造"]