填土高度,Hd,1,填土類型,上埋式,,,板底面垂直均布荷載,洞頂均布荷載總和,側(cè)墻頂部土壓力,側(cè)墻底部土壓力,各桿端的抗彎勁度,KAC,0.00274,,,,,,

洞身凈寬,B,3.5,總寬度,B1,4.30,,q1,q2,q3,q4,,KBD,0.00274,,,,,,

洞身凈高,H,3,比值,Hd/B1,0.23,標(biāo)準(zhǔn)值,-86.43,-70.38,-91.60,-103.60,,KAB,0.00627,,,,,,

頂板厚度,d2,0.4,填土壓力系數(shù),Ks,1.09,設(shè)計(jì)值,-101.61,-81.86,-102.02,-117.92,,KBA,0.00627,,,,,,

底板厚度,d1,0.4,垂直土壓力分項(xiàng)系數(shù)系數(shù),γG,1.00,固端彎矩,標(biāo)準(zhǔn)值,設(shè)計(jì)值,,,各桿端的分配系數(shù),uAC,0.304,,,,,,

側(cè)墻厚度,d3,0.4,自重分項(xiàng)系數(shù),γG,1.05,MAC,89.21,103.76,,,,uAB,0.696,,,,,,

保護(hù)層厚度,a,40,洞頂均布荷載垂直土壓力,q2土,19.62,MCA,44.60,51.88,,,,uBA,0.696,,,,,,

加腋尺寸,c1,0.25,洞頂均布荷載垂直土壓力,q'2土,18.64,MBD,-109.55,-128.78,,,,uBD,0.304,,,,,,

加腋尺寸,c2,0.25,頂板自重設(shè)計(jì)值,q2自,10.00,MDB,-54.77,-64.39,,,,,,,,,,,

內(nèi)摩擦角,Φ,30,,,,MAB,-92.87,-104.41,,,,,,,,,,,

混凝土強(qiáng)度等級(jí)C,,20,,,,MBA,95.18,107.47,,,,,,,,,,,

軸心抗壓強(qiáng)度設(shè)計(jì)值,fc,9.6,彎矩分配表(標(biāo)準(zhǔn)值）,,,,,,,彎矩分配表（設(shè)計(jì)值）,,,,,,,,,

鋼筋的等級(jí),1HPB2352HRB3353HRB40,2,節(jié)點(diǎn),D,B,,A,,C,節(jié)點(diǎn),D,B,,A,,C,,,

抗拉強(qiáng)度設(shè)計(jì)值,fsd,300,桿端,DB,BD,BA,AB,AC,CA,桿端,DB,BD,BA,AB,AC,CA,,,

蓋板容重,γ1,25,勁度K,,0.00274,0.00627,0.00627,0.00274,,勁度K,,0.00274,0.00627,0.00627,0.00274,,,,

土容重,γ2,18,分配系數(shù)u,,0.304,0.696,0.696,0.304,,分配系數(shù)u,,0.30357,0.69643,0.69643,0.30357,,,,

軸心抗壓強(qiáng)度標(biāo)準(zhǔn)值,fck,13.4,固端彎矩Mf,-54.77,-109.55,95.18,-92.87,89.21,44.60,固端彎矩Mf,-64.39,-128.78,107.47,-104.41,103.76,51.88,,,

底板計(jì)算跨長(zhǎng),L1,1.95,,,,1.27,2.55,1.11,-1.11,,,,0.23,0.45,0.20,-0.20,,,

側(cè)墻計(jì)算跨長(zhǎng),L2,3.4,,-3.98,3.98,9.12,4.56,,,,-6.40,6.40,14.69,7.34,,,,,

,混凝土強(qiáng)度等級(jí)C,20,,,,-1.59,-3.18,-1.38,1.38,,,,-2.56,-5.11,-2.23,2.23,,,

fcd,軸心抗壓強(qiáng)度,9.6,,-0.48,0.48,1.11,0.55,,,,-0.78,0.78,1.78,0.89,,,,,

ftd,軸心抗拉強(qiáng)度,1.54,,,,-0.19,-0.39,-0.17,0.17,,,,-0.31,-0.62,-0.27,0.27,,,

,鋼筋的等級(jí),2,,-0.06,0.06,0.13,0.07,,,,-0.09,0.09,0.22,0.11,,,,,

fsd,抗拉強(qiáng)度設(shè)計(jì)值,300,,,,-0.02,-0.05,-0.02,0.02,,,,-0.04,-0.08,-0.03,0.03,,,

Ec,混凝土彈性模量,25500,,-0.01,0.01,0.02,0.01,,,,-0.01,0.01,0.03,0.01,,,,,

Es,鋼筋彈性模量,200000,,,,0.00,-0.01,0.00,0.00,,,,0.00,-0.01,0.00,0.00,,,

a,保護(hù)層厚度,40,,0.00,0.00,0.00,0.00,,,,0.00,0.00,0.00,0.00,,,,,

,汽車荷載,無,,,,0.00,0.00,0.00,0.00,,,,0.00,0.00,0.00,0.00,,,

,內(nèi)水壓力,無,,0.00,0.00,0.00,0.00,,,,0.00,0.00,0.00,0.00,,,,,

q2汽,荷載系數(shù),,,-59.30,-105.02,105.02,-88.74,88.74,45.07,,-71.68,-121.50,121.50,-101.42,101.42,54.22,,,

0.00,0.7,,剪力,,標(biāo)準(zhǔn)值,設(shè)計(jì)值,,,,加腋彎矩,標(biāo)準(zhǔn)值,設(shè)計(jì)值,,,,,,,

0.00,,,頂板,QAE,-137.24,-159.63,L,3.9,,頂板加腋彎矩值,34.110,37.874,,x1,0.45,,,,

頂板底面算起的內(nèi)水壓力水頭,,,,QEA,137.24,159.63,L1,1.95,,底板加腋彎矩值,37.934,42.625,,x2,0.45,,,,

10.00,m,,底板,QFB,-168.53,-198.13,L2,3.4,,側(cè)墻下部加腋彎矩值,37.109,44.553,,x上,0.45,,,,

100.00,,,,QBF,168.53,198.13,,,,側(cè)墻上部加腋彎矩值,27.091,32.378,,x下,2.95,,,,

110.00,,,側(cè)墻,QAB,157.73,176.54,,,,,,,,,,,,,

構(gòu)件及兩端約束情況,,L,,QBA,-174.11,-197.36,,,,,,,,,,,,,

直桿,兩端固定,0.5,側(cè)墻（AB)跨間最大彎矩計(jì)算,,軸向力,,,,,,,,,,,,,,

,一端固定一端不移動(dòng)鉸,0.7,x0,1.732,,NAE,NBF,NAB,NBA,,,,,,,,,,

,兩端均為不移動(dòng)鉸,1,彎矩標(biāo)準(zhǔn)值,-44.199,標(biāo)準(zhǔn)值,157.73,-174.11,-137.24,168.53,,,,,,,,,,

,一端固定，一端自由,2,彎矩設(shè)計(jì)值,-47.509,設(shè)計(jì)值,176.54,-197.36,-159.63,198.13,,,,,,,,,,

,,,,,,,,,,,軸力,-197359,,,,,,軸力,-178880

1蓋板的鋼筋混凝土結(jié)構(gòu)計(jì)算,,,,軸力,176539,,板底跨中截面鋼筋混凝土結(jié)構(gòu)計(jì)算,厚度,400,,,,,板底跨中截面鋼筋混凝土結(jié)構(gòu)計(jì)算,厚度,400,,,

承載能力極限計(jì)算,彎矩,54.220,,兩端固定,0.5,,承載能力極限計(jì)算,彎矩,-71.677,,兩端固定,0.5,,承載能力極限計(jì)算,彎矩,47.509,,兩端固定,0.5

,單寬,1000.000,,計(jì)算長(zhǎng)度l0,1.95,,,單寬,1000.000,,計(jì)算長(zhǎng)度l0,1.95,,,單寬,1000.000,,計(jì)算長(zhǎng)度l0,1.7

,截面計(jì)算高度,360.000,,長(zhǎng)細(xì)比,4.88,,,截面計(jì)算高度,360.000,,長(zhǎng)細(xì)比,4.88,,,截面計(jì)算高度,360.000,,長(zhǎng)細(xì)比,4.25

,保護(hù)層厚度,40.000,,偏心距增大系數(shù)η,1,p237,,保護(hù)層厚度,40.000,,偏心距增大系數(shù)η,1.00,,,保護(hù)層厚度,40.000,,偏心距增大系數(shù)η,1.00

,e,147,,e0,307,,,e,523,,e0,363,,,e,-106,,e0,-265.59

,e',467,,最小配筋率面積,540,,,αb,0.399447552,,受壓鋼筋面積A's,-6467.514242,,,αb,0.399447552,,受壓鋼筋面積A's,-4940.731824

,假設(shè)受拉鋼筋面積As,1000.00,需要調(diào)節(jié),計(jì)算高度x,9.18,,,界限受壓區(qū)高度§b,0.55,,最小配筋率面積,540,,,界限受壓區(qū)高度§b,0.55,,最小配筋率面積,540

,假設(shè)受壓鋼筋面積As,0,,推求KNe右邊,31.330,,,受壓鋼筋面積As,540,最小配筋,540,,,,受壓鋼筋面積As,540,最小配筋,540,

,KNe,31.168,,,,,,,根數(shù),直徑,面積,,,,,根數(shù),直徑,面積,

,受拉鋼筋面積As,1000.00,,,,,,選用鋼筋,5,12,565,滿足,,,選用鋼筋,4,12,452,不滿足

,選用鋼筋,7,14,1077,滿足,,,推求αs,-0.143200152,,相應(yīng)受壓區(qū)高度§,-0.134195884,,,推求αs,-0.016670644,,相應(yīng)受壓區(qū)高度§,-0.016533958

正常使用極限狀態(tài)驗(yàn)算,A0,401077.02,,,,,,受壓區(qū)高度計(jì)算值x,-48.31051825,,受壓區(qū)高度取值,80,,,受壓區(qū)高度計(jì)算值x,-5.952224955,,受壓區(qū)高度取值,80

,AC,400000,,,,,,,,,e',203,,,,,,e',-425.59

,AS(受壓鋼筋面積）,1077.02,,,,,,受壓鋼筋面積As,-501,最小配筋,540,,,,受壓鋼筋面積As,952,最小配筋,540,

,ASˊ,0,,,,,,,根數(shù),直徑,面積,,,,,根數(shù),直徑,面積,

,ycˊ（重心到受壓邊緣）,200,,,,,,選用鋼筋,10,16,2010,滿足,,,選用鋼筋,4,12,452,不滿足

,y0,200.4296511,,,,,,鋼筋與混凝土彈性模量比,7.843,,,,,,鋼筋與混凝土彈性模量比,7.843,,,

,IC,5333333333,,,,,,截面距抵抗系數(shù)α,-0.069,,,,,,截面距抵抗系數(shù)α,0.046,,,

,I0,#REF!,,,,,,受壓區(qū)相對(duì)高度ξ,-0.067,,,,,,受壓區(qū)相對(duì)高度ξ,0.047,,,

,W0,#REF!,,,,,,是否滿足ξ<ξb,,,,滿足,,,是否滿足ξ<ξb,,,,滿足

,γm(抵抗矩額塑性指數(shù)）,1.705,,軸力對(duì)截面重心的偏心距e0,286,,正常使用極限狀態(tài)驗(yàn)算,A0,420194.5098,,,,,正常使用極限狀態(tài)驗(yàn)算,A0,407092.7059,,,

,σ(截面邊緣拉應(yīng)力）,#REF!,,,,,,AC,400000,,,,,,AC,400000,,,

,αct（混凝土拉應(yīng)力限制系數(shù)）,0.85,,,,,,AS(受壓鋼筋面積）,15761.56863,,,,,,AS(受壓鋼筋面積）,3546.352941,,,

,{σ}（拉應(yīng)力允許值）,1.309,,,#REF!,,,ASˊ,4432.941176,,,,,,ASˊ,3546.352941,,,

裂縫寬度驗(yàn)算,Ate,80000,,,,,,ycˊ（重心到受壓邊緣）,200,,,,,,ycˊ（重心到受壓邊緣）,200,,,

,ρte,#REF!,#REF!,,,,,y0,204.3136699,,,,,,y0,200,,,

,e,446,ys,160,,,,IC,5333333333,,,,,,IC,5333333333,,,

,L0/h,4.88,ηs,1,偏心距增大系數(shù),,,I0,5842493911,,,,,,I0,5514906604,,,

,z,285,?sk,#REF!,,,,W0,29856423.32,,,,,,W0,27574533.02,,,

,最大裂縫,#REF!,0.3,,#REF!,,,γm(抵抗矩額塑性指數(shù)）,1.705,,軸力對(duì)截面重心的偏心距e0,341,,,γm(抵抗矩額塑性指數(shù)）,1.705,,軸力對(duì)截面重心的偏心距e0,-289

,,,,,,,,σ(截面邊緣拉應(yīng)力）,-0.922,,,,,,σ(截面邊緣拉應(yīng)力）,1.160,,,

,,,,,,,,αct（混凝土拉應(yīng)力限制系數(shù)）,0.85,,,,,,αct（混凝土拉應(yīng)力限制系數(shù)）,0.85,,,

,,,,,,,,{σ}（拉應(yīng)力允許值）,1.309,,,滿足抗裂要求,,,{σ}（拉應(yīng)力允許值）,1.309,,,滿足抗裂要求

,,,,,,,裂縫寬度驗(yàn)算,Ate,80000,,,,,裂縫寬度驗(yàn)算,Ate,80000,,,

,,,,,,,,ρte,0.02512,0.03,,,,,ρte,0.005652,0.03,,

,,,,,,,,e,501,ys,160,,,,e,-129,ys,160,

,,,,,,,,L0/h,4.88,ηs,1,偏心距增大系數(shù),,,L0/h,4.25,ηs,1,偏心距增大系數(shù)

,,,,,,,,z,291,?sk,-62.47,,,,z,-23,?sk,-1581.22,

,,,,,,,,最大裂縫,-0.0652,0.3,,滿足限裂要求,,,最大裂縫,-1.5275,0.3,,滿足限裂要求

,,,,,,,,,,,,,,,,,,,,

頂板加腋起點(diǎn)截面鋼筋混凝土結(jié)構(gòu)計(jì)算,,,,軸力,176539,,,,,,軸力,-197359,,,,,,軸力,-159629

承載能力極限計(jì)算,彎矩,37.874,,兩端固定,0.5,,板底跨中截面鋼筋混凝土結(jié)構(gòu)計(jì)算,厚度,400,,,,,板底跨中截面鋼筋混凝土結(jié)構(gòu)計(jì)算,厚度,400,,,

,單寬,1000.000,,計(jì)算長(zhǎng)度l0,1.95,,承載能力極限計(jì)算,彎矩,42.625,,兩端固定,0.5,,承載能力極限計(jì)算,彎矩,32.378,,兩端固定,0.5

,截面計(jì)算高度,360.000,,長(zhǎng)細(xì)比,4.88,,,單寬,1000.000,,計(jì)算長(zhǎng)度l0,1.95,,,單寬,1000.000,,計(jì)算長(zhǎng)度l0,1.7

,保護(hù)層厚度,40.000,,偏心距增大系數(shù)η,1,,,截面計(jì)算高度,360.000,,長(zhǎng)細(xì)比,4.88,,,截面計(jì)算高度,360.000,,長(zhǎng)細(xì)比,4.25

,e,375,,e0,215,,,保護(hù)層厚度,40.000,,偏心距增大系數(shù)η,1.00,,,保護(hù)層厚度,40.000,,偏心距增大系數(shù)η,1.00

,αb,0.39875,,受壓鋼筋面積A's,-4341.298859,,,e,-56,,e0,-216,,,e,-43,,e0,-203

,界限受壓區(qū)高度§b,0.55,,最小配筋率面積,540,,,αb,0.399447552,,受壓鋼筋面積A's,-5038.748297,,,αb,0.399447552,,受壓鋼筋面積A's,-5091.377392

,受壓鋼筋面積As,540,最小配筋,540,,,,界限受壓區(qū)高度§b,0.55,,最小配筋率面積,540,,,界限受壓區(qū)高度§b,0.55,,最小配筋率面積,540

,,根數(shù),直徑,面積,,,,受壓鋼筋面積As,540,最小配筋,540,,,,受壓鋼筋面積As,540,最小配筋,540,

,選用鋼筋,4,12,452,不滿足,,,,根數(shù),直徑,面積,,,,,根數(shù),直徑,面積,

,推求αs,0.028884347,,相應(yīng)受壓區(qū)高度§,0.029314003,,,選用鋼筋,5,12,565,滿足,,,選用鋼筋,4,12,452,不滿足

,受壓區(qū)高度計(jì)算值x,10.55304097,,受壓區(qū)高度取值,80,,,推求αs,-0.032955866,,相應(yīng)受壓區(qū)高度§,-0.032430013,,,推求αs,-0.028294531,,相應(yīng)受壓區(qū)高度§,-0.027905181

,,,,e',55,,,受壓區(qū)高度計(jì)算值x,-11.67480466,,受壓區(qū)高度取值,80,,,受壓區(qū)高度計(jì)算值x,-10.04586514,,受壓區(qū)高度取值,80

,受拉鋼筋面積As,120,最小配筋,540,,,,,,,e',376,,,,,,e',-363

,,根數(shù),直徑,面積,,,,受壓鋼筋面積As,-928,最小配筋,540,,,,受壓鋼筋面積As,724,最小配筋,540,

,選用鋼筋,4,12,452,不滿足,,,,根數(shù),直徑,面積,,,,,根數(shù),直徑,面積,

,鋼筋與混凝土彈性模量比,7.843,,,,,,選用鋼筋,5,12,565,滿足,,,選用鋼筋,6,12,678,不滿足

,截面距抵抗系數(shù)α,0.052,,,,,,鋼筋與混凝土彈性模量比,7.843,,,,,,鋼筋與混凝土彈性模量比,7.843,,,

,受壓區(qū)相對(duì)高度ξ,0.054,,,,,,截面距抵抗系數(shù)α,0.041,,,,,,截面距抵抗系數(shù)α,0.031,,,

,是否滿足ξ<ξb,,,,滿足,,,受壓區(qū)相對(duì)高度ξ,0.042,,,,,,受壓區(qū)相對(duì)高度ξ,0.032,,,

正常使用極限狀態(tài)驗(yàn)算,A0,407092.7059,,,,,,是否滿足ξ<ξb,,,,滿足,,,是否滿足ξ<ξb,,,,滿足

,AC,400000,,,,,正常使用極限狀態(tài)驗(yàn)算,A0,408865.8824,,,,,正常使用極限狀態(tài)驗(yàn)算,A0,408865.8824,,,

,AS(受壓鋼筋面積）,3546.352941,,,,,,AC,400000,,,,,,AC,400000,,,

,ASˊ,3546.352941,,,,,,AS(受壓鋼筋面積）,4432.941176,,,,,,AS(受壓鋼筋面積）,5319.529412,,,

,ycˊ（重心到受壓邊緣）,200,,,,,,ASˊ,4432.941176,,,,,,ASˊ,3546.352941,,,

,y0,200,,,,,,ycˊ（重心到受壓邊緣）,200,,,,,,ycˊ（重心到受壓邊緣）,200,,,

,IC,5333333333,,,,,,y0,200,,,,,,y0,200.6938907,,,

,I0,5514906604,,,,,,IC,5333333333,,,,,,IC,5333333333,,,

,W0,27