矩形截面鋼筋混凝土拉彎構(gòu)件計(jì)算

1、綜綜合合檢檢算算一一、輸輸入入數(shù)數(shù)據(jù)據(jù)一一單位內(nèi)頂板內(nèi)頂板1、矩形截面寬bm151.0140.61712、截面全高h(yuǎn)m0.750.750.750.343、鋼筋彈性模量與混凝土受壓彈性模量之比n15151515受拉側(cè)鋼筋直徑m0.020.020.020.016受拉側(cè)鋼筋根數(shù) n15085104、一側(cè)受拉鋼筋面積Agm20.0471240.0025130.0015710.002011受壓側(cè)鋼筋直徑m0.020.020.020.02受壓側(cè)鋼筋根數(shù) n15085105、另一側(cè)受壓鋼筋面積Agm20.0471240.0025130.0015710.0031426、鋼筋A(yù)g重心至邊緣距離am0.060.0

2、60.060.0457、鋼筋A(yù)g重心至邊緣距離am0.060.060.060.0458、軸向拉力NMN2.65320.180.10910.0359、初始彎矩MMN.m1.5820.10550.06820.0735710、初始偏心矩e0m0.5960.5860.6252.102二二、拉拉彎彎構(gòu)構(gòu)件件結(jié)結(jié)果果輸輸出出11、試求受壓區(qū)高度 x（令15、為零）?m0.1892240.100220.088180.0856212、混凝土截面應(yīng)力hMPa2.0511.1490.9994.0712.0521.1500.9994.07113、鋼筋應(yīng)力gMPa21.0146.9204.78928.97014、鋼筋

3、應(yīng)力gMPa81.435101.468102.272149.32715、=00.000000.000000.000000.00000三三、裂裂縫縫檢檢算算鋼筋表面系數(shù)(光筋1.0,肋筋0.8)K10.80.80.80.8K21.3201.6031.7691.735系數(shù)(光筋0.5,肋筋0.3)0.30.30.30.3活載彎矩M1MN.m1.422-0.0545-0.0918-0.08643恒載彎矩M2MN.m0.160.160.160.16全部計(jì)算荷載彎矩MMN.m1.5820.10550.06820.07357中性軸到受拉筋與受拉邊之比(梁1.1,板1.2)1.21.21.21.2受拉鋼筋重

4、心處的鋼筋應(yīng)力sMPa81.435101.468102.272149.327鋼筋的彈性模量EsMPa210000210000210000210000受拉鋼筋直徑dmm20202016受拉鋼筋的有效配筋率z0.3926990820.0209439510.0130899690.022340214單根受拉根數(shù)n11508510兩根一束受拉根數(shù)n20000三根一束的受拉根數(shù)n30000單根1.011111兩根一束0.8520.850.850.850.85三根一束0.730.70.70.70.7單根鋼筋的截面積Aslm20.0003141590.0003141590.0003141590.0002010

5、62Acl=2abAcl0.120.120.120.09鋼筋重心到拉邊距離am0.060.060.060.045截面寬度bm1111裂縫寬度f(wàn)mm0.05190.14170.18180.2089綜綜合合檢檢算算一一、輸輸入入數(shù)數(shù)據(jù)據(jù)一一一一單位內(nèi)頂板頂板底板底板1、矩形截面寬bm1510.51112、截面全高h(yuǎn)m0.750.750.750.750.90.93、鋼筋彈性模量與混凝土受壓彈性模量之比n151515151515受拉側(cè)鋼筋直徑m0.020.020.020.02250.02250.025受拉側(cè)鋼筋根數(shù) n150848884、一側(cè)受拉鋼筋面積Agm20.0471240.0025130.00

6、12570.0031810.0031810.003927受壓側(cè)鋼筋直徑m0.020.020.020.02250.02250.025受壓側(cè)鋼筋根數(shù) n150848885、另一側(cè)受壓鋼筋面積Agm20.0471240.0025130.0012570.0031810.0031810.0039276、鋼筋A(yù)g重心至邊緣距離am0.060.060.060.060.060.067、鋼筋A(yù)g重心至邊緣距離am0.060.060.060.060.060.068、軸向拉力NMN2.65320.13950.10890.0560.230.0639、初始彎矩MMN.m1.5820.23780.06840.3550.3

7、9640.51510、初始偏心矩e0m0.5961.7050.6286.3391.7238.175二二、拉拉彎彎構(gòu)構(gòu)件件結(jié)結(jié)果果輸輸出出11、試求受壓區(qū)高度 x（令15、為零）?m0.1892240.1467220.081180.1608010.171810.011737612、混凝土截面應(yīng)力hMPa2.0513.1751.1361.1993.3520.0142.0523.1751.1364.1903.3530.33713、鋼筋應(yīng)力gMPa21.01428.1514.44411.27132.723-0.88514、鋼筋應(yīng)力gMPa81.435176.353127.74959.171195.55

8、415.18015、=00.000000.000000.00000-0.081500.00000-0.01158三三、裂裂縫縫檢檢算算鋼筋表面系數(shù)(光筋1.0,肋筋0.8)K10.80.80.80.80.80.8K21.3201.4351.7681.3901.3811.362系數(shù)(光筋0.5,肋筋0.3)0.30.30.30.30.30.3活載彎矩M1MN.m1.4220.0778-0.09160.1950.23640.355恒載彎矩M2MN.m0.160.160.160.160.160.16全部計(jì)算荷載彎矩MMN.m1.5820.23780.06840.3550.39640.515中性軸到受

9、拉筋與受拉邊之比(梁1.1,板1.2)1.21.21.21.21.21.2受拉鋼筋重心處的鋼筋應(yīng)力sMPa81.435176.353127.74959.171195.55415.180鋼筋的彈性模量EsMPa210000210000210000210000210000210000受拉鋼筋直徑dmm20202022.522.525受拉鋼筋的有效配筋率z0.3926990820.0209439510.0104719760.0353429170.0353429170.043633231單根受拉根數(shù)n115084888兩根一束受拉根數(shù)n2000000三根一束的受拉根數(shù)n3000000單根1.01111

10、111兩根一束0.8520.850.850.850.850.850.85三根一束0.730.70.70.70.70.70.7單根鋼筋的截面積Aslm20.0003141590.0003141590.0003141590.0003976080.0003976080.000490874Acl=2abAcl0.120.120.120.090.090.09鋼筋重心到拉邊距離am0.060.060.060.0450.0450.045截面寬度bm111111裂縫寬度f(wàn)mm0.05190.22040.24400.06410.21040.0157綜綜合合檢檢算算一一、輸輸入入數(shù)數(shù)據(jù)據(jù)單位1、矩形截面寬bm2、

11、截面全高h(yuǎn)m3、鋼筋彈性模量與混凝土受壓彈性模量之比n受拉側(cè)鋼筋直徑m受拉側(cè)鋼筋根數(shù) n4、一側(cè)受拉鋼筋面積Agm2受壓側(cè)鋼筋直徑m受壓側(cè)鋼筋根數(shù) n5、另一側(cè)受壓鋼筋面積Agm26、鋼筋A(yù)g重心至邊緣距離am7、鋼筋A(yù)g重心至邊緣距離am8、軸向拉力NMN9、初始彎矩MMN.m10、初始偏心矩e0m二二、拉拉彎彎構(gòu)構(gòu)件件結(jié)結(jié)果果輸輸出出11、試求受壓區(qū)高度 x（令15、為零）?m12、混凝土截面應(yīng)力hMPa13、鋼筋應(yīng)力gMPa14、鋼筋應(yīng)力gMPa15、=0一一頂板底板110.750.915150.02250.0225880.0031810.0031810.02250.0225880.00

12、31810.0031810.060.060.060.060.0480.230.3560.39647.4171.7230.1598770.171810.9903.3524.1913.3539.28032.72349.257195.554-0.086940.00000三三、裂裂縫縫檢檢算算鋼筋表面系數(shù)(光筋1.0,肋筋0.8)K1K2系數(shù)(光筋0.5,肋筋0.3)活載彎矩M1MN.m恒載彎矩M2MN.m全部計(jì)算荷載彎矩MMN.m中性軸到受拉筋與受拉邊之比(梁1.1,板1.2)受拉鋼筋重心處的鋼筋應(yīng)力sMPa鋼筋的彈性模量EsMPa受拉鋼筋直徑dmm受拉鋼筋的有效配筋率z單根受拉根數(shù)n1兩根一束受拉

13、根數(shù)n2三根一束的受拉根數(shù)n3單根1.01兩根一束0.852三根一束0.73單根鋼筋的截面積Aslm2Acl=2abAcl鋼筋重心到拉邊距離am截面寬度bm裂縫寬度f(wàn)mm0.80.81.3901.3810.30.30.1960.23640.160.160.3560.39641.21.249.257195.55421000021000022.522.50.0353429170.035342917880000110.850.850.70.70.0003976080.0003976080.090.090.0450.045110.05330.2104綜綜合合檢檢算算一一、輸輸入入數(shù)數(shù)據(jù)據(jù)一一單位頂板頂

14、板1、矩形截面寬bm112、截面全高h(yuǎn)m0.750.753、鋼筋彈性模量與混凝土受壓彈性模量之比n1515受拉側(cè)鋼筋直徑m0.02250.0225受拉側(cè)鋼筋根數(shù) n884、一側(cè)受拉鋼筋面積Agm20.0031810.003181受壓側(cè)鋼筋直徑m0.02250.0225受壓側(cè)鋼筋根數(shù) n885、另一側(cè)受壓鋼筋面積Agm20.0031810.0031816、鋼筋A(yù)g重心至邊緣距離am0.060.067、鋼筋A(yù)g重心至邊緣距離am0.060.068、軸向拉力NMN0.0480.0489、初始彎矩MMN.m0.3560.32610、初始偏心矩e0m7.4176.792二二、拉拉彎彎構(gòu)構(gòu)件件結(jié)結(jié)果果輸輸

15、出出0.0042413330.0042413330.0042413330.004241333A0.127240.12724B0.1383043480.138304348x0.1834142220試求受壓區(qū)高度 x（令15、為零）?m0.1815684220混凝土截面應(yīng)力hMPa4.4114.0354.4114.03413、鋼筋應(yīng)力gMPa44.30440.45214、鋼筋應(yīng)力gMPa185.293170.28715、=00.000000.00000三三、裂裂縫縫檢檢算算鋼筋表面系數(shù)(光筋1.0,肋筋0.8)K10.80.8K21.3901.3

16、98系數(shù)(光筋0.5,肋筋0.3)0.30.3活載彎矩M1MN.m0.1960.166恒載彎矩M2MN.m0.160.16全部計(jì)算荷載彎矩MMN.m0.3560.326中性軸到受拉筋與受拉邊之比(梁1.1,板1.2)1.21.2受拉鋼筋重心處的鋼筋應(yīng)力sMPa185.293170.287鋼筋的彈性模量EsMPa210000210000受拉鋼筋直徑dmm22.522.5受拉鋼筋的有效配筋率z0.0265071880.026507188單根受拉根數(shù)n188兩根一束受拉根數(shù)n200三根一束的受拉根數(shù)n300單根1.0111兩根一束0.8520.850.85三根一束0.730.70.7單根鋼筋的截面積

17、Aslm20.0003976080.000397608Acl=2abAcl0.120.12鋼筋重心到拉邊距離am0.060.06截面寬度bm11裂縫寬度f(wàn)mm0.21710.2007綜綜合合檢檢算算一一、輸輸入入數(shù)數(shù)據(jù)據(jù)單位底板底板頂板底板腹板1、矩形截面寬bm111112、截面全高h(yuǎn)m0.90.90.750.90.93、鋼筋彈性模量與混凝土受壓彈性模量之比n1515151515受拉側(cè)鋼筋直徑m0.0250.0250.02250.0250.022受拉側(cè)鋼筋根數(shù) n888884、一側(cè)受拉鋼筋面積Agm20.0039270.0039270.0031810.0039270.003041受壓側(cè)鋼筋直徑

18、m0.0250.0250.02250.0250.022受壓側(cè)鋼筋根數(shù) n888885、另一側(cè)受壓鋼筋面積Agm20.0039270.0039270.0031810.0039270.0030416、鋼筋A(yù)g重心至邊緣距離am0.060.060.080.080.087、鋼筋A(yù)g重心至邊緣距離am0.060.060.080.080.088、軸向壓力NMN0.0590.0530.1090.22960.4589、初始彎矩MMN.m0.4670.4690.2760.3590.37810、初始偏心矩e0m7.9158.8492.5321.5640.825二二、拉拉彎彎構(gòu)構(gòu)件件結(jié)結(jié)果果輸輸出出0.004363

19、3330.0043633330.0042413330.0043633330.0033788890.0043633330.0043633330.0042413330.0043633330.003378889A0.13090.13090.127240.13090.101366667B0.140250.140250.1424328360.1436707320.111256098x0.2232867370.2232867370.1815933470.2214866440.20274231711、試求受壓區(qū)高度 x（令15、為零）?m0.218501460.2195410960.1700580860.1

20、836828060.1350478I0.0277098210.0277031130.0139523150.0265496260.02235993312、混凝土截面應(yīng)力hMPa3.6823.7173.3642.4842.28313、鋼筋應(yīng)力gMPa40.13440.57326.86821.28514.46814、鋼筋應(yīng)力gMPa157.048157.502148.200128.808173.18015、=00.000000.000000.000000.000000.00000三三、裂裂縫縫檢檢算算鋼筋表面系數(shù)(光筋1.0,肋筋0.8)K10.80.80.80.80.8K21.3691.3681.

21、4161.3891.385系數(shù)(光筋0.5,肋筋0.3)0.30.30.30.30.3活載彎矩M1MN.m0.3070.3090.1160.1990.218恒載彎矩M2MN.m0.160.160.160.160.16全部計(jì)算荷載彎矩MMN.m0.4670.4690.2760.3590.378中性軸到受拉筋與受拉邊之比(梁1.1,板1.2)1.21.21.21.21.2受拉鋼筋重心處的鋼筋應(yīng)力sMPa157.048157.502148.200128.808173.180鋼筋的彈性模量EsMPa210000210000210000210000210000受拉鋼筋直徑dmm252522.52522受

22、拉鋼筋的有效配筋率z0.0327249230.0327249230.0265071880.0327249230.025342181單根受拉根數(shù)n188888兩根一束受拉根數(shù)n200000三根一束的受拉根數(shù)n300000單根1.0111111兩根一束0.8520.850.850.850.850.85三根一束0.730.70.70.70.70.7單根鋼筋的截面積Aslm20.0004908740.0004908740.0003976080.0004908740.000380133Acl=2abAcl0.120.120.120.120.12鋼筋重心到拉邊距離am0.060.060.060.060.0

23、6截面寬度bm11111裂縫寬度f(wàn)mm0.17640.17680.17690.14680.2034綜綜合合檢檢算算一一、輸輸入入數(shù)數(shù)據(jù)據(jù)單元11033422099170111541188單位頂板頂板頂板底板底板腹板腹板1、矩形截面寬bm11111112、截面全高h(yuǎn)m0.750.750.750.90.90.90.93、鋼筋彈性模量與混凝土受壓彈性模量之比n15151515151515受拉側(cè)鋼筋直徑m0.02250.02250.02250.0250.0250.0220.022受拉側(cè)鋼筋根數(shù) n16888168164、一側(cè)受拉鋼筋面積Agm20.0063620.0031810.0031810.003

24、9270.0078540.0030410.006082受壓側(cè)鋼筋直徑m0.02250.02250.02250.0250.0250.0220.022受壓側(cè)鋼筋根數(shù) n16888168165、另一側(cè)受壓鋼筋面積Agm20.0063620.0031810.0031810.0039270.0078540.0030410.0060826、鋼筋A(yù)g重心至邊緣距離am0.080.080.080.080.080.080.087、鋼筋A(yù)g重心至邊緣距離am0.080.080.080.080.080.080.088、軸向壓力NMN0.3610.3160.1090.2270.4520.4580.4729、初始彎矩M

25、MN.m0.3940.1710.2770.3550.5650.3780.64110、初始偏心矩e0m1.0910.5412.5411.5641.250.8251.358二二、拉拉彎彎構(gòu)構(gòu)件件結(jié)結(jié)果果輸輸出出0.0084826670.0042413330.0042413330.0043633330.0087266670.0033788890.0067577780.0084826670.0042413330.0042413330.0043633330.0087266670.0033788890.006757778A0.254480.127240.127240.13090.26180.1013666

26、670.202733333B0.2848656720.1424328360.1424328360.1436707320.2873414630.1112560980.222512195x0.2256637640.1815933470.1815933470.2214866440.2745010490.2027423170.25477337111、試求受壓區(qū)高度 x（令15、為零）?m0.1826620.1103980.1701220.1836828060.2139340.13504780.203612I0.0257017790.0154347530.0139516650.0265496260.048650570.0223599330.03886915312、混凝土截面應(yīng)力hMPa2.8001.2233.3782.4562.4852.2833.35813、鋼筋應(yīng)力gMPa24.0885.47326.98521.04823.83414.46831.10214、鋼筋應(yīng)力gMPa111.58092.575148.725127.373105.075173.180151.95015、=00.000000.000000.000000.000000.000000.000000.00000三三、裂