新橋規(guī)常規(guī)承臺(tái)驗(yàn)算表格

1、,結(jié)構(gòu)參數(shù),材料參數(shù),重要性系數(shù),1.1,順橋向截面(鋼筋為線),橫橋向截面(鋼筋為線),采用混凝土,C35,相對(duì)受壓區(qū)高度,0.53,墩身尺寸,3.000 ,3.000 ,混凝土軸心抗壓強(qiáng)度(Kpa)：,16100,截面上墩個(gè)數(shù),1.000 ,1.000 ,混凝土軸心抗拉強(qiáng)度(Kpa)：,1520,承臺(tái)長(zhǎng)寬,10.100 ,10.100 ,混凝土彈性模量(Kpa)：,31500000,對(duì)邊墩起效的承臺(tái)長(zhǎng)寬,10.100 ,10.100 ,Bc,1.29,承臺(tái)高,3.000 ,3.000 ,采用鋼筋,HRB400,樁基形狀,圓,圓,鋼筋抗拉強(qiáng)度(Kpa)：,330000,樁基尺寸,1.500

2、,1.500 ,鋼筋抗壓強(qiáng)度(Kpa)：,330000,最大樁間距,3.800 ,3.800 ,鋼筋彈性模量(Kpa)：,200000000,外排樁根數(shù),3.000 ,3.000 ,平行于計(jì)算截面的樁根數(shù),3.000 ,3.000 ,外排樁距墩臺(tái)身邊緣距離(m),2.300 ,2.300 ,外排樁距承臺(tái)邊緣距離(m),1.250 ,1.250 ,頂層鋼筋直徑(m),0.032 ,0.032 ,頂層鋼筋間距(m),0.150 ,0.150 ,頂層鋼筋層數(shù),1.000 ,1.000 ,頂層受力鋼筋層間距(m),0.150 ,0.150 ,頂層第一排鋼筋的承臺(tái)間距(m),0.070 ,0.070 ,

3、底層鋼筋直徑(m),0.032 ,0.032 ,底層鋼筋間距(m),0.150 ,0.150 ,底層鋼筋層數(shù),2.500 ,2.500 ,底層受力鋼筋層間距(m),0.080 ,0.080 ,底層第一排鋼筋的承臺(tái)底距(m),0.138 ,0.138 ,系梁寬度(m),0.000 ,0.000 ,0.計(jì)算樁頂力,樁頂總反力(kN),樁數(shù),最大單樁樁頂豎向力(kN),最小單樁樁頂豎向力(kN),99999.00 ,9,13500,13500,1.確定計(jì)算方法,順橋向計(jì)算方法,橫橋向計(jì)算方法,撐桿-系桿法,撐桿-系桿法,順橋向計(jì)算:,s(m),d(m),ha(m),0.258 ,0.032 ,0.4

4、50 ,b(m),h0(m),a(m),t(m),1.200 ,2.802 ,0.420 ,0.800 ,1.174 ,Tid(kN),bs(m),As(m2),1,39319.111 ,10.100 ,0.133 ,0.005 ,fce,d(kN), (kN),安全系數(shù),12902.429 ,17653.650 ,1.368 ,Cid(kN), (kN), (kN),安全系數(shù),56446.811 ,62091.493 ,153047.077 ,2.465 , (kN), (kN),安全系數(shù),43251.022 ,43791.288 ,1.012 ,橫橋向計(jì)算:,右側(cè)所有樁正截面抗彎承載力驗(yàn)算

5、：,h0(m),b(m),x(m),as(m),x是否滿足,b*h0,x是否滿足,0Md,fcd*b*x*(h0-x/2)+fsdAs(h0-as),fsdAs(h-as-as),安全系數(shù),2.802 ,10.100 ,0.162 ,0.07,滿足,1.48506,滿足,102465.000 ,119354.27 ,119637.7997,1.165 右側(cè)四根樁正截面抗彎承載力驗(yàn)算：,h0(m),b(m),x(m),as(m),x是否滿足,b*h0,x是否滿足,0Md,fcd*b*x*(h0-x/2)+fsdAs(h0-as),fsdAs(h-as-as),安全系數(shù),2.802 ,10.100

6、 ,0.162 ,0.07,滿足,1.48506,滿足,102465.000 ,119354.27 ,119637.7997,1.165 ,一排斜截面抗剪承載力驗(yàn)算：,P,m,0Vd,公式右,安全系數(shù),0.469 ,0.607 ,44550.000 ,60571.97 ,1.360 ,兩排斜截面抗剪承載力驗(yàn)算：,P,m,0Vd,公式右,安全系數(shù),0.469 ,(0.749),89100.000 ,-176748.04 ,(1.984),對(duì)縱橫向的沖切進(jìn)行驗(yàn)算,外圈樁基的計(jì)算：,ax(m),ay(m),bx(m),by(m),5.48 ,4.13 ,3.000 ,3.000 ,x,y,apx,a

7、py,1.954 ,1.474 ,0.557 ,0.717 ,椎體范圍內(nèi)樁根數(shù),0fld(kN),公式右(kN),安全系數(shù),1.000 ,95148.900 ,51352.147 ,0.540 ,ax(m),ay(m),bx(m),by(m),5.48 ,4.13 ,1.850 ,1.850 ,x,y,apx,apy,1.956 ,1.474 ,0.371 ,0.478 ,0fld(kN),公式右(kN),安全系數(shù),14850.000 ,9318.300 ,0.627 ,前后邊樁：,bp+2h0,b,是否需要計(jì)算,6.804 ,10.100 ,需要計(jì)算,ax(m),bx(m),x,apx,4.

8、13 ,1.850 ,1.474 ,0.478 ,0fld(kN),公式右(kN),安全系數(shù),14850.000 ,18233.500 ,1.228 ,左右邊樁：,bp+2h0,b,是否需要計(jì)算,6.804 ,10.100 ,需要計(jì)算,ax(m),bx(m),x,apx,5.48 ,1.850 ,1.956 ,0.371 ,0fld(kN),公式右(kN),安全系數(shù),14850.000 ,19442.195 ,1.309 ,系梁上層鋼筋計(jì)算:,上層鋼筋正截面抗彎承載力驗(yàn)算：,h0(m),b(m),x(m),as(m),x是否滿足,b*h0,x是否滿足,0Md,fcd*b*x*(h0-x/2)+fsdAs(h0-as),fsdAs(h-as-as),安全系數(shù),2.855 ,0.000 ,#DIV/0!,0.145,#DIV/0!,1.51315,#DIV/0!,35.075 ,#DIV/0!,-1880.459847,#DIV/0!下層鋼筋正截面抗彎承載力驗(yàn)算：,h0(m),b(m),x(m),as(m),x是否滿足,b*h0,x是否滿足,0Md,fcd