(柱下條形基礎(chǔ))

30②截面設(shè)計剪力圖設(shè)基礎(chǔ)梁高h(yuǎn)=950mm，寬b=450mm1）正截面受彎承載力計算2選用C20混凝土，HRB335級鋼筋，fO=9.6N/mm!,fvc 7y300N/mm2,[1=1.0 ：1=0.8as=35mm在負(fù)彎矩作用下配筋計算:M:ifcbho1.2172.571061.09.64509152=0.0575=1-.172?。?0.059：%0.551一2二s 二0.970AsM1.2172.57 …As = =778mmsfyho 0.970300915選用4916,As=804mm2驗算最小配筋率804 f.h 11：；= =0.19%0.45工2=0.45上915450 fyh0 300950915=0.17%但：0.2%h=0.2%900=0.207%

h0 915滿足最小配筋率的要求。在正彎矩作用下配筋計算:275.531061.09.64509152=0.076=1-...1-2二s=0.0791 .1-2：s =0.960MAssfyMAssfyh。275.531060.960300915一一2=1048mm選用5618,As=1272mm21272 fh =0.309%0.45- 0.17%915450 fyh0h且Pa0.2%口=0.207%,滿足最小配筋率的要求。h0由于梁高h(yuǎn)>450mm,需要設(shè)置腰筋，，又腰筋間距不大于200mm,腰筋選用6612,2）斜截面抗剪截面最大剪力設(shè)計值Vmax=407.75kNmax驗算截面尺寸hw=h。-a,=950-35=915mmhw=915=2.033<4,i=9.6N/mm2,0。=1.0b4500.25：cfcbh。=0.251.09.6450915=988.2kNVmax截面尺寸滿足要求。驗算截面是否需要配箍筋0.7ftbh0=0.71.10450915=317.05kN407.75kN需要配置箍筋407.75-317.05 2,407.75-317.05 2,0.3776mm/mm1.25210915nAs”V-0.7ftbh°s-1.25fyAnA, 2503 o o米用e8@150,實際~^1= =0.671mm/mm>0.383mm/mms150配箍率

=nA1=250.3=0.149%: =0.24工=0.241^1-00.126%bs450150 fyv 210滿足最小配箍率的要求，可以。3）基礎(chǔ)底板設(shè)計確定基礎(chǔ)底板高度h=b=1500=187.5mm8 8計算基底凈反力設(shè)計值：_7908 單位長度1m內(nèi)F= =190.65kN33.15一（100301）8M 31.37kNm33.15TOC\o"1-5"\h\zM 31.37 le=—= =0.165m—=0.267m'192.88kPa45.42kPa'192.88kPa45.42kPamax

nminFJ6e1190.656M0.165、max

nmin 1+——- 1土 1MbiI1父1.5i1.5 ）V=Pnmaxa=192.880.55=106.086kN/m基礎(chǔ)應(yīng)滿足的有效高度h。0.7hfh。0.7hft106.880.71.01.10=137.7mm20實際上基礎(chǔ)有效圖度h0=250—40 =200mm>137.7mm,（按有墊層并2暫按*20底板筋直徑計），可以。底板配筋計算一1 2 1 2底板最大彎矩M pna1 192.880.55=29.17kNm2 2選用HPB235選用HPB235級鋼筋,--一 2fy=210N/mmAs=M0.9hAs=M0.9h0fy29.171060.92002102=771.30mm選用*14@150,人=1026mm2,分布鋼筋選用巾6@250。1、B、C軸①用反梁法計算內(nèi)力F=316kNF=632kNF=632kNF=632kNF=632kNF=632kNF=632kNF=632kNF=316kNF=316kNF=632kNF=632kNF=632kNF=632kNF=632kNF=632kNF=632kNF=316kNq=152.52kN/m和A,D軸一樣，由結(jié)構(gòu)力學(xué)計算器計算出調(diào)整后的內(nèi)力326.21311.22317.52315.52315.32319.07302.38326.21311.22317.52315.52315.32319.07302.38109.75-210.22-302.38-319.07-315.32-315.52-317.52-311.22IZ-326.21210.22-109.75109.75-210.22-302.38-319.07-315.32-315.52-317.52-311.22IZ-326.21210.22-109.75剪力圖-138.05 -86.43 -100.02 -95.26 -95.26-100.02 -86-138.05 -86.43 -100.02 -95.26 -95.26-100.02 -86.43 -138.05彎矩圖②截面設(shè)計設(shè)基礎(chǔ)梁高h(yuǎn)=950mm，寬b=450mm1）正截面抗彎2 _ 2選用C20混凝土，HRB335級鋼筋，fc=9.6N/mm,fy=300N/mm,11二1.0 .=0.8as=35mm在負(fù)彎矩作用下配筋計算:1.2138.051061.2138.05106\fcbh；1.09.6450915-=0.04581=^-yj2-2?s=0.0469 =0.55,截面符合要求112s=0.976Ass112s=0.976Assfyho1.2138.05 ?c2 二618mm0.973300915為滿足最小配筋率的要求取5①16,入=1005mm21005P= =0.237%,滿足最小配筋率的要求。915450在正彎矩作用下配筋計算：=0.061220.4310=0.0611.09.64509152=1-,1-2：s=0.063<b=0.55,截面符合要求As=1 1-2：2=0.969sAs=1 1-2：2=0.969sfyh。220.431060.9693009152=829mm選用5G16,As=1005mm2= 1005 =0.244%0.45f--=0.17%915450 fyh。h且Pa0.2%2=0.207%,滿足最小配筋率的要求。h0由于梁高h(yuǎn)>450mm,需要設(shè)置腰筋，又腰筋間距不大于 200mm,腰筋選用66122）斜截面抗剪截面最大剪力設(shè)計值Vmax=326.21kNmax驗算截面尺寸hwuh0-as=950-35三915mmfc=9.6N/mm2,%=1.0

fc=9.6N/mm2,%=1.0

c ci=——=2.033<4,b450

0.25：cfcbh0=0.251.09.6450915=988.2kNVmax截面尺寸滿足要求。驗算截面是否需要配箍筋0.7恤=0.71.10450915=317.05kN334.57kN需要配置箍筋只配置箍筋而不配彎起鋼筋326.21-317.05…0 2, =0.038mm/mm1.25210915四V-0.7ft326.21-317.05…0 2, =0.038mm/mm1.25210915為滿足最小配箍率的要求，則選用 *8@200,sv252.8450200=0.1sv252.8450200=0.117%二:svmin=0.126%,不可以。 2528 _ _ 則取*8@200,Psv= 58=0.156%>Psvmin=0.126%,滿足要求。4501503）基礎(chǔ)底板設(shè)計取基礎(chǔ)底板高度h=200mm計算基底凈反力設(shè)計值：_790088一一單位長度1m內(nèi)F=e5。。=152.52kN33.15(100301)0.8(100301)0.8833.15=24.80kNm24.80 l0.163m 0.217m152.52 6maxPnminmaxPnmin152.52