擋土墻計(jì)算手冊(cè)

1、30歡迎共閱30歡迎共閱計(jì)算條件計(jì)算條件DQ1地下室擋土墻、人防墻、柱下獨(dú)立承臺(tái)計(jì)算書墻底剪力設(shè)計(jì)值:,7X45.36X4.216.72X4.2.Rb=20+2=101.79kN墻頂剪力設(shè)計(jì)值：3X45.36X4.216.72X4.2,Ra=jo+2=6368kNI5I5=-68.29kN-m墻高=4200.00(mm)墻寬=1000.00(mm)(按單向板計(jì)算)墻厚=250.00(mm)室外地坪高于板頂：900mm室外超載：10kN/m2回填土容重：18kN/m3側(cè)壓系數(shù)：0.5墻底土壓力標(biāo)準(zhǔn)值：0.5x18x(0.9+4.2)=45.9kN/m墻外超載等效均布活載標(biāo)準(zhǔn)值：0.5x10=5.

2、0kN/m恒載控制組合：墻頂設(shè)計(jì)荷載：qa=墻底設(shè)計(jì)荷載：qb=墻面均布荷載設(shè)計(jì)值：q0=15.835kN/m墻面三角形荷載設(shè)計(jì)值：q1=66.865-15.835=51.03kN/m墻底彎矩設(shè)計(jì)值：51.03X4.2215.835x4.22二、承載力驗(yàn)算混凝土強(qiáng)度等級(jí)：C35fc=16.7N/mm2ft=1.57N/mm2ftk=2.20N/mm2混凝土保護(hù)層：外側(cè)35mm，h0=250-45=205mm；內(nèi)側(cè)20mm，h0=250-35=215mm鋼筋級(jí)別：HRB400fy=360N/mm2墻外側(cè)實(shí)配鋼筋F14100(HRB400),As=1540mm2tyAs360X1540X16.7X

3、1000=33.2mmM=fcbx(h0-=16.7X1000X33.2X(205-=104.45kN-m,墻頂和墻底抗彎承載力滿足。墻內(nèi)側(cè)實(shí)配鋼筋F14150(HRB400),As=1026mm2tyAs360X1026X16.7X1000=22.1mm墻頂彎矩設(shè)計(jì)值:Ma=-3051.03x4.2215.835x4.2212=-53.28kN-mM=fcbx(h0-=16.7X1000X22.1X(215-,7X51.03x4.215.835x4.2、,7X51.03x4.215.835x4.2、Rb=jg+2=108.27kN3X51.03X4.215.835X4.2_、Ra=20+2=

4、65.40kN37.8X4.2210.6x4.22I2=-48.92kX-in1540跨中彎矩設(shè)計(jì)值取墻底1/2：M=kN-m中墻底剪力設(shè)計(jì)值：墻頂剪力設(shè)計(jì)值:活載控制組合：墻頂荷載設(shè)計(jì)值：qa=墻底荷載設(shè)計(jì)值：qb=墻面均布荷載設(shè)計(jì)值：q0=16.72kN/m墻面三角形荷載設(shè)計(jì)值：q1=62.08-16.72=45.36=75.27kN-m,墻內(nèi)側(cè)抗彎承載力滿足。V=0.7ftbh0=0.7X1.57X1000X205=225.30kN,墻上下端斜截面承載力滿足。三、墻外側(cè)裂縫驗(yàn)算墻外超載準(zhǔn)永值系數(shù)取0.5墻面均布荷載標(biāo)準(zhǔn)值：q0=0.5x5+8.1=10.6kN/m墻面三角形荷載設(shè)計(jì)值：q

5、l=45.9-8.1=37.8kN/m僅驗(yàn)算墻底部墻底彎矩標(biāo)準(zhǔn)值：AsPte=A=0.5X1000X250=00123kN/m墻底彎矩設(shè)計(jì)值45.36X4.2216.72x4.22IT=-64.59kX-in墻頂彎矩設(shè)計(jì)值45.36X4.2216.72X4.22Ma=-12=-52.25kX-m跨中彎矩設(shè)計(jì)值取墻底1/2：M中r_Mk_48.92X106Qsk0.87xhOxAs=0.87x205x1540=178N/mm2n心1-0.65X2.20.0123x178地下室擋土墻、人防墻、柱下獨(dú)立承臺(tái)計(jì)算書地下室擋土墻、人防墻、柱下獨(dú)立承臺(tái)計(jì)算書歡迎共閱歡迎共閱3max計(jì)算)kN/m=0.44

6、722.49X1.8522十39.32Sxl.8S22=13.81kX-m墻底D處剪力設(shè)計(jì)值:=Ocr(p囂(l9c+0.08獸)=2.1x0.447=0.13mm，滿足要求。計(jì)算條件DQ2墻高=見簡(jiǎn)圖(mm)墻厚=250.00(mm)室外地坪低于板頂：室外超載：10kN/m2回填土容重：18kN/m3側(cè)壓系數(shù)：0.5墻頂C處土壓力標(biāo)準(zhǔn)值：0kN/m墻底D處土壓力標(biāo)準(zhǔn)值：0.5x18x(2.833+1.852)=42.165墻寬500mm=1000.00(mm)(按單向板墻外超載等效均布活載標(biāo)準(zhǔn)值：0.5x10=5.0kN/m恒載控制組合：墻頂C處荷載設(shè)計(jì)值墻中B處荷載設(shè)計(jì)值墻底D處荷載設(shè)計(jì)值

7、：qdAB段墻面均布荷載設(shè)計(jì)值：q0=4.9kN/m墻面三角形荷載設(shè)計(jì)值：q1=39.325-4.9=34.43kN/m_2833；=0.85,7X22.49X1.85239.325X1.852.,Rd=+,=50.99kXX203X(1.9X35+0.08X023)川囁中B處下截面剪力設(shè)計(jì)值：,3X22.49X1.85239.325X1.852,Rb下=20+2=42.66kN墻中B處不平衡彎矩需要按上下段剛度4x0.54分配，山一“一朋6；3x0.33MA=4x0.54+3x0.33=314墻中B處彎矩設(shè)計(jì)值:Mb=-28.18+(28.18-13.81)x0.314=-23.67kN-m

8、墻底D處彎矩設(shè)計(jì):Mc=-15.10+0.5x(28.18-13.81)x0.686=-10.17kN-m活載控制組合:墻頂C處荷載設(shè)計(jì)值：qc=1.4x5=7.0kN/m墻中B處荷載設(shè)計(jì)值墻底D處荷載設(shè)計(jì)值：qd=1.2x42.165+1.4x5=57.60kN/mMb=-廠x(2_0.85)2_篤；3%(4-3X0.85+=-28.18墻面均布荷載設(shè)計(jì)值：q0=7kN/m墻面三角形荷載設(shè)計(jì)值：q1=37.6-7.0=30.6kN/m_2833,=0.85墻中B處彎矩設(shè)計(jì)值:.4.9X2.833?34.43X2.833?3X0.852墻中b處上端截面剪力設(shè)計(jì)值：4.9X2.833Rb上=x(

9、8-4x0.852+0.853)_x(4-0.852+0.853)=51.39kXBD段墻面均布荷載設(shè)計(jì)值：q0=39.325kN/m墻面三角形荷載設(shè)計(jì)值：q1=61.82-39.325=22.49kN/m墻底D處彎矩設(shè)計(jì)值：22.49X1.8S2239.325xl.8522_.墻中B處彎矩設(shè)計(jì)值:.7X2.833?30.6X2.833?3X0.852Mb上=_廠x(2-0.85)2_二；梓_3x0.85+廠)=-21墻中b處上端截面剪力設(shè)計(jì)值：7X2.8330.853Rb上=-X(8-4X0.852+0.853)-_x(4-0.852+)=51.=-15.10kX-in墻中B處下截面彎矩設(shè)計(jì)

10、值:BD段墻面均布荷載設(shè)計(jì)值:q0=37.6kN/m20.0X20.0X1.852237.6xl.8522=-14.18kX-m墻面三角形荷載設(shè)計(jì)值:q1=57.6-37.6=20.0kN/m墻底D處彎矩設(shè)計(jì)值：墻內(nèi)側(cè)實(shí)配鋼筋F14150(HRB400),As=1026mm2tyAs360X1026X16.7X1000墻中墻中B處下截面彎矩設(shè)計(jì)值:=22.1mmM=fcbx(h0-=16.7X1000X22.1X(215-20.020.0X1.852237.6xl.8522Mb下二30，+12=13.03kN-m墻底D處剪力設(shè)計(jì)值:=75.27kN-m,墻內(nèi)側(cè)抗彎承載力滿足。V=0.7ftbh

11、0=0.7X1.57X1000X205、7X20.0X1.85237.6X1.852,Rd=20+2=47.78kN墻中B處下截面剪力設(shè)計(jì)值:,3X20.0X1.85237.6X1.852Rb下=20+2=40.37kN墻中B處不平衡彎矩需要按上下段剛度分配，Rbd=4X0.54=225.30kN,墻上下端斜截面承載力滿足。三、墻外側(cè)裂縫驗(yàn)算墻外超載準(zhǔn)永值系數(shù)取0.5墻頂C處荷載標(biāo)準(zhǔn)值：墻中B處荷載標(biāo)準(zhǔn)值：墻底D處荷載標(biāo)準(zhǔn)值：AB段墻面均布荷載標(biāo)準(zhǔn)值：qc=0.5x5=2.5kN/m25.5+0.5x5=28.0kN/m42.165+0.5x5=44.67kN/mqb=qd=q0=2.5kN/

12、m墻面三角形荷載標(biāo)準(zhǔn)值：ql=28-2.5=25.5kN/ma_2833,=0.853x0.33陰A-4x0.54+3x0.33=314墻中B處彎矩標(biāo)準(zhǔn)值:2.5X2.833225.5X2.83323X0.852墻中B處彎矩設(shè)計(jì)值:Mb上=-i廠X(2-0.85)2-打x(4-3X0.85+八廠)=_Mb=-28.56+(28.56T3.03)x0.314=-23.68kN-mBD段墻面均布荷載標(biāo)準(zhǔn)值：q0=28.0kN/m墻面三角形荷載標(biāo)準(zhǔn)值：ql=44.67-28.0=16.76kN/m墻底D處彎矩設(shè)計(jì)值：墻底D處彎矩設(shè)計(jì)值:Md=-2016.76x1.852228.0 xl.8522=-

13、10.87kN-m墻中B墻中B處下截面彎矩設(shè)計(jì)值:16.76X1.852228.0 xl.8522Mc=T4.18+0.5x(28.56T3.03)x0.686二Mb-pr=_3+12=9.92kN-m-8.85kN-m二、承載力驗(yàn)算混凝土強(qiáng)度等級(jí)：C35fc=16.7N/mm2ft=1.57N/mm2ftk=2.20N/mm2混凝土保護(hù)層：外側(cè)35mm，h0=250-45=205mm；內(nèi)側(cè)20mm，h0=250-35=215mm墻中B處不平衡彎矩需要按上下段剛度054分配，皿廠PBA=0333=0.38鋼筋級(jí)別：HRB400fy=360N/mm2墻外側(cè)實(shí)配鋼筋F14100(HRB400),A

14、s=1540mm2fyAs360X1540X=7=16.7X1000墻中B處彎矩標(biāo)準(zhǔn)值:Mbk=-19.36+(19.36-9.92)x0.38=-15.7=33.2mm7kN-mM=fcbx(h0-J)=16.7X1000X33.2X(205-=104.45kN-m,墻頂和墻底抗彎承載力滿足。墻底D處彎矩標(biāo)準(zhǔn)值:120120Mck=-10.87+0.5x(19.36-9.92)x0.62=-Mb=7X19.0驚嚴(yán)66.86*3.9332=86.16kN-m7.947.94kN-mA處剪力設(shè)計(jì)值：1540AsPte=A=0.5X1000X250=00123Ra=11X19.0些4x66.86%

15、RN40BB處剪力設(shè)計(jì)值：尺_(dá)Mk_15.77X106Qsk0.87xhOxAs0.87x205x1540=57.4N/mm2Rb=9X19.0866.86決彳933=122.07kN40跨中取下支座的0.5倍：M中申=-065脇1-0.65X2.2活載控制組合:0.0123X57.4墻頂C處荷載設(shè)計(jì)值：qc=1.4x5=7.0kN/m=-0.9250.2,取甲=0.2AC段3maxcrP1.9c+0.08)=2.1x0.257.42.0 x10s墻面均布荷載設(shè)計(jì)值：q0=7.0kN/m墻面三角形荷載設(shè)計(jì)值：q1=19.6-7.0=12.6kN/mA處端彎矩設(shè)計(jì)值：14=7.63kX-m7X1

16、.167212.6X1.1672MA=2+=0.02mm，滿足要求。AB=0.02mm，滿足要求。DQ2b由于A處上端彎矩較小，AB段上端按鉸接計(jì)算DQ2b墻底B處彎矩設(shè)計(jì)值:墻高墻厚見簡(jiǎn)圖(mm)墻寬=1000.00(mm)(按單向板計(jì)算)250.00(mm)室外地坪低于板頂：500mm室外超載：10kN/m2回填土容重：18kN/m3側(cè)壓系數(shù)：0.5墻頂C處土壓力標(biāo)準(zhǔn)值：0kN/m墻底B處土壓力標(biāo)準(zhǔn)值：0.5x18x(1.167+3.933)=45.9Mb=7X19鸞x62.08Xgg332=81ykN_m120A處剪力設(shè)計(jì)值:Ra=11X19.6=4X62.08*gg33=4561RN4

17、0B處剪力設(shè)計(jì)值:4040kN/m墻外超載等效均布活載標(biāo)準(zhǔn)值：0.5x10=5.0kN/m恒載控制組合：AC段Rb=9X19.66x62.08*3933=115.01kN跨中取下支座的0.5倍：M中墻面均布荷載設(shè)計(jì)值：墻面均布荷載設(shè)計(jì)值：q0=4.9kN/m墻面三角形荷載設(shè)計(jì)值：q1=19.08-4.9=14.18kN/mA處端彎矩設(shè)計(jì)值：二、承載力驗(yàn)算混凝土強(qiáng)度等級(jí):C35fc=16.7N/mm2ft=1.57N/mm2ftk=2.20N/mm2混凝土保護(hù)層：外側(cè)35mm，h0=250-45=205mm；內(nèi)側(cè)20mm，廠=廠=6.56kX-mh0=250-35=215mm4.9X1.1672

18、14.18X1.1672叫上=2+AB段由于A處上端彎矩較小，AB段上端按鉸接計(jì)算墻底B處彎矩設(shè)計(jì)值:鋼筋級(jí)別:HRB400fy=360N/mm2墻外側(cè)實(shí)配鋼筋F14100(HRB400)，As=1540mm2fyAs360X1540X16.7X1000=33.2mm=22.1mmkN/m=22.1mmkN/m墻外超載等效均布活載標(biāo)準(zhǔn)值：0.5x10=5.0kN/m恒載控制組合：墻中A處荷載設(shè)計(jì)值：qa=1.35x22.0834.71kN/m墻底B處荷載設(shè)計(jì)值：qb=1.35x48.159.90M=fcbx(h0-J)=16.7X1000X33.2X(205-=104.45kN-m,墻頂和墻底

19、抗彎承載力滿足。墻內(nèi)側(cè)實(shí)配鋼筋F14150(HRB400)，As=1026mm2fyAs360X1026X=7=16.7X1000M=fcbx(h0-J)=16.7X1000X22.1X(215-=75.27kN-m,墻內(nèi)側(cè)抗彎承載力滿足。V=0.7ftbh0=0.7X1.57X1000X205回填土容重：18kN/m3側(cè)壓系數(shù):0.5墻頂C處土壓力標(biāo)準(zhǔn)值：0kN/m墻中A處土壓力標(biāo)準(zhǔn)值：0.5x18x2.453=22.08kN/m墻底B處土壓力標(biāo)準(zhǔn)值：0.5x18x(2.453+2.897)=48.15=225.30kN，墻上下端斜截面承載力滿足。三、墻外側(cè)裂縫驗(yàn)算墻外超載準(zhǔn)永值系數(shù)取0.5

20、墻中A處荷載標(biāo)準(zhǔn)值：qa=1.0 x10.5+0.5x1.0 x5=13.0kN/m墻底B處荷載設(shè)計(jì)值：qb=1.0 x45.9+0.5x1.0 x5=48.4kN/mAB段由于A處上端彎矩較小，AB段上端按鉸接計(jì)算kN/mAC段墻面均布荷載設(shè)計(jì)值：q0=4.9kN/m墻面三角形荷載設(shè)計(jì)值：q1=34.71-4.9=29.81kN/mA處上端彎矩設(shè)計(jì)值：4.9X2.453?29.81X2.453?.二44.64kX-in墻底B處彎矩標(biāo)準(zhǔn)值:7x13.0+8x48.4Mbk=120 x3.9332=61.64kN-m1540AsPte=A=0.5X1000X250=00123_Mk_61.64x

21、106Qsk0.87xhOxAs0.87x205x1540=224.4N/mm2-ttk申=165閒2.2=1.1-.65X0.0123x224.4AB段墻面均布荷載設(shè)計(jì)值：q0=34.71kN/m墻面三角形荷載設(shè)計(jì)值：q1=69.9-34.71=35.19kN/m墻中A處下端彎矩設(shè)計(jì)值：34.71X2.897235.19X2.897?.業(yè)下二1234.71X2.89723=34.12kx-m墻底B處彎矩設(shè)計(jì)值：35.19X2.8972=-39.04kx-m20A端彎矩設(shè)計(jì)值：Ma=44.64kN-m=0.582244=0.58224414kN-m.oB端彎矩設(shè)計(jì)值:Mb=-39.04+0.5

22、x(44.64-34.12)=-33.78o)maxc(crq)1.9c+0.08訐)=2.1x0.58x=0.2mm，滿足要求。跨中取下支座的0.5倍:M中DQ3墻高=見簡(jiǎn)圖(mm)墻寬=1000.00(mm)(按單向板計(jì)算)墻厚=300.00(mm)室外地坪低于板頂：500mm室外超載：10kN/m2活載控制組合：墻頂C處荷載設(shè)計(jì)值：qc=1.4x5=7.0kN/mAC段墻面均布荷載設(shè)計(jì)值：q0=7.0kN/m墻面三角形荷載設(shè)計(jì)值：q1=33.5-7.0=26.5kN/mA處上端彎矩設(shè)計(jì)值：MA=27.0X2.453226.5X2.453?-47.64kX-m跨中取下支座的0.5倍:M78

23、.44kN-m中AB段墻面均布荷載設(shè)計(jì)值:q0=33.50kN/m墻面三角形荷載設(shè)計(jì)值:q1=64.78-33.5=31.28kN/m墻中A處下端彎矩設(shè)計(jì)值:墻底B處截面剪力設(shè)計(jì)值：4.9X5.350.9153Rb=-X(8-4X0.9152+0.9153)一百x(4_0.91524-_)=活載控制組合：也下二i233.5X2.8972*31.28X2.897230=32.18kX-m墻底B處彎矩設(shè)計(jì)值:Mb=-1233.5x2.897231.28x2.8972墻中C處荷載設(shè)計(jì)值：qc=1.4x5=7.0kN/m墻面均布荷載設(shè)計(jì)值:q0=7.0kN/m墻面三角形荷載設(shè)計(jì)值:q1=64.78-7

24、.0=57.78kN/mq_5350=0.9152Q=-36.55kX-in墻底B處彎矩設(shè)計(jì)值:A端彎矩設(shè)計(jì)值：Ma=47.64kN-m7.0 x5.35257.78X5.3523x0.9152Mbx(2一0.915嚴(yán)J；：x(4-3X0.915+=-B端彎矩設(shè)計(jì)值:跨中取下支座的0.5倍：M中Mb=-36.55+0.5x(47.64-32.18)=-28.82kN-mMb=-36.55+0.5x(47.64-32.18)=-28.82kN-m墻底B處截面剪力設(shè)計(jì)值：7.0X5.350.9153Rb=-X(8-4X0.9152+0.9153)_百x(4-0.91524-)=跨中取下支座的0.5

25、倍：M中(配筋與DQ3b相同，承載力和裂縫驗(yàn)算二、承載力驗(yàn)算混凝土強(qiáng)度等級(jí)：C35fc=16.7N/mm2ft=1.57N/mm2ftk=2.20N/mm2混凝土保護(hù)層：外側(cè)35mm，h0=300-45=255mm；內(nèi)側(cè)20mm，h0=300-35=265mm詳DQ3b)鋼筋級(jí)別：詳DQ3b)墻外側(cè)實(shí)配鋼筋F18100(HRB400)，As=2540mm2DQ3btyAs360X2540DQ3bX16.7X10004.9x5.354.9x5.352Mb二一X(2-0.915)265.0 x5.352墻高=見簡(jiǎn)圖(mm)墻寬=1000.00(mm)(按單向板計(jì)算)墻厚=300.00(mm)室外地

26、坪低于板頂：500mm室外超載：10kN/m2回填土容重：18kN/m3側(cè)壓系數(shù)：0.5墻中C處土壓力標(biāo)準(zhǔn)值：0kN/m墻外超載等效均布活載標(biāo)準(zhǔn)值：0.5x10=5.0kN/m恒載控制組合：墻面均布荷載設(shè)計(jì)值：q0=4.9kN/m墻面三角形荷載設(shè)計(jì)值：q1=69.90-4.9=65.0kN/m_5350；=0.915墻底B處彎矩設(shè)計(jì)值:=54.8mmM=fcbx(h016.7X1000X54.8X(255-=208.29kN-m,墻頂和墻底抗彎承載力滿足。墻內(nèi)側(cè)實(shí)配鋼筋F16150(HRB400)，As=1333mm2tyAs360X1333X16.7X1000=28.7mmM=fcbx(h0

27、-=16.7X1000X28.7X(265-=120.13kN-m,墻內(nèi)側(cè)抗彎承載力滿足。V=0.7ftbho=0.7X1.57X1000X255=280.25kN，墻上下端斜截面承載力滿足。三、墻外側(cè)裂縫驗(yàn)算墻外超載準(zhǔn)永值系數(shù)取0.550.65kN/m墻底B處彎矩標(biāo)準(zhǔn)值:2.5X5.352Mbk=-X2-0.915)2_跨中彎矩設(shè)計(jì)值取墻底1/2：M中墻底剪力設(shè)計(jì)值：r7役編皆X3.818.87X3.824X(4-3X0.915Rb=-+2=97.26kN48.15X5.352As2540Pte=A=0.5X1000X300=0,0169墻頂剪力設(shè)計(jì)值：r_Mk_111.44X106Qsk0

28、.87xhOxAs0.87x255x25403X46.17X3.818.87X3.8Ra=+=62.17kX20=197.8N/mm2k1.1-0.65諾y0.65x2.2活載控制組合:=19.42kN/m墻面均布荷載設(shè)計(jì)值:q0=19.42kN/m墻面三角形荷載設(shè)計(jì)值:ql=60.46T9.42=44.01kN/m墻底彎矩設(shè)計(jì)值：0.0169x197.8Mb=-2044.01X3.8219.42x3.82I2=-55.14kX-m=0.67MaMa=-30墻頂彎矩設(shè)計(jì)值:44.01X3.8219.42x3.82_,12=-44.55kX-m123maxUcr申1.9c+0.08上)=2.1X

29、0.67Pte跨中彎矩設(shè)計(jì)值取墻聞蝕佻中=奨諾細(xì)7.57kN-m=0.20mm.滿足要求。墻底剪力設(shè)計(jì)值:,7X44.0lx3.819.42X3.8、Rb=20+2=95.43kNRDQ1墻頂剪力設(shè)計(jì)值:、計(jì)算條件3X44.01X3.819.42X3.8,Ra=jo+2=61.98kN=1000.00(mm)(按單向kN/m46.17X3.8=1000.00(mm)(按單向kN/m46.17X3.8218.87x3.82|256.04k.Xni墻咼=3800.00(mm)墻寬板計(jì)算)，墻厚=400.00(mm)室外地坪高于板頂：1150mm室外超載：10kN/m2回填土容重：18kN/m3側(cè)壓

30、系數(shù)：0.5墻頂土壓力標(biāo)準(zhǔn)值：0.5xl8x(1.15+3.8)=44.55kN/m墻外超載等效均布活載標(biāo)準(zhǔn)值：0.5x10=5.0kN/m外墻人防等效荷載標(biāo)準(zhǔn)值：25kN/m二、正常使用工況恒載控制組合：墻面均布荷載設(shè)計(jì)值：q0=18.87kN/m墻面三角形荷載設(shè)計(jì)值：q1=65.04-18.87=46.17墻底彎矩設(shè)計(jì)值:承載力驗(yàn)算混凝土強(qiáng)度等級(jí)：C50fc=23.1N/mm2ft=1.89N/mm2ftk=2.64N/mm2混凝土保護(hù)層：外側(cè)35mm,h0=400-45=355mm；內(nèi)側(cè)20mm,h0=400-35=365mm鋼筋級(jí)別：HRB400fy=360N/mm2墻外側(cè)實(shí)配鋼筋F1

31、6150(HRB400),As=1333mm2tyAs360X1333X=23.1X1000=20.8mmM=fcbx(h0-=23.1X1000X20.8X(355-=165.6kN-m,墻頂和墻底抗彎承載力滿足。墻內(nèi)側(cè)實(shí)配鋼筋F16150(HRB400),As=1333mimtyAs360X1333X23.1X1000恥=-go墻頂彎矩設(shè)計(jì)值:46.17X3.8218.87x3.82=-44.93kX-in12=20.8mmM=fcbx(h0-)=23.1X1000X20.8X(365-地下室擋土墻、人防墻、柱下獨(dú)立承臺(tái)計(jì)算書地下室擋土墻、人防墻、柱下獨(dú)立承臺(tái)計(jì)算書=-30=-3012歡迎

32、共閱=170.4kN-m,墻內(nèi)側(cè)抗彎承載力滿足。V=0.7ftbh0=0.7X1.89X1000X355,7X41.04X3.837.42X3.8_、Rb=+2=125.68kN=469.7kN,墻上下端斜截面承載力滿足。墻頂剪力設(shè)計(jì)值：墻外側(cè)裂縫驗(yàn)算墻外側(cè)裂縫驗(yàn)算3X41.04X3.837.42X3.8,Ra=20+2=9449kNMbk12Mbk12墻外超載準(zhǔn)永值系數(shù)取0.5墻面均布荷載標(biāo)準(zhǔn)值：q0=0.5x5+10.35=12.85kN/m墻面三角形荷載設(shè)計(jì)值：q1=44.55-10.35=34.2kN/m僅驗(yàn)算墻底部墻底彎矩標(biāo)準(zhǔn)值：34.2X312.85x3.82=-40.16kX-I

33、IIAg1333Pte=0.5X1000X400=.06701,取卩論01_Mk_40.16X106Qsk0.87xhOxAs0.87x355x1333承載力驗(yàn)算混凝土強(qiáng)度等級(jí)：C50fcd=1.5x23.1=34.65N/mm2ftd=1.5x1.89=2.835N/mm2混凝土保護(hù)層：外側(cè)35mm,h0=400-45=355mm；內(nèi)側(cè)20mm,h0=400-35=365mm鋼筋級(jí)別：HRB400fyd=1.2x360=432N/mm2墻外側(cè)實(shí)配鋼筋F16150(HRB400),As=1333mm2fydAs432X1333X二0.8X34.65X1000=20.8mm=97.5N/mm2M

34、=fcdbx(/iO=0.8X34.65X1000X20.8X355一k1.1k1.1-0.65諾y0.65x2.20.01X97.5=-0.370.2，取2=0.2=198.69kN-m,墻頂和墻底抗彎承載力滿足。墻內(nèi)側(cè)實(shí)配鋼筋F16150(HRB400),As=1333mm2fydAs432X1333X0.8X34.65X1000=20.8mm3max=CXcrP=3max=CXcrQPD=1765.71(*1.35)KN截面凈高=3307.27KNQPD=1765.71(*1.35)KN截面凈高H00=1150.mmNo.=2h0=1150.a1x=375.x+x-h0=1150.h0=

35、1150.aox=375.aox=375.入ox=0.326入ox=0.326入lx=0.33c1=700.y+h0=1150.aoy=375.入oy=0.326h0=1150.a1y=375.y+h0=1150.aoy=375.入oy=0.326入ly=0.33c2=700.hc=600.bc=600.Box=1.60Boy=1.60B1x=1.0290B1y=1.029ft=1.57Bhp=0.967Bhp=0.97ft=1.575QCC=QPC=(Blx*(C2+aly/2)+Bly*(cl+alx/2)*Bhp*ft*hoh0承臺(tái)外邊緣的有效高度No.=1h0=1150.alx=375

36、.入lx=0.33c1=700.h0=1150.aly=375.入ly=0.33c2=700.Blx=1.0290Bly=1.029Bhp=0.97ft=1.575Fl-扣除土和自重作用在錐體上的沖切設(shè)計(jì)值Box,Boy-沖切系數(shù)Bhp-沖切截面高度影響系數(shù)入ox,入oy沖跨比aox,aoy柱邊或變階處到樁邊的水平距離h0-沖切破壞錐體的有效高度ENi-沖切破壞錐體范圍內(nèi)樁的凈反力設(shè)計(jì)制之和2*(Box*(bc+aoy)+Boy(hc+aox)Bhp*ft*hoQPC=(Blx*(C2+aly/2)+Bly*(cl+alx/2)*Bhp*ft*ho=10900.03KN=3307.27KNQP

37、D=1828.57(*1.35)KN柱子抗沖切承載力QCC=10900.03KN沖切荷載No.=3QCD=7200.00(*1.35)KNh0=1150.a1x=375.*抗剪計(jì)算*入1x=0.33c1=700.公式如下：h0=1150.a1y=375.其中：入1y=0.33c2=700.b0-承臺(tái)計(jì)算截面處的計(jì)算B1x=1.0290B1y=1.029寬度Bhp=0.97ft=1.575V-扣除土和自重作用在錐體上的最大剪力設(shè)計(jì)值QPC=(B1x*(C2+a1y/2)+B1y*(c1+a1x/2)*Bhp*ft*hoBBhs入剪切系數(shù)受剪切截面高度影響系計(jì)算截面的剪跨比oorwowntnnn1

38、oo/ionoouui.iiin/u丄o乙j丄.uuyiunNo.=4數(shù)h0=1150.a1x=375.入1x=0.33c1=700.h0沖切破壞錐體的有效高h(yuǎn)0=1150.a1y=375.度入1y=0.33c2=700.左h0=1150.ax=375.入x=0.326B1x=1.0290B1y=1.029VPL=Bhs*1.75/(入+1.0)*b0*h0*ftBhp=0.97ft=1.575=0.913*1.75/(0.326+1.0)*2750.*1150.*1.5746*1.e-3QPC=(Blx*(C2+QPC=(Blx*(C2+aly/2)+Bly*(cl+alx/2)*Bhp*f

39、t*ho=3307.27KNQPD=1771.43(*1.35)KN*柱沖切*KN公式如下:其中：入x=0.326F柱根部軸力設(shè)計(jì)值VCI1=6001.52KNVDI1=3537.14(*1.35)右h0=1150.ax=375.VPL=Bhs*1.75/(入+1.0)*b0*h0*ft=0.913*1.75/(0.326+1.0)*2750.*1150.*1.5746*1.e-3=6001.5KNVCI2=6001.52KNVDI2=3662.86(*1.35)KN下h0=1150.ay=375.入y=0.326VPL=Bhs*1.75/(入+1.0)*b0*h0*ft=0.913*1.75

40、/(0.326+1.0)*2750.*1150.*1.5746*1.e-3=6001.5KNVCJ1=6001.52KNVDJ1=3594.29(*1.35)KN上h0=1150.ay=375.入y=0.326VPL=Bhs*1.75/(入+1.0)*b0*h0*ft=0.913*1.75/(0.326+1.0)*2750.*1150.*1.5746*l.e-3=6001.5KNVCJ2=6001.52KNVDJ2=3605.71(*1.35)KN8、配筋計(jì)算DMX1=2745.707AGX=DMXl/(0.9*h0*fy)/YS=2745.707/(0.9*1150.0*210.0)/2.8

41、=4593.692mm*mm/M換算成HRB400,AGX=4593x210/360=2679mm實(shí)配F22130(HRB400)AS=2923mmDMX2=2843.293AGX=DMX2/(0.9*h0*fy)/YS=2843.293/(0.9*1150.0*210.0)/2.8=4756.958mm*mm/M換算成HRB400，AGX=4756x210/360=2775mm實(shí)配F22130(HRB400)AS=2923mmDMY1=2790.064AGY=DMY1/(0.9*h0*fy)/XS=2790.064/(0.9*1150.0*210.0)/2.8=4667.904mm*mm/M換算成HRB400，AGX=4667x210/360=2722mm實(shí)配F22130(HRB400)AS=2923mmDMY2=2798.936AGY=DMY2/(0.9*h0*fy)/XS=2798.936/(0.9*1150.0*210.0)/2.8=4682.747mm*mm/M換算成HRB400，AGX=4682x210/360=2731mm實(shí)配F22130(HRB400)AS=2923mm計(jì)算項(xiàng)目:樁承臺(tái)-2CT2計(jì)算條件1、承臺(tái)信息剖面形狀：階形現(xiàn)澆平面形狀：矩形承臺(tái)階數(shù)：1階承臺(tái)底標(biāo)咼：-1.6m承臺(tái)邊數(shù)：4承臺(tái)咼：1500mm承臺(tái)x方向移心：0mm承臺(tái)y方向移心：0m