五種常見擋土墻的設(shè)計(jì)計(jì)算實(shí)例

擋土墻設(shè)計(jì)實(shí)例擋土墻是指支承承路基填土或或山坡土體、防防止填土或土土體變形失穩(wěn)穩(wěn)的構(gòu)造物。在在擋土墻橫斷斷面中，與被被支承土體直直接接觸的部部位稱為墻背背；與墻背相相對(duì)的、臨空空的部位稱為為墻面；與地地基直接接觸觸的部位稱為為基地；與基基底相對(duì)的、墻墻的頂面稱為為墻頂；基底底的前端稱為為墻趾；基底底的后端稱為為墻踵。根據(jù)擋土墻的設(shè)設(shè)置位置不同同，分為路肩肩墻、路堤墻墻、路塹墻和和山坡墻等。設(shè)設(shè)置于路堤邊邊坡的擋土墻墻稱為路堤墻墻；墻頂位于于路肩的擋土土墻稱為路肩肩墻；設(shè)置于于路塹邊坡的的擋土墻稱為為路塹墻；設(shè)設(shè)置于山坡上上，支承山坡坡上可能坍塌塌的覆蓋層土土體或破碎巖巖層的擋土墻墻稱為山坡墻墻。本實(shí)例中主要講講述了5種常見擋土土墻的設(shè)計(jì)計(jì)計(jì)算實(shí)例。重力式擋土墻--------------------------------------------------------------------------------------原始條件:墻身尺寸:墻身高:6..500(mm)墻頂寬:0..660(mm)面坡傾斜坡度::1:0..250背坡傾斜坡度::1:0..200采用1個(gè)擴(kuò)展墻墻址臺(tái)階:墻趾臺(tái)階b1::0.3000(m)墻趾臺(tái)階h1::0.5000(m)墻趾臺(tái)階與墻面面坡坡度相同同墻底傾斜坡率::0.2000:1物理參數(shù):圬工砌體容重::23.0000(kNN/m3)圬工之間摩擦系系數(shù):0..400地基土摩擦系數(shù)數(shù):0.5500砌體種類:片片石砌體砂漿標(biāo)號(hào):55石料強(qiáng)度(MPPa):330擋土墻類型:一般擋土墻墻墻后填土內(nèi)摩擦擦角:355.000((度)墻后填土粘聚力力:0.0000(kPPa)墻后填土容重::19.0000(kNN/m3)墻背與墻后填土土摩擦角:17.5000(度)地基土容重:18.0000(kN//m3)修正后地基土容容許承載力::500..000(kkPa)地基土容許承載載力提高系數(shù)數(shù):墻趾值提高系數(shù)數(shù):1.2200墻踵值提高系數(shù)數(shù):1.3300平均值提高系數(shù)數(shù):1.0000墻底摩擦系數(shù)::0.5000地基土類型:土質(zhì)地基地基土內(nèi)摩擦角角:30..000(度度)土壓力計(jì)算方法法:庫侖坡線土柱:坡面線段數(shù):2折線序號(hào)水平投投影長(m)豎向投影影長(m)換算土柱柱數(shù)13.00002..000025.00000..0000坡面起始距離::0.0000(m)地面橫坡角度::20.0000(度)墻頂標(biāo)高:00.000((m)擋墻分段長度::10.0000(m))==================================================================================組合1（僅取一一種組合計(jì)算算）=====================================================組合系數(shù):11.0001.擋土墻結(jié)構(gòu)構(gòu)重力分項(xiàng)系系數(shù)=11.000√2.墻頂上的有有效永久荷載載分項(xiàng)系數(shù)=1.0000√3.墻頂與第二二破裂面間有有效荷載分項(xiàng)項(xiàng)系數(shù)=1.0000√4.填土側(cè)壓力力分項(xiàng)系數(shù)=1.0000√5.車輛荷載引引起的土側(cè)壓壓力分項(xiàng)系數(shù)數(shù)=1..000√√=====================================================[土壓力計(jì)計(jì)算]計(jì)算高度度為7.3309(m))處的庫侖主主動(dòng)土壓力無荷載時(shí)的破裂裂角=228.3200(度)按實(shí)際墻背計(jì)算算得到:第1破裂角：28.3220(度)Ea=2244.3112Ex==214.0072Eyy=117..736(kkN)作用用點(diǎn)高度ZZy=2.6627(m))因?yàn)楦┬眽Ρ?，需需判斷第二破破裂面是否存存在，?jì)算后后發(fā)現(xiàn)第二破破裂面不存在在墻身截面積==15.5518(m22)重量量=3556.9255kN(一)滑動(dòng)穩(wěn)穩(wěn)定性驗(yàn)算基底摩擦系數(shù)=00.500采用傾斜基底增增強(qiáng)抗滑動(dòng)穩(wěn)穩(wěn)定性,計(jì)算過程如如下:基底傾斜角度=11..310((度)Wn=3499.993((kN)EEn=1157.4332(kN))Wt=69..999(kkN)Ett=1886.8255(kN)滑移力=1116.8277(kN)抗滑力=2253.7113(kN))滑移驗(yàn)算滿足::Kc==2.1172>1.3000滑動(dòng)穩(wěn)定方程驗(yàn)驗(yàn)算：滑動(dòng)穩(wěn)定方程滿滿足:方程值=164.5582(kNN)>00.0地基土摩擦系數(shù)數(shù)=0..500地基土層水平向向:滑移力=2214.0772(kN))抗滑力力=2522.070((kN)地基土層水平向向:滑移驗(yàn)算算不滿足:Kc2==1.1777<=1.3000(二)傾覆穩(wěn)穩(wěn)定性驗(yàn)算相對(duì)于墻趾點(diǎn)，墻墻身重力的力力臂Zw=2.1186(mm)相對(duì)于墻趾點(diǎn)，Ey的力臂Zx=3.521(m)相對(duì)于墻趾點(diǎn)，Ex的力臂Zy=1.818(m)驗(yàn)算擋土墻繞墻墻趾的傾覆穩(wěn)穩(wěn)定性傾覆力矩=3389.1449(kN--m)抗抗傾覆力矩==11944.778((kN-m))傾覆驗(yàn)算滿足::K0==3.0770>11.500傾覆穩(wěn)定方程驗(yàn)驗(yàn)算：傾覆穩(wěn)定方程滿滿足:方程值=649.5592(kNN-m)>>0.0(三)地基應(yīng)應(yīng)力及偏心距距驗(yàn)算基礎(chǔ)為天然地基基，驗(yàn)算墻底底偏心距及壓壓應(yīng)力取傾斜基底的傾傾斜寬度驗(yàn)算算地基承載力力和偏心距作用于基礎(chǔ)底的的總豎向力=5077.426((kN)作作用于墻趾下下點(diǎn)的總彎矩矩=805..628(kkN-m)基礎(chǔ)底面寬度B=4.1127(mm)偏心距距e=0.4766(m)基礎(chǔ)底面合力作作用點(diǎn)距離基基礎(chǔ)趾點(diǎn)的距距離Zn=1.5588(m))基底壓應(yīng)力:趾部=2088.008踵部=37..896(kkPa)最大應(yīng)力與最小小應(yīng)力之比=2088.008/37..896==5.4889作用于基底的合合力偏心距驗(yàn)驗(yàn)算滿足:e=00.476<=0..167*44.127=0.6688(m))墻趾處地基承載載力驗(yàn)算滿足足:壓應(yīng)力力=208..008<<=6000.000((kPa)墻踵處地基承載載力驗(yàn)算滿足足:壓應(yīng)力力=37.8896<==650..000(kkPa)地基平均承載力力驗(yàn)算滿足::壓應(yīng)力力=122..952<<=5000.000((kPa)(四)基礎(chǔ)強(qiáng)強(qiáng)度驗(yàn)算基礎(chǔ)為天然地基基，不作強(qiáng)度度驗(yàn)算(五)墻底截截面強(qiáng)度驗(yàn)算算驗(yàn)算截面以上，墻墻身截面積=13..946(mm2)重重量=3320.7664kN相對(duì)于驗(yàn)算截面面外邊緣，墻墻身重力的力力臂Zw=2.1134(mm)相對(duì)于驗(yàn)算截面面外邊緣，EEy的力臂Zxx=3..521((m)相對(duì)于驗(yàn)算截面面外邊緣，EEx的力臂Zyy=1..818((m)[容許應(yīng)力法]]:法向應(yīng)力檢算::作用于驗(yàn)算截面面的總豎向力力=4338.4999(kN)作用于墻趾趾下點(diǎn)的總彎彎矩=7100.021((kN-m))相對(duì)于驗(yàn)算截面面外邊緣，合合力作用力臂臂Zn==1.6119(m)截面寬度B=3.8855(m)偏心距e11=0..323(mm)截面上偏心距驗(yàn)驗(yàn)算滿足:e1=00.323<=0..250*33.885=0.9971(m))截面上壓應(yīng)力::面坡=1699.225背坡=56..514(kkPa)壓應(yīng)力驗(yàn)算滿足足:計(jì)算值=1169.2225<=800.0000(kPPa)切向應(yīng)力檢算::剪應(yīng)力驗(yàn)算滿足足:計(jì)算值=99.954<=800.000((kPa)[極限狀態(tài)法]]:重要性系數(shù)0=1.0000驗(yàn)算截面上的軸軸向力組合設(shè)設(shè)計(jì)值Nd=4388.499((kN)軸心力偏心影響響系數(shù)醟==0.9223擋墻構(gòu)件的計(jì)算算截面每沿米米面積A==3.8885(m2))材料抗壓極限強(qiáng)強(qiáng)度Ra==16000.000((kPa)圬工構(gòu)件或材料料的抗力分項(xiàng)項(xiàng)系數(shù)鉬==2.3110偏心受壓構(gòu)件在在彎曲平面內(nèi)內(nèi)的縱向彎曲曲系數(shù)豮==0.9997計(jì)算強(qiáng)度時(shí):強(qiáng)度驗(yàn)算滿足::計(jì)算值=4438.4999<=2484..452(kkN)計(jì)算穩(wěn)定時(shí):穩(wěn)定驗(yàn)算滿足::計(jì)算值=4438.4999<=2478..074(kkN)(六)臺(tái)頂截截面強(qiáng)度驗(yàn)算算[土壓力計(jì)計(jì)算]計(jì)算高度度為6.0000(m))處的庫侖主主動(dòng)土壓力無荷載時(shí)的破裂裂角=229.1500(度)按實(shí)際墻背計(jì)算算得到:第1破裂角：29.1550(度)Ea=1172.9339Ex==151.5533Eyy=83.3340(kNN)作用點(diǎn)點(diǎn)高度Zyy=2.1550(m)因?yàn)楦┬眽Ρ常栊枧袛嗟诙破屏衙媸欠翊娲嬖?，?jì)算后后發(fā)現(xiàn)第二破破裂面不存在在墻身截面積==12.0060(m22)重量量=2777.3800kN[強(qiáng)度驗(yàn)算算]驗(yàn)算截面以上，墻墻身截面積=12..060(mm2)重重量=2277.3880kN相對(duì)于驗(yàn)算截面面外邊緣，墻墻身重力的力力臂Zw=1.7738(mm)相對(duì)于驗(yàn)算截面面外邊緣，EEy的力臂Zxx=2..930((m)相對(duì)于驗(yàn)算截面面外邊緣，EEx的力臂Zyy=2..150((m)[容許應(yīng)力法]]:法向應(yīng)力檢算::作用于驗(yàn)算截面面的總豎向力力=3660.7200(kN)作用于墻趾趾下點(diǎn)的總彎彎矩=4000.617((kN-m))相對(duì)于驗(yàn)算截面面外邊緣，合合力作用力臂臂Zn==1.1111(m)截面寬度B=3.3600(m)偏心距e11=0..569(mm)截面上偏心距驗(yàn)驗(yàn)算滿足:e1=00.569<=0..250*33.360=0.8840(m))截面上壓應(yīng)力::面坡=2166.516背坡=-1..802(kkPa)壓應(yīng)力驗(yàn)算滿足足:計(jì)算值=2216.5116<=800.0000(kPPa)拉應(yīng)力驗(yàn)算滿足足:計(jì)算值=11.802<=800.000((kPa)切向應(yīng)力檢算::剪應(yīng)力驗(yàn)算滿足足:計(jì)算值=22.156<=800.000((kPa)[極限狀態(tài)法]]:重要性系數(shù)0=1.0000驗(yàn)算截面上的軸軸向力組合設(shè)設(shè)計(jì)值Nd=3600.720((kN)軸心力偏心影響響系數(shù)醟==0.7444擋墻構(gòu)件的計(jì)算算截面每沿米米面積A==3.3660(m2))材料抗壓極限強(qiáng)強(qiáng)度Ra==16000.000((kPa)圬工構(gòu)件或材料料的抗力分項(xiàng)項(xiàng)系數(shù)鉬==2.3110偏心受壓構(gòu)件在在彎曲平面內(nèi)內(nèi)的縱向彎曲曲系數(shù)豮==0.9994計(jì)算強(qiáng)度時(shí):強(qiáng)度驗(yàn)算滿足::計(jì)算值=3360.7220<=1730..509(kkN)計(jì)算穩(wěn)定時(shí):穩(wěn)定驗(yàn)算滿足::計(jì)算值=3360.7220<=1720..261(kkN)衡重式擋土墻--------------------------------------------------------------------------------------原始條件:墻身尺寸:墻身總高:99.600((m)上墻高:3..400(mm)墻頂寬:0..660(mm)臺(tái)寬:1.5500(m))面坡傾斜坡度::1:0..150上墻背坡傾斜坡坡度:1::0.2000下墻背坡傾斜坡坡度:1::-0.2000采用1個(gè)擴(kuò)展墻墻址臺(tái)階:墻趾臺(tái)階b1::0.3000(m)墻趾臺(tái)階h1::0.5000(m)墻趾臺(tái)階與墻面面坡坡度相同同墻底傾斜坡率::0.2000:1下墻土壓力計(jì)算算方法:力多邊形形法物理參數(shù)：圬工砌體容重::23.0000(kNN/m3)圬工之間摩擦系系數(shù):0..400地基土摩擦系數(shù)數(shù):0.5500砌體種類:片片石砌體砂漿標(biāo)號(hào):55石料強(qiáng)度(MPPa):330擋土墻類型:一般擋土墻墻墻后填土內(nèi)摩擦擦角:355.000((度)墻后填土粘聚力力:0.0000(kPPa)墻后填土容重::19.0000(kNN/m3)墻背與墻后填土土摩擦角:17.5000(度)地基土容重:18.0000(kN//m3)修正后地基土容容許承載力::500..000(kkPa)地基土容許承載載力提高系數(shù)數(shù):墻趾值提高系數(shù)數(shù):1.2200墻踵值提高系數(shù)數(shù):1.3300平均值提高系數(shù)數(shù):1.0000墻底摩擦系數(shù)::0.5000地基土類型:土質(zhì)地基地基土內(nèi)摩擦角角:30..000(度度)坡線土柱:坡面線段數(shù):2折線序號(hào)水平投投影長(m)豎向向投影長(m)換算算土柱數(shù)13.00002.0000025.00000.00000地面橫坡角度::20.0000(度)墻頂標(biāo)高:00.000((m)擋墻分段長度::10.0000(m))==================================================================================組合1（僅取一一種組合計(jì)算算）=====================================================組合系數(shù):11.0001.擋土墻結(jié)構(gòu)構(gòu)重力分項(xiàng)系系數(shù)=11.000√2.填土重力分分項(xiàng)系數(shù)==1.0000√3.填土側(cè)壓力力分項(xiàng)系數(shù)==1.0000√4.車輛荷載引引起的土側(cè)壓壓力分項(xiàng)系數(shù)數(shù)=1..000√√=====================================================[土壓力計(jì)計(jì)算]計(jì)算高度度為10..242(mm)處的庫侖侖主動(dòng)土壓力力計(jì)算上墻土壓力力無荷載時(shí)的破裂裂角=331.0600(度)按假想墻背計(jì)算算得到:第1破裂角：32.7220(度)Ea=1488.041Ex=566.254Ey=1336.9377(kN)作用點(diǎn)高度度Zy=11.260((m)因?yàn)楦┬眽Ρ?，需需判斷第二破破裂面是否存存在，?jì)算后后發(fā)現(xiàn)第二破破裂面存在：：第2破裂角=117.5422(度)第1破裂角=311.060((度)Ea=1022.147Ex=622.124Ey=811.085((kN)作用用點(diǎn)高度ZZy=1.4465(m))計(jì)算下墻土壓力力無荷載時(shí)的破裂裂角=334.2222(度)按力多邊形法計(jì)計(jì)算得到:破裂角：344.222((度)Ea=2011.028Ex=1999.8555Ey=221.6766(kN)作用點(diǎn)高度度Zy=22.979((m)墻身截面積==25.2299(m22)重量量=5881.8699kN衡重臺(tái)上填料重重=900.539((kN)重重心坐標(biāo)(1.6499,-1.6646)(相相對(duì)于墻面坡坡上角點(diǎn))(一)滑動(dòng)穩(wěn)穩(wěn)定性驗(yàn)算基底摩擦系數(shù)=0..500采用傾斜基底增增強(qiáng)抗滑動(dòng)穩(wěn)穩(wěn)定性,計(jì)算過程如如下:基底傾斜角度==11.3310(度度)Wn=6599.350((kN)EEn=1152.1444(kN))Wt=1311.870((kN)EEt=2236.7339(kN))滑移力=1004.8699(kN)抗滑力=4405.7447(kN))滑移驗(yàn)算滿足::Kc==3.8869>1.3000滑動(dòng)穩(wěn)定方程驗(yàn)驗(yàn)算：滑動(dòng)穩(wěn)定方程滿滿足:方程值=353.9905(kNN)>00.0地基土摩擦系數(shù)數(shù)=0..500地基土層水平向向:滑移力=2261.9779(kN))抗滑力力=3966.867((kN)地基土層水平向向:滑移驗(yàn)算算滿足:KKc2=1.5115>11.300(二)傾覆穩(wěn)穩(wěn)定性驗(yàn)算相對(duì)于墻趾,墻墻身重力的力力臂Zw=2.3308(mm)相對(duì)于墻趾,上上墻Ey的力臂Zxx=4..117((m)相對(duì)于墻趾,上上墻Ex的力臂Zyy=7..665((m)相對(duì)于墻趾,下下墻Ey的力臂Zxx3=33.807(m)相對(duì)于墻趾,下下墻Ex的力臂Zyy3=22.337(m)驗(yàn)算擋土墻繞墻墻趾的傾覆穩(wěn)穩(wěn)定性傾覆力矩=9943.1330(kN--m)抗抗傾覆力矩==20666.104((kN-m))傾覆驗(yàn)算滿足::K0==2.1991>11.500傾覆穩(wěn)定方程驗(yàn)驗(yàn)算：傾覆穩(wěn)定方程滿滿足:方程值=793.0025(kNN-m)>>0.0(三)地基應(yīng)應(yīng)力及偏心距距驗(yàn)算基礎(chǔ)為天然地基基，驗(yàn)算墻底底偏心距及壓壓應(yīng)力取傾斜基底的傾傾斜寬度驗(yàn)算算地基承載力力和偏心距作用于基礎(chǔ)底的的總豎向力==811..494(kkN)作用用于墻趾下點(diǎn)點(diǎn)的總彎矩==1122..975(kkN-m)基礎(chǔ)底面寬度B==3.2775(m))偏心距e=0.2254(m))基礎(chǔ)底面合力作作用點(diǎn)距離基基礎(chǔ)趾點(diǎn)的距距離Zn=1..384(mm)基底壓應(yīng)力:趾部=3622.948踵踵部=1322.600((kPa)最大應(yīng)力與最小小應(yīng)力之比==362..948//132..600==2.7337作用于基底的合合力偏心距驗(yàn)驗(yàn)算滿足:e=00.254<=0..167*33.275=0.5546(m))墻趾處地基承載載力驗(yàn)算滿足足:壓應(yīng)力力=362..948<<=6000.000((kPa)墻踵處地基承載載力驗(yàn)算滿足足:壓應(yīng)力力=132..600<<=6500.000((kPa)地基平均承載力力驗(yàn)算滿足::壓應(yīng)力=2447.7744<=5500.0000(kPaa)(四)基礎(chǔ)強(qiáng)強(qiáng)度驗(yàn)算基礎(chǔ)為天然地基基，不作強(qiáng)度度驗(yàn)算(五)上墻截截面強(qiáng)度驗(yàn)算算上墻重力Ws==98.1141(kkN)上墻墻背處的Ex==62.1124(kkN)上墻墻背處的Ey==12.4425(kkN)相對(duì)于上墻墻趾趾，上墻重力力的力臂ZZw=00.889(m)相對(duì)于上墻墻趾趾，上墻Exx的力臂Zyy=1..465((m)相對(duì)于上墻墻趾趾，上墻Eyy的力臂Zxx=1..557((m)[容許應(yīng)力法]]:法向應(yīng)力檢算::相對(duì)于上墻墻趾趾，合力作用用力臂Znn=0..141(mm)截面寬度B=1.8850(mm)偏心距距e1==0.7884(m)截面上偏心距驗(yàn)驗(yàn)算不滿足::e1=0.7844>0..250*11.850=0.4463(m))截面上壓應(yīng)力::面坡=2111.665背背坡=-922.134((kPa)壓應(yīng)力驗(yàn)算滿足足:計(jì)算值=2211.6665<=800.0000(kPPa)拉應(yīng)力驗(yàn)算不滿滿足:計(jì)算值=992.1344>800.000((kPa)切向應(yīng)力檢算::剪應(yīng)力驗(yàn)算滿足足:計(jì)算值=99.674<=800.000((kPa)斜截面剪應(yīng)力檢檢算斜剪應(yīng)力驗(yàn)算滿滿足:計(jì)算值=441.5988<=880.0000(kPa))[極限狀態(tài)法]]:重要性系數(shù)0=1.0000驗(yàn)算截面上的軸軸向力組合設(shè)設(shè)計(jì)值Nd=1100.566((kN)軸心力偏心影響響系數(shù)醟==0.2333擋墻構(gòu)件的計(jì)算算截面每沿米米面積A==1.8550(m2))材料抗壓極限強(qiáng)強(qiáng)度Ra==16000.000((kPa)圬工構(gòu)件或材料料的抗力分項(xiàng)項(xiàng)系數(shù)鉬==2.3110偏心受壓構(gòu)件在在彎曲平面內(nèi)內(nèi)的縱向彎曲曲系數(shù)豮==0.9881計(jì)算強(qiáng)度時(shí):強(qiáng)度驗(yàn)算滿足::計(jì)算值=1110.5666<=298.5521(kNN)計(jì)算穩(wěn)定時(shí):穩(wěn)定驗(yàn)算滿足::計(jì)算值=1110.5666<=292.8889(kNN)(六)墻底截截面強(qiáng)度驗(yàn)算算驗(yàn)算截面以上，墻墻身截面積=24..226(mm2)重重量=5557.1998kN相對(duì)于驗(yàn)算截面面外邊緣，墻墻身重力的力力臂Zw=2.3313(mm)[容許應(yīng)力法]]:法向應(yīng)力檢算::作用于截面總豎豎向力=750.4498(kNN)作用于于墻趾下點(diǎn)的的總彎矩=11106.2215(kNN-m)相對(duì)于驗(yàn)算截面面外邊緣，合合力作用力臂臂Zn==1.4774(m)截面寬度B=3.3340(mm)偏心距距e1==0.1996(m)截面上偏心距驗(yàn)驗(yàn)算滿足:e1=00.196<=0..250*33.340=0.8835(m))截面上壓應(yīng)力::面坡=3033.826背背坡=1455.574((kPa)壓應(yīng)力驗(yàn)算滿足足:計(jì)算值=3303.8226<=800.0000(kPPa)切向應(yīng)力檢算::剪應(yīng)力驗(yàn)算滿足足:計(jì)算值=--11.4443<=80.0000(kPaa)[極限狀態(tài)法]]:重要性系數(shù)0=1.0000驗(yàn)算截面上的軸軸向力組合設(shè)設(shè)計(jì)值Nd=7500.498((kN)軸心力偏心影響響系數(shù)醟==0.9660擋墻構(gòu)件的計(jì)算算截面每沿米米面積A==3.3440(m2))材料抗壓極限強(qiáng)強(qiáng)度Ra==16000.000((kPa)圬工構(gòu)件或材料料的抗力分項(xiàng)項(xiàng)系數(shù)鉬==2.3110偏心受壓構(gòu)件在在彎曲平面內(nèi)內(nèi)的縱向彎曲曲系數(shù)豮==0.9668計(jì)算強(qiáng)度時(shí):強(qiáng)度驗(yàn)算滿足::計(jì)算值=7750.4998<=2221..592(kkN)計(jì)算穩(wěn)定時(shí):穩(wěn)定驗(yàn)算滿足::計(jì)算值=7750.4998<=2149..911(kkN)(七)臺(tái)頂截截面強(qiáng)度驗(yàn)算算[土壓力計(jì)計(jì)算]計(jì)算高度度為9.1100(m))處的庫侖主主動(dòng)土壓力計(jì)算上墻土壓力力無荷載時(shí)的破裂裂角=331.0600(度)按假想墻背計(jì)算算得到:第1破裂角：32.7220(度)Ea=1488.041Ex=566.254Ey=1336.9377(kN)作用點(diǎn)高度度Zy=11.260((m)因?yàn)楦┬眽Ρ常栊枧袛嗟诙破屏衙媸欠翊娲嬖?，?jì)算后后發(fā)現(xiàn)第二破破裂面存在：：第2破裂角=117.5422(度)第1破裂角=311.060((度)Ea=1022.147Ex=622.124Ey=811.085((kN)作用用點(diǎn)高度ZZy=1.4465(m))計(jì)算下墻土壓力力無荷載時(shí)的破裂裂角=334.0755(度)按力多邊形法計(jì)計(jì)算得到:破裂角：344.075((度)Ea=1566.451Ex=1555.5399Ey=116.8700(kN)作用點(diǎn)高度度Zy=22.522((m)[強(qiáng)度驗(yàn)算算]驗(yàn)算截面以上，墻墻身截面積=22..550(mm2)重重量=5518.6444kN相對(duì)于驗(yàn)算截面面外邊緣，墻墻身重力的力力臂Zw=2.3358(mm)[容許應(yīng)力法]]:法向應(yīng)力檢算::作用于截面總豎豎向力=707.1137(kNN)作用于于墻趾下點(diǎn)的的總彎矩=8830.1227(kN--m)相對(duì)于驗(yàn)算截面面外邊緣，合合力作用力臂臂Zn==1.1774(m)截面寬度B=3.0065(mm)偏心距距e1==0.3559(m)截面上偏心距驗(yàn)驗(yàn)算滿足:e1=00.359<=0..250*33.065=0.7766(m))截面上壓應(yīng)力::面坡=3922.661背背坡=68..767(kkPa)壓應(yīng)力驗(yàn)算滿足足:計(jì)算值=3392.6661<=800.0000(kPPa)切向應(yīng)力檢算::剪應(yīng)力驗(yàn)算滿足足:計(jì)算值=--21.2770<=80.0000(kPaa)[極限狀態(tài)法]]:重要性系數(shù)0=1.0000驗(yàn)算截面上的軸軸向力組合設(shè)設(shè)計(jì)值Nd=7077.137((kN)軸心力偏心影響響系數(shù)醟==0.8559擋墻構(gòu)件的計(jì)算算截面每沿米米面積A==3.0665(m2))材料抗壓極限強(qiáng)強(qiáng)度Ra==16000.000((kPa)圬工構(gòu)件或材料料的抗力分項(xiàng)項(xiàng)系數(shù)鉬==2.3110偏心受壓構(gòu)件在在彎曲平面內(nèi)內(nèi)的縱向彎曲曲系數(shù)豮==0.9559計(jì)算強(qiáng)度時(shí):強(qiáng)度驗(yàn)算滿足::計(jì)算值=7707.1337<=1823..443(kkN)計(jì)算穩(wěn)定時(shí):穩(wěn)定驗(yàn)算滿足::計(jì)算值=7707.1337<=1749..052(kkN)==================================================================================加筋土擋土墻--------------------------------------------------------------------------------------原始條件:墻身尺寸:墻身總高:88.200((m)筋帶豎向間距是是否不等:否單個(gè)筋帶厚:1(mm))筋帶水平方向間間距:0..420(mm)筋帶豎直方向間間距:0..400(mm)筋帶長度豎向分分段數(shù):22分段序號(hào)高度((m)筋帶長(m)16.000066.00022.220044.000筋帶序號(hào)筋帶寬寬(m)10.220020.220030.220040.220050.220060.220070.220080.220090.220011000.20011100.20011200.20011300.20011400.20011500.20011600.20011700.20011800.20011900.20022000.200物理參數(shù):加筋土容重:20.0000(kN//m3)加筋土內(nèi)摩擦角角:35..000(度度)筋帶容許拉應(yīng)力力:50..000(MMPa)土與筋帶之間的的摩擦系數(shù)::0.4000加筋土浮容重::10.0000(kNN/m3)地基土浮重度::10.0000(kNN/m3)筋帶抗拔力計(jì)算算調(diào)節(jié)系數(shù)::1.4000筋帶材料抗拉計(jì)計(jì)算調(diào)節(jié)系數(shù)數(shù):1.0000筋帶材料強(qiáng)度標(biāo)標(biāo)準(zhǔn)值:2240.0000(MPaa)筋帶材料抗拉性性能的分項(xiàng)系系數(shù):1..250擋土墻類型:一般擋土墻墻墻后填土內(nèi)摩擦擦角:355.000((度)墻后填土粘聚力力:0.0000(kPPa)墻后填土容重::19.0000(kNN/m3)地基土容重:18.0000(kN//m3)修正后地基土容容許承載力::500..000(kkPa)地基土容許承載載力提高系數(shù)數(shù):墻趾值提高系數(shù)數(shù):1.2200墻踵值提高系數(shù)數(shù):1.3300平均值提高系數(shù)數(shù):1.0000墻底摩擦系數(shù)::0.5000地基土類型:土質(zhì)地基地基土內(nèi)摩擦角角:30..000(度度)坡線土柱:坡面線段數(shù):2折線序號(hào)水平投投影長(m)豎向向投影長(m)換算算土柱數(shù)13.00002.0000025.00000.00000地面橫坡角度::20.0000(度)墻頂標(biāo)高:00.000((m)擋墻分段長度::10.0000(m))計(jì)算參數(shù):穩(wěn)定計(jì)算目標(biāo)::給定圓心,半徑計(jì)算安安全系數(shù)圓心X坐標(biāo):-2.0000(m)圓心Y坐標(biāo):10.0000(m)半徑:15..000(mm)筋帶對(duì)穩(wěn)定的作作用:筋帶力沿沿圓弧切線內(nèi)部穩(wěn)定分析采采用方法:應(yīng)力分析法法條分法的土條寬寬度:0..500(mm)墻后填土粘聚力力:10..000(kkPa)墻體填土粘聚力力:10..000(kkPa)地基土粘聚力::10.0000(kPPa)土條切向分力與與滑動(dòng)方向反反向時(shí):當(dāng)作下滑滑力對(duì)待==================================================================================第1種情況況:組合1=====================================================組合系數(shù):11.0001.擋土墻結(jié)構(gòu)構(gòu)重力分項(xiàng)系系數(shù)=11.000√2.填土側(cè)壓力力分項(xiàng)系數(shù)==1.0000√3.車輛荷載引引起的土側(cè)壓壓力分項(xiàng)系數(shù)數(shù)=1..000√√=====================================================---------------------------------------------------------------------內(nèi)部穩(wěn)定性驗(yàn)算算采用應(yīng)力分析法法(一)應(yīng)力分分析法筋帶號(hào)寬度總長長度穩(wěn)定區(qū)豎豎向壓應(yīng)水平平應(yīng)最大拉力力抗拉力抗拔拔力(m)(m)長度度(m)力(kPa)力(kPa)設(shè)計(jì)計(jì)值(kN)(kN))((kN)010..2006.00003.554046.0000119.139933.21538.4400118.6100020..2006.00003.554054.0000221.908833.68138.4400221.8477030..2006.00003.554062.0000224.511144.11838.4400225.0833040..2006.00003.554070.0000226.948844.52738.4400228.3200050..2006.00003.554078.0000229.220044.90938.4400331.5577060..2006.00003.554086.0000331.326655.26338.4400334.7933070..2006.00003.554094.0000333.265555.58938.4400338.0300080..2006.00003.55401102.0000335.040055.88738.4400441.2666090..2006.00003.66051110.0000336.648866.15738.4400445.3255100..2006.00003.88141118.0000338.091166.39938.4400551.4299110..2006.00004.00221126.0000339.367766.61438.4400557.9155120..2006.00004.22301134.0000440.478866.80038.4400664.7811130..2006.00004.44381142.0000441.423366.95938.4400772.0277140..2006.00004.66471150.0000442.203377.09038.4400779.6555150..2004.00002.88551158.0000442.816677.19338.4400551.5499160..2004.00003.00631166.0000444.984477.55738.4400558.1099170..2004.00003.22711174.0000447.152277.92238.4400665.0500180..2004.00003.44791182.0000449.320088.28638.4400772.3722190..2004.00003.66881190.0000551.488888.65038.4400880.0755200..2004.00003.88961198.0000553.656699.01438.4400888.1588單個(gè)筋帶結(jié)點(diǎn)抗抗拔穩(wěn)定滿足足:拉力設(shè)設(shè)計(jì)值=3..215<<=18..610(kkN)筋帶截面抗拉強(qiáng)強(qiáng)度驗(yàn)算滿足足:拉力設(shè)設(shè)計(jì)值=9..014<<=38..400(kkN)全墻抗拔驗(yàn)算滿滿足:最小安安全系數(shù)=111.4155>=22.000---------------------------------------------------------------------外部穩(wěn)定性驗(yàn)算算[土壓力計(jì)計(jì)算]計(jì)算墻背背處的庫侖主主動(dòng)土壓力按假想墻背計(jì)算算得到:第1破裂角：32.6000(度)Ea=2466.817Ex=2002.1811Ey=1141.5668(kN))作用點(diǎn)高高度Zy==3.4000(m)墻身截面積==44.8800(m22)重量量=8996.0000kN墻頂上的土重((包括超載)=1711.000((kN)重重心坐標(biāo)(3.6677,0.8889)(相對(duì)對(duì)于墻面坡上上角點(diǎn))墻頂上的土重((不包括超載載)=1171.0000(kN))重心坐標(biāo)(3.6677,0.8889)(相對(duì)對(duì)于墻面坡上上角點(diǎn))(一)滑動(dòng)穩(wěn)穩(wěn)定性驗(yàn)算基底摩擦系數(shù)=0..500滑移力=2002.1811(kN)抗滑力=6604.2884(kN))滑移驗(yàn)算滿足::Kc==2.9989>1.3000滑動(dòng)穩(wěn)定方程驗(yàn)驗(yàn)算：滑動(dòng)穩(wěn)定方程滿滿足:方程值=455.4454(kNN)>00.0(二)傾覆穩(wěn)穩(wěn)定性驗(yàn)算相對(duì)于墻趾點(diǎn)，墻墻身重力的力力臂Zw=2.8804(mm)相對(duì)于墻趾點(diǎn)，墻墻土壓力Eyy的力臂Zxx=6..000((m)相對(duì)于墻趾點(diǎn)，墻墻土壓力Exx的力臂Zyy=3..400((m)驗(yàn)算擋土墻繞墻墻趾的傾覆穩(wěn)穩(wěn)定性傾覆力矩=6687.4114(kN--m)抗抗傾覆力矩==39888.410((kN-m))傾覆驗(yàn)算滿足::K0==5.8002>11.500傾覆穩(wěn)定方程驗(yàn)驗(yàn)算：傾覆穩(wěn)定方程滿滿足:方程值=2673..196(kkN-m)>0.00(三)地基應(yīng)應(yīng)力及偏心距距驗(yàn)算基礎(chǔ)為天然地基基，驗(yàn)算墻底底偏心距及壓壓應(yīng)力作用于基礎(chǔ)底的的總豎向力==12088.568((kN)作作用于墻趾下下點(diǎn)的總彎矩矩=33000.996((kN-m))墻計(jì)算寬度BB=66.000(m)偏心心距e==0.2669(m)墻底面合力作用用點(diǎn)距離墻趾趾點(diǎn)的距離ZZn=2.7311(m)基底壓應(yīng)力:墻趾=2555.546墻墻踵=1477.310((kPa)最大應(yīng)力與最小小應(yīng)力之比==255..546//147..310==1.7335作用于基底的合合力偏心距驗(yàn)驗(yàn)算滿足:e=00.269<=0..167*66.000=1.0000(m))墻趾處地基承載載力驗(yàn)算滿足足:壓應(yīng)力力=255..546<<=6000.000((kPa)墻踵處地基承載載力驗(yàn)算滿足足:壓應(yīng)力力=147..310<<=6500.000((kPa)地基平均承載力力驗(yàn)算滿足::壓應(yīng)力=2001.4288<=5500.0000(kPaa)(四)整體穩(wěn)穩(wěn)定驗(yàn)算圓心:(-22.000,,10.0000)半徑=15..000(mm)安全系數(shù)=1.8022總的下滑力==12144.149((kN)總的抗滑力==21888.340((kN)土體部分下滑力力=12214.1449(kN))土體部分抗滑力力=21188.3440(kN))筋帶的抗滑力=0.0000(kNN)整體穩(wěn)定驗(yàn)算滿滿足:最小安安全系數(shù)=11.802>=1..250樁板式擋土墻原始條件:墻身尺寸:樁總長:166.000((m)嵌入深度:66.000((m)截面形狀:方方樁樁寬:1.0000(m))樁高:1.5500(m))樁間距:3..500(mm)擋土板的類型數(shù)數(shù):2板類型號(hào)板厚((m)板寬(m)板塊塊數(shù)10.20000..500820.20000..5008嵌入段土層數(shù)::1柱底支承條件::鉸接計(jì)算方法:MM法土層序號(hào)土層厚厚(m)重度度(kN/m33)M(MN//m4)150..00018.000010.0000初始彈性系數(shù)AA:0.0000(MNN/m3)初始彈性系數(shù)AA1:0..000(MMN/m3))物理參數(shù):樁混凝土強(qiáng)度等等級(jí):C440樁縱筋合力點(diǎn)到到外皮距離::35(mmm)樁縱筋級(jí)別:HRB3335樁箍筋級(jí)別:HPB2335樁箍筋間距:150(mmm)板混凝土強(qiáng)度等等級(jí):C330板縱筋合力點(diǎn)到到外皮距離::35(mmm)板縱筋級(jí)別:HRB3335擋土墻類型:一般擋土墻墻墻后填土內(nèi)摩擦擦角:355.000((度)墻后填土粘聚力力:0.0000(kPPa)墻后填土容重::19.0000(kNN/m3)墻背與墻后填土土摩擦角:17.5000(度)土壓力計(jì)算方法法:庫侖坡線土柱:坡面線段數(shù):2折線序號(hào)水平投投影長(m)豎向向投影長(m)換算算土柱數(shù)13.00002.0000025.00000.00000地面橫坡角度::20.0000(度)墻頂標(biāo)高:00.000((m)擋墻分段長度::10.0000(m))鋼筋混凝土配筋筋計(jì)算依據(jù)::《混凝土結(jié)結(jié)構(gòu)設(shè)計(jì)規(guī)范范》（GB500100--20002）==================================================================================第1種情況況:組合1注意：內(nèi)力計(jì)算算時(shí)，土壓力力分項(xiàng)(安全)系數(shù)=11.000[土壓力計(jì)計(jì)算]計(jì)算高度度為10..000(mm)處的庫侖侖主動(dòng)土壓力力無荷載時(shí)的破裂裂角=331.5300(度)第1破裂角：31.5330(度)Ea=3133.264Ex=2998.7655Ey=994.2000(kN)作用點(diǎn)高度度Zy=33.584((m)(一)樁身內(nèi)內(nèi)力計(jì)算計(jì)算方法:mm法背側(cè)——為擋土土側(cè)；面?zhèn)取獮榉菗跬镣羵?cè)。背側(cè)最大彎矩==51977.146((kN-m))距離樁頂頂12.3333(m))面?zhèn)茸畲髲澗?=0.0000(kN--m)距離離樁頂0..000(mm)最大剪力=2187..554(kkN)距離樁頂155.667((m)樁頂位移=107(mmm)點(diǎn)號(hào)距頂距離彎彎矩剪力位移移土反力(m))(kN--m)(kkN)(mm)((kPa)10.0000-0.0000-0..000-1070.000020.32230.1148-1..372-1040.000030.64451.1180-5..487-1020.000040.96683.9983-12..346-990.000051.29909.4440-21..948-970.000061.611318.4438-34..294-940.000071.933531.8860-49..383-920.000082.255850.5593-67..216-890.000092.588175.5521-87..793-870.0000102.9003107.5526-111..089-840.0000113.2226147.4423-136..545-820.0000123.5448195.7794-163..622-790.0000133.8771253.1160-192..320-770.0000144.1994320.0046-222..640-740.0000154.5116396.9973-254..581-720.0000164.8339484.4466-288..144-690.0000175.1661583.0047-323..328-670.0000185.4884693.2239-360..133-640.0000195.8006815.5565-398..560-620.0000206.1229950.5549-438..608-590.0000216.455211098.7713-480..278-570.0000226.777411260.5580-523..569-540.0000237.099711436.6673-568..481-520.0000247.411911627.5516-615..014-500.0000257.744211833.6631-663..169-470.0000268.066522055.5542-712..946-450.0000278.388722293.7770-764..344-430.0000288.711022548.8841-817..363-400.0000299.033222821.2276-872..003-380.0000309.355533111.5598-928..265-360.0000319.677733420.3331-986..149-330.00003210.000033747.9998--1045..653-310.00003310.333344096.5548--1013..317-29-997.00993410.666744423.5542-921..096-27-1779.65333511.000044710.6613-778..389-25-2448.46883611.333344942.4468-594..221-23-3004.03773711.666755106.7760-377..216-21-3446.97993812.000055193.9946-135..579-19-3777.93223912.333355197.1146122..912-17-3997.54004012.666755112.0004390..903-15-4006.43444113.000044936.5544661..452-14-4005.21114213.333344671.0037927..996-12-3994.42224313.666744317.88801184..318-10-3774.54554414.000033881.44911424..492-9-3445.97664514.333333368.22191642..820-7-3009.00994614.666722786.22771833..764-6-2663.82224715.000022145.77091991..862-4-2110.47224815.333311458.33682111..647-3-1448.88224915.6667737.99442187..554-1-778.84005016.0000-0.00001106..91700.0000(二)樁身配配筋計(jì)算點(diǎn)號(hào)距頂距離面面?zhèn)瓤v筋背側(cè)側(cè)縱筋箍筋(m)(mmm2)(mmm2)(mm22)10.0000388483300029320.3223300003384829330.6445300003384829340.9668300003384829351.2990300003384829361.6113300003384829371.9335300003384829382.2558300003384829392.58813000033848293102.90033000033848293113.22263000033848293123.54483000033848293133.87713000033848293144.19943000033848293154.51163000033848293164.83393000033848293175.16613000033848293185.48843000033848293195.80063000033848293206.12293000033848293216.45523000033848293226.77743000033848293237.09973000033848293247.41193000033848293257.74423000044252293268.06653000044765293278.38873000055320293288.71103000055917293299.03323000066559293309.35553000077248293319.677730000779872933210.000030000887792933310.333330000996282933410.6667300001004332933511.0000300001111452933611.3333300001117252933711.6667300001221392933812.0000300001223592933912.3333300001223672934012.6667300001221522934113.0000300001117112934213.3333300001110472934313.6667300001001722934414.000030000991032934514.333330000778622934614.666730000664762934715.000030000449752934815.333330000338482934915.666730000338482935016.00003884833000293(三)擋土板板內(nèi)力配筋計(jì)計(jì)算板類型板厚板下下緣距頂最大大土壓力單塊塊板彎矩單塊塊板全部縱筋筋號(hào)(mm)距離(m)(kPaa)(kN--m)面面積(mm2)120004.000026..711200.4514377220008.000044..519344.0847622錨桿式擋土墻--------------------------------------------------------------------------------------原始條件:墻身尺寸:墻身總高:88.500((m)肋柱的寬:00.450((m)肋柱的高:00.450((m)肋柱的間距:2.5000(m)擋土板的