永寧寺村2中梁鎮(zhèn)防火通道H=12m衡重式路肩墻計(jì)算書

中梁鎮(zhèn)永寧寺村2中梁鎮(zhèn)防火通道K0+045處H=12m衡重式路肩墻計(jì)算書衡重式擋土墻驗(yàn)算[執(zhí)行標(biāo)準(zhǔn)：公路]計(jì)算項(xiàng)目：衡重式擋土墻H=12m計(jì)算時(shí)間：2022-04-2215:04:40星期五------------------------------------------------------------------------原始條件:墻身尺寸:墻身總高:12.000(m)上墻高:4.800(m)墻頂寬:0.700(m)臺(tái)寬:1.000(m)面坡傾斜坡度:1:0.050上墻背坡傾斜坡度:1:0.450下墻背坡傾斜坡度:1:-0.250采用2個(gè)擴(kuò)展墻址臺(tái)階:墻趾臺(tái)階b1:0.300(m)墻趾臺(tái)階h1:0.600(m)墻趾臺(tái)階b2:0.300(m)墻趾臺(tái)階h2:0.600(m)墻趾臺(tái)面坡坡度為:1:0.000下墻土壓力計(jì)算方法:力多邊形法物理參數(shù)：圬工砌體容重:24.000(kN/m3)圬工之間摩擦系數(shù):0.600地基土摩擦系數(shù):0.550墻身砌體容許壓應(yīng)力:5000.000(kPa)墻身砌體容許彎曲拉應(yīng)力:660.000(kPa)墻身砌體容許剪應(yīng)力:1320.000(kPa)材料抗壓強(qiáng)度設(shè)計(jì)值:10.500(MPa)系數(shù)醩:0.0020場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:30.000(度)墻后填土粘聚力:0.000(kPa)墻后填土容重:21.000(kN/m3)墻背與墻后填土摩擦角:15.000(度)地基土容重:24.100(kN/m3)地基土浮容重:10.000(kN/m3)修正后地基承載力特征值:800.000(kPa)地基承載力特征值提高系數(shù):墻趾值提高系數(shù):1.000墻踵值提高系數(shù):1.000平均值提高系數(shù):1.000墻底摩擦系數(shù):0.400地基土類型:巖石地基地基土內(nèi)摩擦角:50.000(度)地基土粘聚力:300.000(kPa)土壓力計(jì)算方法:庫侖坡線土柱:坡面線段數(shù):2折線序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)換算土柱數(shù)10.5500.000027.0000.0001第1個(gè):定位距離0.000(m)公路-II級(jí)地面橫坡角度:65.000(度)填土對(duì)橫坡面的摩擦角:30.000(度)墻頂標(biāo)高:0.000(m)擋墻分段長(zhǎng)度:10.000(m)荷載組合信息:結(jié)構(gòu)重要性系數(shù):1.000荷載組合數(shù):1土壓力起算點(diǎn):從結(jié)構(gòu)底面起算基礎(chǔ)類型:臺(tái)階式基礎(chǔ)基礎(chǔ)砌體容重:24.000(kN/m3)階數(shù):3臺(tái)階號(hào)高度(m)寬度(m)11.0001.50021.0001.50031.0002.500襟邊寬度:1.000(m)基胸坡度:1:0.100鋼筋直徑:22(mm)錨桿數(shù):0錨桿距基頂距離(m)入射角(度) 錨固長(zhǎng)度(m)水平間距(m)錨孔直徑:100(mm)鋼筋抗拉強(qiáng)度設(shè)計(jì)值:235000.000(kPa)砂漿與巖石之間粘聚力標(biāo)準(zhǔn)值:123.000(kPa)鋼筋與砂漿之間粘聚力標(biāo)準(zhǔn)值:124.000(kPa)尺寸d1:0.000(m)尺寸d2:0.000(m)踵邊寬度:1.000(m)計(jì)算參數(shù):穩(wěn)定計(jì)算目標(biāo):自動(dòng)搜索最危險(xiǎn)滑裂面搜索時(shí)的圓心步長(zhǎng):1.500(m)搜索時(shí)的半徑步長(zhǎng):1.500(m)筋帶對(duì)穩(wěn)定的作用:筋帶力沿圓弧切線=====================================================================第1種情況:組合1=============================================組合系數(shù):1.0001.擋土墻結(jié)構(gòu)重力分項(xiàng)系數(shù)=1.200√2.填土重力分項(xiàng)系數(shù)=1.400√3.填土側(cè)壓力分項(xiàng)系數(shù)=1.400√4.車輛荷載引起的土側(cè)壓力分項(xiàng)系數(shù)=1.400√=============================================[土壓力計(jì)算]計(jì)算高度為12.000(m)處的庫侖主動(dòng)土壓力無荷載時(shí)的破裂角=25.000(度)公路-II級(jí)路基面總寬=7.000(m),路肩寬=0.000(m)安全距離=0.500(m)單車車輛外側(cè)車輪中心到車輛邊緣距離=0.350(m),車與車之間距離=0.600(m)經(jīng)計(jì)算得，路面上橫向可排列此種車輛3列布置寬度=4.848(m)布置寬度范圍內(nèi)車輪及輪重列表:第1列車:中點(diǎn)距全部破裂體輪號(hào)路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00060.000050.5000.60060.00060.000062.3000.60060.00060.000070.5000.60070.00070.000082.3000.60070.00070.000090.5000.60070.00070.000102.3000.60070.00070.000第2列車:中點(diǎn)距全部破裂體輪號(hào)路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)013.6000.30015.00015.000025.4000.30015.0000.000033.6000.60060.00060.000045.4000.60060.0000.000053.6000.60060.00060.000065.4000.60060.0000.000073.6000.60070.00070.000085.4000.60070.0000.000093.6000.60070.00070.000105.4000.60070.0000.000布置寬度B0=4.848(m)分布長(zhǎng)度L0=15.771(m)荷載值SG=825.000(kN)換算土柱高度h0=0.514(m)計(jì)算上墻土壓力按假想墻背計(jì)算得到:第1破裂角：25.000(度)Ea=211.432(kN)Ex=94.808(kN)Ey=188.983(kN)作用點(diǎn)高度Zy=1.690(m)因?yàn)楦┬眽Ρ?，需判斷第二破裂面是否存在，?jì)算后發(fā)現(xiàn)第二破裂面存在：第2破裂角=28.535(度)第1破裂角=25.000(度)Ea=185.595(kN)Ex=96.878(kN)Ey=158.305(kN)作用點(diǎn)高度Zy=1.741(m)計(jì)算下墻土壓力無荷載時(shí)的破裂角=25.000(度)公路-II級(jí)路基面總寬=7.000(m),路肩寬=0.000(m)安全距離=0.500(m)單車車輛外側(cè)車輪中心到車輛邊緣距離=0.350(m),車與車之間距離=0.600(m)經(jīng)計(jì)算得，路面上橫向可排列此種車輛3列布置寬度=6.406(m)布置寬度范圍內(nèi)車輪及輪重列表:第1列車:中點(diǎn)距全部破裂體輪號(hào)路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00060.000050.5000.60060.00060.000062.3000.60060.00060.000070.5000.60070.00070.000082.3000.60070.00070.000090.5000.60070.00070.000102.3000.60070.00070.000第2列車:中點(diǎn)距全部破裂體輪號(hào)路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)013.6000.30015.00015.000025.4000.30015.00015.000033.6000.60060.00060.000045.4000.60060.00060.000053.6000.60060.00060.000065.4000.60060.00060.000073.6000.60070.00070.000085.4000.60070.00070.000093.6000.60070.00070.000105.4000.60070.00070.000第3列車:中點(diǎn)距全部破裂體輪號(hào)路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)016.7000.30015.0000.000028.5000.30015.0000.000036.7000.60060.0000.569048.5000.60060.0000.000056.7000.60060.0000.569068.5000.60060.0000.000076.7000.60070.0000.664088.5000.60070.0000.000096.7000.60070.0000.664108.5000.60070.0000.000布置寬度B0=6.406(m)分布長(zhǎng)度L0=19.928(m)荷載值SG=1102.467(kN)換算土柱高度h0=0.411(m)按力多邊形法計(jì)算得到:破裂角：25.000(度)Ea=199.464(kN)Ex=199.435(kN)Ey=3.355(kN)作用點(diǎn)高度Zy=3.141(m)墻身截面積=33.960(m2)重量=815.040(kN)衡重臺(tái)上填料重(包括超載)=78.123(kN)重心坐標(biāo)(2.283,-2.632)(相對(duì)于墻面坡上角點(diǎn))(一)滑動(dòng)穩(wěn)定性驗(yàn)算因基礎(chǔ)為臺(tái)階式基礎(chǔ)，一般用于巖石地基，不驗(yàn)算滑移穩(wěn)定性(二)傾覆穩(wěn)定性驗(yàn)算相對(duì)于墻趾,墻身重力的力臂Zw=2.316(m)相對(duì)于墻趾,上墻Ey的力臂Zx=4.053(m)相對(duì)于墻趾,上墻Ex的力臂Zy=8.941(m)相對(duì)于墻趾,下墻Ey的力臂Zx3=3.985(m)相對(duì)于墻趾,下墻Ex的力臂Zy3=3.141(m)基礎(chǔ)為臺(tái)階式基礎(chǔ)，驗(yàn)算擋土墻繞基礎(chǔ)趾點(diǎn)的傾覆穩(wěn)定性基礎(chǔ)截面積=11.550(m2)基礎(chǔ)重量Wj=277.200kN基礎(chǔ)重心距離基礎(chǔ)趾點(diǎn)的水平距離=2.269(m)各道錨桿的抗拔力計(jì)算:傾覆力矩=2381.493(kN-m)抗傾覆力矩=4809.962(kN-m)傾覆驗(yàn)算滿足:K0=2.020>1.500傾覆穩(wěn)定方程驗(yàn)算：傾覆穩(wěn)定方程滿足:方程值=1032.991(kN-m)>0.0(三)地基應(yīng)力及偏心距驗(yàn)算基礎(chǔ)為臺(tái)階式基礎(chǔ)，只驗(yàn)算基礎(chǔ)底的偏心距基礎(chǔ)截面積=11.550(m2)基礎(chǔ)重量Wj=277.200kN基礎(chǔ)重心距離基礎(chǔ)趾點(diǎn)的水平距離=2.269(m)作用于基礎(chǔ)底的總豎向力=1332.023(kN)作用于墻趾下點(diǎn)的總彎矩=2428.469(kN-m)基礎(chǔ)底面寬度B=5.500(m)偏心距e=0.927(m)基礎(chǔ)底面合力作用點(diǎn)距離基礎(chǔ)趾點(diǎn)的距離Zn=1.823(m)最下一階臺(tái)階寬度驗(yàn)算滿足:寬度=2.500>=1.25*1.823=2.279(m)作用于基底的合力偏心距驗(yàn)算滿足:e=0.927<=0.200*5.500=1.100(m)(四)基礎(chǔ)強(qiáng)度驗(yàn)算基礎(chǔ)為臺(tái)階式基礎(chǔ)，不作強(qiáng)度驗(yàn)算(五)上墻截面強(qiáng)度驗(yàn)算上墻重力Ws=218.880(kN)上墻墻背處的Ex=96.878(kN)上墻墻背處的Ey=43.595(kN)相對(duì)于上墻墻趾，上墻重力的力臂Zw=1.171(m)相對(duì)于上墻墻趾，上墻Ex的力臂Zy=1.741(m)相對(duì)于上墻墻趾，上墻Ey的力臂Zx=2.317(m)[容許應(yīng)力法]:法向應(yīng)力檢算:相對(duì)于上墻墻趾，合力作用力臂Zn=0.719(m)截面寬度B=3.100(m)偏心距e1=0.731(m)截面上偏心距驗(yàn)算滿足:e1=0.731＜0.250*3.100=0.775(m)截面上壓應(yīng)力:面坡=220.901背坡=-51.562(kPa)壓應(yīng)力驗(yàn)算滿足:計(jì)算值=220.901<=5000.000(kPa)拉應(yīng)力驗(yàn)算滿足:計(jì)算值=51.562<=660.000(kPa)切向應(yīng)力檢算:剪應(yīng)力驗(yàn)算滿足:計(jì)算值=-19.551<=1320.000(kPa)斜截面剪應(yīng)力檢算:驗(yàn)算斜截面與水平面的夾角=28.927(度)斜剪應(yīng)力驗(yàn)算滿足:計(jì)算值=27.264<=1320.000(kPa)[極限狀態(tài)法]: 重要性系數(shù)?0=1.000 驗(yàn)算截面上的軸向力組合設(shè)計(jì)值Nd=323.689(kN) 軸心力偏心影響系數(shù)醟=0.495 擋墻構(gòu)件的計(jì)算截面每沿米面積A=3.100(m2) 材料抗壓強(qiáng)度設(shè)計(jì)值fcd=10500.000(kPa) 偏心受壓構(gòu)件在彎曲平面內(nèi)的縱向彎曲系數(shù)豮=0.999 計(jì)算強(qiáng)度時(shí): 強(qiáng)度驗(yàn)算滿足:計(jì)算值=323.689<=16121.661(kN) 計(jì)算穩(wěn)定時(shí): 穩(wěn)定驗(yàn)算滿足:計(jì)算值=323.689<=16100.907(kN)(六)墻底截面強(qiáng)度驗(yàn)算驗(yàn)算截面以上，墻身截面積=33.960(m2)重量=815.040(kN)相對(duì)于驗(yàn)算截面外邊緣，墻身重力的力臂Zw=2.316(m)[容許應(yīng)力法]:法向應(yīng)力檢算:作用于截面總豎向力=1054.823(kN)作用于墻趾下點(diǎn)的總彎矩=1317.218(kN-m)相對(duì)于驗(yàn)算截面外邊緣，合力作用力臂Zn=1.249(m)截面寬度B=3.200(m)偏心距e1=0.351(m)截面上偏心距驗(yàn)算滿足:e1=0.351<=0.250*3.200=0.800(m)截面上壓應(yīng)力:面坡=546.721背坡=112.543(kPa)壓應(yīng)力驗(yàn)算滿足:計(jì)算值=546.721<=5000.000(kPa)切向應(yīng)力檢算:剪應(yīng)力驗(yàn)算滿足:計(jì)算值=-105.181<=1320.000(kPa)[極限狀態(tài)法]: 重要性系數(shù)?0=1.000 驗(yàn)算截面上的軸向力組合設(shè)計(jì)值Nd=1313.744(kN) 軸心力偏心影響系數(shù)醟=0.785 擋墻構(gòu)件的計(jì)算截面每沿米面積A=3.200(m2) 材料抗壓強(qiáng)度設(shè)計(jì)值fcd=10500.000(kPa) 偏心受壓構(gòu)件在彎曲平面內(nèi)的縱向彎曲系數(shù)豮=0.925 計(jì)算強(qiáng)度時(shí): 強(qiáng)度驗(yàn)算滿足:計(jì)算值=1313.744<=26369.988(kN) 計(jì)算穩(wěn)定時(shí): 穩(wěn)定驗(yàn)算滿足:計(jì)算值=1313.744<=24405.094(kN)(七)臺(tái)頂截面強(qiáng)度驗(yàn)算[土壓力計(jì)算]計(jì)算高度為10.800(m)處的庫侖主動(dòng)土壓力無荷載時(shí)的破裂角=25.000(度)公路-II級(jí)路基面總寬=7.000(m),路肩寬=0.000(m)安全距離=0.500(m)單車車輛外側(cè)車輪中心到車輛邊緣距離=0.350(m),車與車之間距離=0.600(m)經(jīng)計(jì)算得，路面上橫向可排列此種車輛3列布置寬度=4.848(m)布置寬度范圍內(nèi)車輪及輪重列表:第1列車:中點(diǎn)距全部破裂體輪號(hào)路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00060.000050.5000.60060.00060.000062.3000.60060.00060.000070.5000.60070.00070.000082.3000.60070.00070.000090.5000.60070.00070.000102.3000.60070.00070.000第2列車:中點(diǎn)距全部破裂體輪號(hào)路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)013.6000.30015.00015.000025.4000.30015.0000.000033.6000.60060.00060.000045.4000.60060.0000.000053.6000.60060.00060.000065.4000.60060.0000.000073.6000.60070.00070.000085.4000.60070.0000.000093.6000.60070.00070.000105.4000.60070.0000.000布置寬度B0=4.848(m)分布長(zhǎng)度L0=15.771(m)荷載值SG=825.000(kN)換算土柱高度h0=0.514(m)計(jì)算上墻土壓力按假想墻背計(jì)算得到:第1破裂角：25.000(度)Ea=211.432(kN)Ex=94.808(kN)Ey=188.983(kN)作用點(diǎn)高度Zy=1.690(m)因?yàn)楦┬眽Ρ常枧袛嗟诙屏衙媸欠翊嬖?，?jì)算后發(fā)現(xiàn)第二破裂面存在：第2破裂角=28.535(度)第1破裂角=25.000(度)Ea=185.595(kN)Ex=96.878(kN)Ey=158.305(kN)作用點(diǎn)高度Zy=1.741(m)計(jì)算下墻土壓力無荷載時(shí)的破裂角=25.000(度)公路-II級(jí)路基面總寬=7.000(m),路肩寬=0.000(m)安全距離=0.500(m)單車車輛外側(cè)車輪中心到車輛邊緣距離=0.350(m),車與車之間距離=0.600(m)經(jīng)計(jì)算得，路面上橫向可排列此種車輛3列布置寬度=6.146(m)布置寬度范圍內(nèi)車輪及輪重列表:第1列車:中點(diǎn)距全部破裂體輪號(hào)路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00060.000050.5000.60060.00060.000062.3000.60060.00060.000070.5000.60070.00070.000082.3000.60070.00070.000090.5000.60070.00070.000102.3000.60070.00070.000第2列車:中點(diǎn)距全部破裂體輪號(hào)路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)013.6000.30015.00015.000025.4000.30015.00015.000033.6000.60060.00060.000045.4000.60060.00060.000053.6000.60060.00060.000065.4000.60060.00060.000073.6000.60070.00070.000085.4000.60070.00070.000093.6000.60070.00070.000105.4000.60070.00070.000布置寬度B0=6.146(m)分布長(zhǎng)度L0=19.235(m)荷載值SG=1100.000(kN)換算土柱高度h0=0.443(m)按力多邊形法計(jì)算得到:破裂角：25.000(度)Ea=155.501(kN)Ex=155.479(kN)Ey=2.616(kN)作用點(diǎn)高度Zy=2.660(m)[強(qiáng)度驗(yàn)算]驗(yàn)算截面以上，墻身截面積=30.120(m2)重量=722.880(kN)相對(duì)于驗(yàn)算截面外邊緣，墻身重力的力臂Zw=2.388(m)[容許應(yīng)力法]:法向應(yīng)力檢算:作用于截面總豎向力=961.923(kN)作用于墻趾下點(diǎn)的總彎矩=905.493(kN-m)相對(duì)于驗(yàn)算截面外邊緣，合力作用力臂Zn=0.941(m)截面寬度B=2.900(m)偏心距e1=0.509(m)截面上偏心距驗(yàn)算滿足:e1=0.509<=0.250*2.900=0.725(m)截面上壓應(yīng)力:面坡=680.780背坡=-17.384(kPa)壓應(yīng)力驗(yàn)算滿足:計(jì)算值=680.780<=5000.000(kPa)拉應(yīng)力驗(yàn)算滿足:計(jì)算值=17.384<=660.000(kPa)切向應(yīng)力檢算:剪應(yīng)力驗(yàn)算滿足:計(jì)算值=-111.999<=1320.000(kPa)[極限狀態(tài)法]: 重要性系數(shù)?0=1.000 驗(yàn)算截面上的軸向力組合設(shè)計(jì)值Nd=1202.117(kN) 軸心力偏心影響系數(shù)醟=0.652 擋墻構(gòu)件的計(jì)算截面每沿米面積A=2.900(m2) 材料抗壓強(qiáng)度設(shè)計(jì)值fcd=10500.000(kPa) 偏心受壓構(gòu)件在彎曲平面內(nèi)的縱向彎曲系數(shù)豮=0.910 計(jì)算強(qiáng)度時(shí): 強(qiáng)度驗(yàn)算滿足:計(jì)算值=1202.117<=19858.887(kN) 計(jì)算穩(wěn)定時(shí): 穩(wěn)定驗(yàn)算滿足:計(jì)算值=1202.117<=18071.893(kN)(八)整體穩(wěn)定驗(yàn)算最不利滑動(dòng)面:圓心:(3.81000,1.50000)半徑=2.53127(m)安全系數(shù)=3.496總的下滑力 =17.809(kN)總的抗滑力 =62.256(kN)土體部分下滑力 =17.809(kN)土體部分抗滑力 =62.256(kN)筋帶的抗滑力 =0.000(kN)整體穩(wěn)定驗(yàn)算滿足:最小安全系數(shù)=3.496>=1.250=================================================各組合最不利結(jié)果=================================================(一)滑移驗(yàn)算因基礎(chǔ)為臺(tái)階式基礎(chǔ)，一般用于巖石地基，不驗(yàn)算滑移穩(wěn)定性(二)傾覆驗(yàn)算安全系數(shù)最不利為：組合1(組合1)抗傾覆力矩=4809.962(kN-M),傾覆力矩=2381.4