挡墙计算书三

滑坡剩余下滑力计算=====================================================================滑动体重度 =19.500(kN/m3)滑动体饱和重度 =21.000(kN/m3)安全系数 =1.350不考虑动水压力和浮托力不考虑承压水的浮托力不考虑坡面外的静水压力的作用不考虑地震力坡面线段数:4,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)附加力数10.0012.792022.5500.000030.0012.7300412.0000.00011定位距离=2.000(m)Px=0.000Py=1050.000(kN)（既有7层楼房按15KN/m3计，7×15×10=1050KN）水面线段数:1,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)10.0000.000滑动面线段数:3,起始点标高0.000(m)段号投影Dx(m)投影Dy(m)粘聚力(kPa)摩擦角(度)13.5601.55020.00012.00024.1601.98020.00012.00033.6701.99020.00012.000计算目标：按指定滑面计算推力第1块滑体上块传递推力=0.000(kN)推力角度=0.000(度)剩余下滑力传递系数=0.980本块滑面粘聚力=20.000(kPa)滑面摩擦角=12.000(度)本块总面积=3.659(m2)浸水部分面积=0.000(m2)本块总重=71.350(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=4.175(m)下滑力=45.914(kN)滑床反力R=62.723(kN)滑面抗滑力=13.332(kN)粘聚力抗滑力=83.496(kN)本块剩余下滑力=-50.914(kN)本块下滑力角度=28.468(度)第2块滑体上块传递推力=0.000(kN)推力角度=28.468(度)剩余下滑力传递系数=0.987本块滑面粘聚力=20.000(kPa)滑面摩擦角=12.000(度)本块总面积=12.405(m2)浸水部分面积=0.000(m2)本块总重=241.900(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=1050.000(kN)有效的滑动面长度=4.607(m)下滑力=749.538(kN)滑床反力R=1166.509(kN)滑面抗滑力=247.949(kN)粘聚力抗滑力=92.143(kN)本块剩余下滑力=409.446(kN)本块下滑力角度=25.453(度)第3块滑体上块传递推力=409.446(kN)推力角度=25.453(度)剩余下滑力传递系数=0.992本块滑面粘聚力=20.000(kPa)滑面摩擦角=12.000(度)本块总面积=9.932(m2)浸水部分面积=0.000(m2)本块总重=193.680(kN)浸水部分重=0.000(kN)本块总附加力Px=0.000(kN)Py=0.000(kN)有效的滑动面长度=3.883(m)下滑力=513.592(kN)滑床反力R=191.330(kN)滑面抗滑力=40.669(kN)粘聚力抗滑力=77.656(kN)本块剩余下滑力=395.268(kN)本块下滑力角度=23.528(度)由上可知，滑体作用在桩上的水平力=395.268KN×cos23.528°=362.41KN抗滑动桩验算墙身尺寸:桩总长:8.500(m)嵌入深度:5.600(m)截面形状:方桩桩宽:1.200(m)桩高:1.500(m)桩间距:5.000(m)嵌入段土层数:2桩底支承条件:自由计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数11.62019.50028.00120.000.0001.000250.00023.50040.50680.00180.0001.000桩前滑动土层厚:0.000(m)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:200(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:250(mm)挡土墙类型:一般挡土墙墙后填土内摩擦角:28.000(度)墙背与墙后填土摩擦角:14.000(度)墙后填土容重:19.500(kN/m3)横坡角以上填土的土摩阻力(kPa):680.00横坡角以下填土的土摩阻力(kPa):680.00坡线与滑坡推力力:坡面线线段数:3折线序序号水平投投影长(m)竖向向投影长((m)12.55500.000020.00002.73303112.00000.0000地面横横坡角度::0.0000(度度)墙顶标标高:00.0000(m)参数数名称参数值推力分分布类型梯梯形梯形荷荷载(q1/qq2)00.5000桩后剩剩余下滑力力水平分力力3362.4407(kkN/m))桩后剩剩余抗滑力力水平分力力0.0000(kkN/m))钢筋混凝土配筋筋计算依据据:《混凝土土结构设计计规范GBB50001020100》注意：内力计算算时，滑坡坡推力、库库仑土压力力分项(安全)系数=1.355=====================================================================================第1种情况::滑坡坡推力作用用情况[桩身所受受推力计算算]假定荷荷载梯形分分布桩后:上部=4116.5660(kNN/m)下部=8333.1220(kNN/m)桩前:上部=0..000((kN/mm)下部部=0.0000(kkN/m))桩前分分布长度==0.0000(m))(一)桩身内力计计算计算方方法:KK法背侧--为挡土土侧；面侧侧--为非挡挡土侧。背侧最最大弯矩=69948.4462(kkN-m))距离桩桩顶5..000((m)面侧最最大弯矩=0..000((kN-mm)距离离桩顶00.0000(m)最大大剪力=33018..746((kN)距离离桩顶66.7500(m)最大大位移=445(mmm)点点号距顶距距离弯矩剪力位移土反反力(m)(kN--m)(kN))(mm))(kPPa)10.000000.00000..000-45..140.000020.177177.4166-87..780-43..880.000030.3441300.2344--180..576-42..610.000040.5112699.3100--278..389-41..350.000050.68821255.4999--381..217-40..090.000060.85531999.6577--489..061-38..820.000071.02242922.6400--601..922-37..560.000081.19944055.3044--719..798-36..300.000091.36655388.5044--842..690-35..040.0000101.53356933.0955--970..599-33..780.0000111.70068699.9344-11103..523-32..520.0000121.877610699.8766-11241..464-31..270.0000132.044712933.7777-11384..420-30..020.0000142.211815422.4933-11532..392-28..770.0000152.388818166.8799-11685..381-27..530.0000162.555921177.7911-11843..385-26..290.0000172.722924466.0844-22006..406-25..060.0000182.900028022.6144-22174..442-23..830.0000193.077531833.1411-22174..442-22..590.0000203.255035633.6699-22174..442-21..350.0000213.422539444.1977-22174..442-20..120.0000223.600043244.7244-22174..442-18..900.0000233.777547055.2511-22174..442-17..700.0000243.955050855.7788-22174..442-16..510.0000254.122554666.3066-22174..442-15..340.0000264.300058466.8333-22174..442-14..180.0000274.477562277.3600-22174..442-13..040.0000284.655066077.8888-11761..278-11..92-21446.3004294.822568433.8088--973..068-10..82-19448.2990305.000069488.4622--260..380-9..74-17553.9990315.177569344.9400378..230-8..69-15663.4662325.355068166.0822944..211-7..65-13776.7000335.522566044.467711439..001-6..63-11993.6441345.700063122.431111864..005-5..63-10114.1771355.877559522.065522220..573-4..66-8338.1331366.055055355.230022509..989-3..70-6665.3226376.222550733.569922733..454-2..75-4995.5331386.400045788.521122892..079-1..82-3228.4995396.577540611.342222986..874-0..91-1663.9550406.755035333.116633018..746-0..01--1.6115416.922530044.780022988..4880..881558.7996427.100024877.145522896..7881..763117.5770437.277519900.905522744..2202..644774.9889447.455015266.668822531..2553..516331.3220457.622511044.966622258..2644..377886.8117467.80007366.275511925..5235..239441.7007477.97754311.033311533..2286..0910996.1990488.15501999.646611081..5036..9512550.4332498.3225522.5077570..4187..8014004.5558508.500000.0000150..0208..6615558.6447(二)桩身配筋计计算点点号距顶距距离面侧纵纵筋背侧纵纵筋箍箍筋(m)(mmm2)(mmm2)((mm2))10.00003600033600334320.17713600033600334330.34413600033600334340.51123600033600334350.68823600033600334360.85533600033600334371.02243600033600334381.19943600033600334391.366536000336003343101.533536000336003343111.700636000336003343121.877636000336003343132.044736000336003343142.211836000338503343152.388836000444423343162.555936000550973343172.722936000558203343182.900036000666163343193.077536000774773343203.255036000883513343213.422536000992383343223.6000360001001403343233.7775360001110563343243.9550360001119893343254.1225360001229383343264.3000360001339043343274.4775360001448883343284.6550360001558933343294.8225360001665253343305.0000360001668093343315.1775360001667723343325.3550360001664513343335.5225360001558833343345.7000360001551113343355.8775360001441743343366.0550360001331114486376.2225360001119596601386.4000360001007496682396.577536000995147731406.755036000882807747416.922536000770727732427.100036000559116685437.277536000448206606447.455036000338164497457.622536000336003357467.800036000336003343477.977536000336003343488.155036000336003343498.322536000336003343508.500036000336003343=====================================================================================第2种情况::库仑仑土压力((一般情况况)[土压力计计算]计算高高度为22.9000(m)处处的库仑主主动土压力力第1破裂角：：45..846((度)Ea==50.8828EEx=499.3188Ey==12.2296(kkN)作作用点高度度Zy==0.8667(m))(一)桩身内力计计算计算方方法:KK法背侧--为挡土土侧；面侧侧--为非挡挡土侧。背侧最最大弯矩=8330.7119(kNN-m)距离桩顶顶5.1175(mm)面侧最最大弯矩=0..000((kN-mm)距离离桩顶00.0000(m)最大大剪力=3365.9958(kkN)距离桩桩顶6..750((m)最大大位移=66(mm))点点号距顶距距离弯矩剪力位移土反反力(m)(kN--m)(kN))(mm))(kPPa)10.000000.00000..000-5..560.000020.177100.0511-0..900-5..410.000030.344100.4099-3..600-5..260.000040.511211.3822-8..100-5..100.000050.688233.2755-14..399-4..950.000060.855366.3977-22..499-4..800.000071.0224111.0544-32..399-4..640.000081.1994177.5533-44..098-4..490.000091.3665266.2011-57..598-4..340.0000101.5335377.3066-72..897-4..190.0000111.7006511.1755-89..997-4..030.0000121.8776688.1133--108..896-3..880.0000132.0447888.4300--129..595-3..730.0000142.21181122.4311--152..094-3..580.0000152.38881400.4233--176..394-3..430.0000162.55591722.8755--205..312-3..280.0000172.72292111.0633--244..641-3..120.0000182.90002577.1011--297..353-2..970.0000193.07753099.1388--297..353-2..820.0000203.25503611.1755--297..353-2..670.0000213.42254133.2122--297..353-2..520.0000223.60004655.2499--297..353-2..370.0000233.77755177.2866--297..353-2..220.0000243.95505699.3222--297..353-2..070.0000254.12256211.3599--297..353-1..930.0000264.30006733.3966--297..353-1..780.0000274.47757255.4333--297..353-1..640.0000284.65507777.4700--245..228-1..50-2770.7779294.82258111.2633--145..715-1..37-2446.1773305.00008288.4700-55..590-1..23-2222.0007315.17758300.719925..318-1..10-1998.2991325.35508199.609997..181-0..97-1775.0226335.52257966.7066160..173-0..85-1552.2006345.70007633.5488214..463-0..72-1229.8119355.87757211.6444260..214-0..60-1007.8447366.05506722.4733297..581-0..48-886.2667376.22256177.4911326..709-0..36-665.0552386.40005588.1255347..735-0..25-444.1774396.57754955.7833360..782-0..13-223.5999406.75504311.8511365..958-0..02--3.2993416.92253677.6988363..3630..09116.7777427.10003044.6744353..0790..20336.6447437.27752444.1200335..1770..31556.3550447.45501877.3633309..7150..42775.9221457.62251355.7200276..7380..53995.3889467.8000900.5044236..2800..641114.7882477.9775533.0222188..3650..751334.1226488.1550244.5777133..0090..851553.4440498.322566.469970..2190..961772.7339508.500000.000018..4831..071992.0334(二)桩身配筋计计算点点号距顶距距离面侧纵纵筋背侧纵纵筋箍箍筋(m))((mm2))(mm22)(mmm2)10.00003600033600334320.17713600033600334330.34413600033600334340.51123600033600334350.68823600033600334360.85533600033600334371.02243600033600334381.19943600033600334391.366536000336003343101.533536000336003343111.700636000336003343121.877636000336003343132.044736000336003343142.211836000336003343152.388836000336003343162.555936000336003343172.722936000336003343182.900036000336003343193.077536000336003343203.255036000336003343213.422536000336003343223.600036000336003343233.777536000336003343243.955036000336003343254.122536000336003343264.300036000336003343274.477536000336003343284.655036000336003343294.822536000336003343305.000036000336003343315.177536000336003343325.355036000336003343335.522536000336003343345.700036000336003343355.877536000336003343366.055036000336003343376.222536000336003343386.400036000336003343396.577536000336003343406.755036000336003343416.922536000336003343427.100036000336003343437.277536000336003343447.455036000336003343457.622536000336003343467.800036000336003343477.977536000336003343488.155036000336003343498.322536000336003343508.50003600033600334311m高衡重式式挡土墙验验算[执行标准准：公路]]墙身尺寸:墙身总总高:111.0000(m))上墙高高:4..400((m)墙顶宽宽:1..100((m)台宽::1.3300(mm)面坡倾倾斜坡度::1:00.0000上墙背背坡倾斜坡坡度:11:0.4400下墙背背坡倾斜坡坡度:11:-0..300采用11个扩展墙墙址台阶::墙趾台台阶b1::0.6600(mm)墙趾台台阶h1::0.9900(mm)墙趾台台阶与墙面面坡坡度相相同墙底倾倾斜坡率::0.1100:11下墙土土压力计算算方法:力多边形形法物理参数：圬工砌砌体容重::24..000((kN/mm3)圬工之之间摩擦系系数:00.4000地基土土摩擦系数数:0..500墙身砌砌体容许压压应力:21000.0000(kPaa)墙身砌砌体容许弯弯曲拉应力力:2880.0000(kPPa)墙身砌砌体容许剪剪应力:110..000((kPa))材料抗抗压极限强强度:11.6000(MPaa)材料抗抗力分项系系数:22.3100系数ααs:0..00200挡土墙墙类型:一般挡土土墙墙后填填土内摩擦擦角:330.0000(度)墙后填填土粘聚力力:0..000((kPa))墙后填填土容重::20..000((kN/mm3)墙背与与墙后填土土摩擦角::14..000((度)地基土土容重:23.5500(kkN/m33)修正后后地基承载载力特征值值:6000.0000(kPPa)地基承承载力特征征值提高系系数:墙趾值值提高系数数:1..200墙踵值值提高系数数:1..300平均值值提高系数数:1..000墙底摩摩擦系数::0.5500地基土土类型:岩石地基基地基土土内摩擦角角:400.5000(度)土压力力计算方法法:库仑坡线土柱:坡面线线段数:2折线序序号水平投投影长(m)竖向向投影长((m)换算算土柱数13.00000.00001第1个:距离0.0000(mm),宽度度3.0000(m)),高度0.1150(mm)20004路基基规范挡土土墙人群荷荷载28.00000.00001第1个:定位距距离0.0000(mm)城-B级地面横横坡角度::20..000((度)填土对对横坡面的的摩擦角::35..000((度)墙顶标标高:00.0000(m)挡墙分分段长度::10..000((m)=====================================================================================第1种情况::组合合1=======================================================组合系系数:11.00001.挡土墙结结构重力分项系数数=00.9000√2.填土重力力分项系数数=11.2000√3.填土侧压压力分项系数数=11.4000√4.车辆荷载载引起的土土侧压力分项系数数=11.4000×=======================================================[土压力计计算]计算高高度为111.2770(m))处的库仑仑主动土压压力无无荷载时的的破裂角=300.0022(度)城-B级路基面总总宽=88.0000(m),,路肩宽宽=0.0000(mm)安全全距离=00.6000(m)单车车辆辆外侧车轮轮中心到车车辆边缘距距离=00.3500(m),,车与车车之间距离离=0.6600(mm)经计算得得，路面上上横向可排排列此种车车辆3列布置宽度度=2..601((m)布置宽度度范围内车车轮及轮重重列表:第1列车:中中点距全部破破裂体轮号路边距距离(m)轮宽(m)轮压(kN)上轮压(kN)010.66000.2550300.000030..000022.44000.2550300.000030..000030.66000.6000600.000060..000042.44000.6000600.000050..055050.66000.6000600.000060..000062.44000.6000600.000050..055布置宽度度B0=22.6011(m)分布长度度L0=77.5900(m)荷载值SGG=2800.1099(kN))换算土柱柱高度hh0=0.7110(m))计算上上墙土压力力按按假想墙背背计算得到到:第1破裂角：：30..240((度)Ea==150..077((kN)Ex=663.8660(kNN)Eyy=1355.8133(kN))作用点点高度ZZy=1..467((m)因因为俯斜墙墙背，需判判断第二破破裂面是否否存在，计计算后发现现第二破裂裂面存在：：第2破裂角=229.9991(度)第1破裂角=330.0002(度)Ea==129..033((kN)Ex=664.5333(kNN)Eyy=1111.7366(kN))作用点点高度ZZy=1..467((m)计算下下墙土压力力无无荷载时的的破裂角=388.7344(度)城-B级路基面总总宽=88.0000(m),,路肩宽宽=0.0000(mm)安全全距离=00.6000(m)单车车辆辆外侧车轮轮中心到车车辆边缘距距离=00.3500(m),,车与车车之间距离离=0.6600(mm)经计算得得，路面上上横向可排排列此种车车辆3列布置宽度度=7..039((m)布置宽度度范围内车车轮及轮重重列表:第1列车:中中点距全部破破裂体轮号路边距距离(m)轮宽(m)轮压(kN)上轮压(kN)010.66000.2550300.000030..000022.44000.2550300.000030..000030.66000.6000600.000060..000042.44000.6000600.000060..000050.66000.6000600.000060..000062.44000.6000600.000060..000第2列车:中中点距全部破破裂体轮号路边距距离(m)轮宽(m)轮压(kN)上轮压(kN)013.77000.2550300.000030..000025.55000.2550300.000030..000033.77000.6000600.000060..000045.55000.6000600.000060..000053.77000.6000600.000060..000065.55000.6000600.000060..000第3列车:中中点距全部破破裂体轮号路边距距离(m)轮宽(m)轮压(kN)上轮压(kN)016.88000.2550300.000030..000028.66000.2550300.00000..000036.88000.6000600.000053..884048.66000.6000600.00000..000056.88000.6000600.000053..884068.66000.6000600.00000..000布置宽度度B0=77.0399(m)分布长度度L0=110.0000(m))荷载值值SG=7737.7767(kkN)换算土柱柱高度hh0=0.5224(m))按按力多边形形法计算得得到:破裂角角：388.7344(度)Ea==210..375((kN)Ex=2210.1141(kkN)EEy=-99.9077(kN))作用点点高度ZZy=2..933((m)墙身截截面积==30..549((m2)重量=733..180(kN))衡重重台上填料料重(包括超载载)=80.1104(kkN)重重心坐标((2.5889,-22.5144)(相对对于墙面坡坡上角点))(一)滑动稳定性性验算基底摩摩擦系数=0.5000采用倾倾斜基底增增强抗滑动动稳定性,,计算过程程如下:基底倾倾斜角度=5..711(度)Wn=8009.2448(kNN)Enn=1128.6654(kkN)WWt=80.9925(kkN)EEt=263..179((kN)滑移力力=1882.2554(kNN)抗抗滑力=468..951((kN)滑移验验算满足::Kc=22.5733>11.3000滑动稳稳定方程验验算：滑动稳稳定方程满满足:方程值值=2256.9986(kkN)>>0.00地基土土层水平向向:滑移力力=2774.6775(kNN)抗抗滑力=461..836((kN)地基土土层水平向向:滑移验验算满足::Kc22=1.6881>1.3000(二)倾覆稳定性性验算相对于于墙趾,墙身重力力的力臂Zw==2.0031((m)相对于于墙趾,上墙Ey的力臂臂ZZx=3.9114(mm)相对于于墙趾,上墙Ex的力臂臂ZZy=8.0667(mm)相对于于墙趾,下墙Ey的力臂臂ZZx3==3.5579((m)相对于于墙趾,下墙Ex的力臂臂ZZy3==2.6663((m)验算挡挡土墙绕墙墙趾的倾覆覆稳定性倾覆力力矩=11080..190((kN-mm)抗抗倾覆力矩矩=21146.6674(kkN-m))倾覆验验算满足::K0=1..987>1..500倾覆稳稳定方程验验算：倾覆稳稳定方程满满足:方程值值=4446.1166(kkN-m))>00.0(三)地基应力及及偏心距验验算基础类类型为天然然地基，验验算墙底偏偏心距及压压应力取倾斜斜基底的倾倾斜宽度验验算地基承承载力和偏偏心距作用于于基础底的的总竖向力力=9937.9902(kkN)作作用于墙趾趾下点的总总弯矩=11066..484((kN-mm)基础底底面宽度B=22.7122(m))偏心距距e==0.2219(mm)基础底底面合力作作用点距离离基础趾点点的距离Zn==1..137((m)基底压压应力:趾部=5113.3887踵踵部=1778.1556(kPPa)最大应应力与最小小应力之比比=5513.3387//1788.1566=22.8822作用于于基底的合合力偏心距距验算满足足:e=0..219<=00.2000*2.7712==0.5542(mm)墙趾处处地基承载载力验算满满足:压应力=5513.3387<<=7220.0000(kPPa)墙踵处处地基承载载力验算满满足:压应力=1178.1156<<=7880.0000(kPPa)地基平平均承载力力验算满足足:压应应力=3445.7772<==6000.0000(kPaa)(四)基础强度验验算基础为为天然地基基，不作强强度验算(五)上墙截面强强度验算上墙重重力Ws==2099.0888(kNN)上墙墙墙背处的Exx=664.5333(kkN)上墙墙墙背处的Eyy=225.8113(kkN)相对于于上墙墙趾趾，上墙重重力的力臂臂Zw=1..055(m)相对于于上墙墙趾趾，上墙EEx的力臂臂Zy=1..467(m)相对于于上墙墙趾趾，上墙EEy的力臂臂Zx=2..273(m)[容许应力法]::法向应应力检算::相相对于上墙墙墙趾，合合力作用力力臂Znn=00.7866(m)截截面宽度B=22.8600(m))偏心距距e1=0..644((m)截截面上偏心心距验算满满足:ee1=00.6444<=0.2550*2..860=0..715((m)截截面上压应应力:面坡=1993.0779背背坡=-228.8113(kPPa)压压应力验算算满足:计算值=193..079<=22100..000((kPa))拉拉应力验算算满足:计算值=28.8813<<=2880.0000(kPPa)切向应应力检算::剪剪应力验算算满足:计算值=-10..289<=1110.0000(kkPa)斜截面面剪应力检检算斜斜剪应力验验算满足::计算值值=344.4277<=110..000((kPa))[极限状态法]::重要性系系数γ0=1..000验算截面面上的轴向向力组合设设计值Ndd=2224.3318(kkN)轴心力偏偏心影响系系数αk=0..621挡墙构件件的计算截截面每沿米米面积A=2..860((m2)材料抗压压极限强度度Ra==16000.0000(kPPa)圬工构件件或材料的的抗力分项项系数γf=2..310偏心受压压构件在弯弯曲平面内内的纵向弯弯曲系数ΨΨk=0..999计算强度度时:强度验算算满足:计算值=224..318<=11229..684((kN)计算稳定定时:稳定验算算满足:计算值=224..318<=11228..630((kN)(六)墙底截面强强度验算验算截截面以上，墙墙身截面积积=330.1774(m22)重重量=724..176(kN))相对于于验算截面面外边缘，墙墙身重力的的力臂ZZw=2.0334(mm)[容许应力法]::法向应应力检算::作作用于截面面总竖向力力=9906.1109(kkN)作作用于墙趾趾下点的总总弯矩=11067..457((kN-mm)相相对于验算算截面外边边缘，合力力作用力臂臂Zn=1..178((m)截截面宽度B=22.7800(m))偏心距距e1=0..212((m)截截面上偏心心距验算满满足:ee1=00.2122<=0.2550*2..780=0..695((m)截截面上压应应力:面坡=4775.0226背背坡=1776.8551(kPPa)压压应力验算算满足:计算值=475..026<=22100..000((kPa))切向应应力检算::剪剪应力验算算满足:计算值=-31..572<=1110.0000(kkPa)[极限状态法]::重要性系系数γ0=1..000验算截面面上的轴向向力组合设设计值Ndd=8890.4443(kkN)轴心力偏偏心影响系系数αk=0..935挡墙构件件的计算截截面每沿米米面积A=2..780((m2)材料抗压压极限强度度Ra==16000.0000(kPPa)圬工构件件或材料的的抗力分项项系数γf=2..310偏心受压压构件在弯弯曲平面内内的纵向弯弯曲系数ΨΨk=0..922计算强度度时:强度验算算满足:计算值=890..443<=11800..006((kN)计算稳定定时:稳定验算算满足:计算值=890..443<=11658..989((kN)(七)台顶截面强强度验算[土压力计计算]计算高高度为110.1000(m))处的库仑仑主动土压压力无无荷载时的的破裂角=300.0022(度)城-B级路基面总总宽=88.0000(m),,路肩宽宽=0.0000(mm)安全全距离=00.6000(m)单车车辆辆外侧车轮轮中心到车车辆边缘距距离=00.3500(m),,车与车车之间距离离=0.6600(mm)经计算得得，路面上上横向可排排列此种车车辆3列布置宽度度=2..601((m)布置宽度度范围内车车轮及轮重重列表:第1列车:中中点距全部破破裂体轮号路边距距离(m)轮宽(m)轮压(kN)上轮压(kN)010.66000.2550300.000030..000022.44000.2550300.000030..000030.66000.6000600.000060..000042.44000.6000600.000050..055050.66000.6000600.000060..000062.44000.6000600.000050..055布置宽度度B0=22.6011(m)分布长度度L0=77.5900(m)荷载值SGG=2800.1099(kN))换算土柱柱高度hh0=0.7110(m))计算上上墙土压力力按按假想墙背背计算得到到:第1破裂角：：30..240((度)Ea==150..077((kN)Ex=663.8660(kNN)Eyy=1355.8133(kN))作用点点高度ZZy=1..467((m)因因为俯斜墙墙背，需判判断第二破破裂面是否否存在，计计算后发现现第二破裂裂面存在：：第2破裂角=229.9991(度)第1破裂角=330.0002(度)Ea==129..033((kN)Ex=664.5333(kNN)Eyy=1111.7366(kN))作用点点高度ZZy=1..467((m)计算下下墙土压力力无无荷载时的的破裂角=388.4144(度)城-B级路基面总总宽=88.0000(m),,路肩宽宽=0.0000(mm)安全全距离=00.6000(m)单车车辆辆外侧车轮轮中心到车车辆边缘距距离=00.3500(m),,车与车车之间距离离=0.6600(mm)经计算得得，路面上上横向可排排列此种车车辆3列布置宽度度=6..359((m)布置宽度度范围内车车轮及轮重重列表:第1列车:中中点距全部破破裂体轮号路边距距离(m)轮宽(m)轮压(kN)上轮压(kN)010.66000.2550300.000030..000022.44000.2550300.000030..000030.66000.6000600.000060..000042.44000.6000600.000060..000050.66000.6000600.000060..000062.44000.6000600.000060..000第2列车:中中点距全部破破裂体轮号路边距距离(m)轮宽(m)轮压(kN)上轮压(kN)013.77000.2550300.000030..000025.55000.2550300.000030..000033.77000.6000600.000060..000045.55000.6000600.000060..000053.77000.6000600.000060..000065.55000.6000600.000060..000第3列车:中中点距全部破破裂体轮号路边距距离(m)轮宽(m)轮压(kN)上轮压(kN)016.88000.2550300.00000..000028.66000.2550300.00000..000036.88000.6000600.00000..000048.66000.6000600.00000..000056.88000.6000600.00000..000068.66000.6000600.00000..000布置宽度度B0=66.3599(m)分布长度度L0=110.0000(m))荷载值值SG=6600.0000(kkN)换算土柱柱高度hh0=0.4772(m))按按力多边形形法计算得得到:破裂角角：388.4144(度)Ea==160..585((kN)Ex=1160.4407(kkN)EEy=-77.5622(kN))作用点点高度ZZy=2..477((m)[强度验算算]验算截截面以上，墙墙身截面积积=227.5551(m22)重重量=661..212(kN))相对于于验算截面面外边缘，墙墙身重力的的力臂ZZw=2.0889(mm)[容许应力法]::法向应应力检算::作作用于截面面总竖向力力=8845.4490(kkN)作作用于墙趾趾下点的总总弯矩=6678.1128(kkN-m))相相对于验算算截面外边边缘，合力力作用力臂臂Zn=0..802((m)截截面宽度B=22.4500(m))偏心距距e1=0..423((m)截截面上偏心心距验算满满足:ee1=00.4233<=0.2550*2..450=0..612((m)截截面上压应应力:面坡=7002.5445背背坡=-112.3550(kPPa)压压应力验算算满足:计算值=702..545<=22100..000((kPa))拉拉应力验算算满足:计算值=12.3350<<=2880.0000(kPPa)切向应应力检算::剪剪应力验算算满足:计算值=-46..227<=1110.0000(kkPa)[极限状态法]::重要性系系数γ0=1..000验算截面面上的轴向向力组合设设计值Ndd=8837.0058(kkN)轴心力偏偏心影响系系数αk=0..736挡墙构件件的计算截截面每沿米米面积A=2..450((m2)材料抗压压极限强度度Ra==16000.0000(kPPa)圬工构件件或材料的的抗力分项项系数γf=2..310偏心受压压构件在弯弯曲平面内内的纵向弯弯曲系数ΨΨk=0..887计算强度度时:强度验算算满足:计算值=837..058<=11249..709((kN)计算稳定定时:稳定验算算满足:计算值=837..058<=11108..167((kN)=====================================================================================第2种情况::组合合2=======================================================组合系系数:11.00001.挡土墙结结构重力分项系数数=00.9000√2.填土重力力分项系数数=11.2000√3.填土侧压压力分项系数数=11.4000√4.车辆荷载载引起的土土侧压力分项系数数=11.4000√=======================================================[土压力计计算]计算高高度为111.2770(m))处的库仑仑主动土压压力无无荷载时的的破裂角=300.0022(度)城-B级路基面总总宽=88.0000(m),,路肩宽宽=0.0000(mm)安全全距离=00.6000(m)单车车辆辆外侧车轮轮中心到车车辆边缘距距离=00.3500(m),,车与车车之间距离离=0.6600(mm)经计算得得，路面上上横向可排排列此种车车辆3列布置宽度度=2..601((m)布置宽度度范围内车车轮及轮重重列表:第1列车:中中点距全部破破裂体轮号路边距距离(m)轮宽(m)轮压(kN)上轮压(kN)010.66000.2550300.000030..000022.44000.2550300.000030..000030.66000.6000600.000060..000042.44000.6000600.000050..055050.66000.6000600.000060..000062.44000.6000600.000050..055布置宽度度B0=22.6011(m)分布长度度L0=77.5900(m)荷载值SGG=2800.1099(kN))换算土柱柱高度hh0=0.7110(m))计算上上墙土压力力按按假想墙背背计算得到到:第1破裂角：：32..718((度)Ea==178..600((kN)Ex=775.9997(kNN)Eyy=1611.6255(kN))作用点点高度ZZy=1..468((m)因因为俯斜墙墙背，需判判断第二破破裂面是否否存在，计计算后发现现第二破裂裂面存在：：第2破裂角=226.8116(度)第1破裂角=332.2114(度)Ea==142..101((kN)Ex=777.7776(kNN)Eyy=1188.9277(kN))作用点点高度ZZy=1..482((m)计算下下墙土压力力无无荷载时的的破裂角=388.1377(度)城-B级路基面总总宽=88.0000(m),,路肩宽宽=0.0000(mm)安全全距离=00.6000(m)单车车辆辆外侧车轮轮中心到车车辆边缘距距离=00.3500(m),,车与车车之间距离离=0.6600(mm)经计算得得，路面上上横向可排排列此种车车辆3列布置宽度度=6..847((m)布置宽度度范围内车车轮及轮重重列表:第1列车:中中点距全部破破裂体轮号路边距距离(m)轮宽(m)轮压(kN)上轮压(kN)010.66000.2550300.000030..000022.44000.2550300.000030..000030.66000.6000600.000060..000042.44000.6000600.000060..000050.66000.6000600.000060..000062.44000.6000600.000060..000第2列车:中中点距全部破破裂体轮号路边距距离(m)轮宽(m)轮压(kN)上轮压(kN)013.77000.2550300.000030..000025.55000.2550300.000030..000033.77000.6000600.000060..000045.55000.6000600.000060..000053.77000.6000600.000060..000065.55000.6000600.000060..000第3列车:中中点距全部破破裂体轮号路边距距离(m)轮宽(m)轮压(kN)上轮压(kN)016.88000.2550300.000020..695028.66000.2550300.00000..000036.88000.6000600.000034..746048.66000.6000600.00000..000056.88000.6000600.000034..746068.66000.6000600.00000..000布置宽度度B0=66.8477(m)分布长度度L0=110.0000(m))荷载值值SG=6690.1187(kkN)换算土柱柱高度hh0=0.5004(m))按按力多边形形法计算得得到:破裂角角：388.6177(度)Ea==223..875((kN)Ex=2223.6627(kkN)EEy=-110.5443(kNN)作用用点高度Zy=22.9766(m)墙身截截面积==30..549((m2)重量=733..180(kN))衡重重台上填料料重(包括超载载)=96.4486(kkN)重重心坐标((2.5558,-22.2988)(相对对于墙面坡坡上角点))(一)滑动稳定性性验算基底摩摩擦系数=0.5000采用倾倾斜基底增增强抗滑动动稳定性,,计算过程程如下:基底倾倾斜角度=5..711(度)Wn=8225.5448(kNN)Enn=1137.8836(kkN)WWt=82.5555(kkN)EEt=289..122((kN)滑移力力=2006.5668(kNN)抗抗滑力=481..692((kN)滑移验验算满足::Kc=22.3322>11.3000滑动稳稳定方程验验算：滑动稳稳定方程满满足:方程值值=2237.7756(kkN)>>0.00地基土土层水平向向:滑移力力=3001.4003(kNN)抗抗滑力=473..304((kN)地基土土层水平向向:滑移验验算满足::Kc22=1.5770>1.3000(二)倾覆稳定性性验算相对于于墙趾,墙身重力力的力臂Zw==2.0031((m)相对于于墙趾,上墙Ey的力臂臂ZZx=4.0111(mm)相对于于墙趾,上墙Ex的力臂臂ZZy=8.0882(mm)相对于于墙趾,下墙Ey的力臂臂ZZx3==3.5592((m)相对于于墙趾,下墙Ex的力臂臂ZZy3==2.7706((m)验算挡挡土墙绕墙墙趾的倾覆覆稳定性倾覆力力矩=11233..808((kN-mm)抗抗倾覆力矩矩=22233.3313(kkN-m))倾覆验验算满足::K0=1..810>1..500倾覆稳稳定方程验验算：倾覆稳稳定方程满满足:方程值值=3322.8804(kkN-m))>00.0(三)地基应力及及偏心距验验算基础类类型为天然然地基，验验算墙底偏偏心距及压压应力取倾斜斜基底的倾倾斜宽度验验算地基承承载力和偏偏心距作用于于基础底的的总竖向力力=9963.3384(kkN)作作用于墙趾趾下点的总总弯矩=9999.5505(kkN-m))基础底底面宽度B=22.7122(m))偏心距距e==0.3319(mm)基础底底面合力作作用点距离离基础趾点点的距离Zn==1..037((m)基底压压应力:趾部=6005.5885踵踵部=1004.7447(kPPa)最大应应力与最小小应力之比比=6605.5585//1044.7477=55.7811作用于于基底的合合力偏心距距验算满足足:e=0..319<=00.2000*2.7712==0.5542(mm)墙趾处处地基承载载力验算满满足:压应力=6605.5585<<=7220.0000(kPPa)墙踵处处地基承载载力验算满满足:压应力=1104.7747<<=7880.0000(kPPa)地基平平均承载力力验算满足足:压应应力=3555.1666<==6000.0000(kPaa)(四)基础强度验验算基础为为天然地基基，不作强强度验算(五)上墙截面强强度验算上墙重重力Ws==2099.0888(kNN)上墙墙墙背处的Exx=777.7776(kkN)上墙墙墙背处的Eyy=331.1110(kkN)相对于于上墙墙趾趾，上墙重重力的力臂臂Zw=1..055(m)相对于于上墙墙趾趾，上墙EEx的力臂臂Zy=1..482(m)相对于于上墙墙趾趾，上墙EEy的力臂臂Zx=2..267(m)[容许应力法]::法向应应力检算::相相对于上墙墙墙趾，合合力作用力力臂Znn=00.7322(m)截截面宽度B=22.8600(m))偏心距距e1=0..698((m)截截面上偏心心距验算满满足:ee1=00.6988<=0.2550*2..860=0..715((m)截截面上压应应力:面坡=2006.9003背背坡=-338.9332(kPPa)压压应力验算算满足:计算值=206..903<=22100..000((kPa))拉拉应力验算算满足:计算值=38.9932<<=2880.0000(kPPa)切向应应力检算::剪剪应力验算算满足:计算值=-6.4400<<=1110.0000(kPPa)斜截面面剪应力检检算斜斜剪应力验验算满足::计算值值=411.0855<=110..000((kPa))[极限状态法]::重要性系系数γ0=1..000验算截面面上的轴向向力组合设设计值Ndd=2231.7734(kkN)轴心力偏偏心影响系系数αk=0..582挡墙构件件的计算截