華新小學(xué)北側(cè)道路工程擋墻計算書

華新小學(xué)北側(cè)道路工程擋墻計算書【全一冊】I目錄目錄 I一、工程概況 1二、地質(zhì)參數(shù) 1三、設(shè)計原則 2四、計算遵循的主要規(guī)范 2五、仰斜式擋墻 3六、樁板擋墻 87.1、1/2號擋墻 87.1.1、1號擋墻4號樁（1.25mx1.6m） 87.1.2、2號擋墻1號樁（1.25mx1.6m） 217.1.3、1號擋墻5號樁（1.6mx2m） 307.1.4、2號擋墻3號樁（1.6mx2m） 427.2、3號擋墻 537.2.1、3號擋墻41號樁（1.25mx1.6m） 547.3、樁板擋墻地基橫向承載力驗算 647.4、擋土板計算 657.4.1、B1型土層擋土板（連續(xù)板） 657.4.2、B2型巖層擋土板（連續(xù)板） 667.4.3、伸縮縫土層擋土板 677.4.4、伸縮縫巖層擋土板 69一、工程概況根據(jù)沿線地形地貌及工程需求，本次設(shè)計范圍內(nèi)共設(shè)置3段擋墻，具體布置詳見下表：序號起訖樁號編號位置擋墻類型長度（m）1K0+070.357～K0+1181號道路左側(cè)仰斜式擋墻、樁板擋墻47.642K0+132.640～K0+158.4922號道路左側(cè)仰斜式擋墻、樁板擋墻32.0143K0+163.897～K0+3353號道路左側(cè)抗滑樁174.677二、地質(zhì)參數(shù)表2.1巖土體物理力學(xué)參數(shù)取值建議一覽表巖土名稱物理力學(xué)參數(shù)素填土卵石粉質(zhì)粘土泥巖砂巖強風(fēng)化中風(fēng)化強風(fēng)化中風(fēng)化天然重度(kN/m3)20.0*20.5*19.5*24.4*24.623.8*24.09飽和重度(kN/m3)20.5*21.0*19.9*25.0*25.224.0*24.29天然抗壓強度(MPa)8.9822.77飽和抗壓強度(MPa)5.7416.53地基承載力基本允許值(kPa)120*250*500*300*1000*內(nèi)聚力C(kPa)天然5.0*5*21.0*5271311飽和3.0*3*15.0*內(nèi)摩擦角φ(ο)天然28.0*30*12.6*31.5233.3飽和25.0*25*8.9*抗拉強度(kPa)178580巖石與錨固體極限粘結(jié)強度標(biāo)準(zhǔn)值(kPa)360*800*巖體水平抗力系數(shù)(MN/m3)60*120*基底摩擦系數(shù)0.25*0.35*0.40*0.35*0.50*注：加“*”為經(jīng)驗值或者根據(jù)規(guī)范查表得出。表2.2與巖土體相關(guān)的其他參數(shù)取值建議一覽表與巖土體相關(guān)的其他參數(shù)取值建議結(jié)構(gòu)面抗剪強度指標(biāo)裂隙LX1C=50kPa，φ=18o裂隙LX2C=50kPa，φ=18o層面C=40kPa，φ=15o粉質(zhì)粘土與基巖面抗剪強度指標(biāo)C=12.0kPa，φ=8.0o卵石層與基巖面康健強度指標(biāo)C=3.0kPa，φ=15.0o素填土與基巖面抗剪強度指標(biāo)C=3.0kPa，φ=12.0o砂泥巖交界面抗剪強度指標(biāo)C=20.0kPa，φ=15.0oⅢ類巖質(zhì)邊坡等效內(nèi)摩擦角泥巖53o砂巖55oⅣ類巖質(zhì)邊坡等效內(nèi)摩擦角泥巖、砂巖43o巖體破裂角泥巖60.8o砂巖61.6o無外傾結(jié)構(gòu)面時邊坡放坡坡率素填土緩于1:1.50粉質(zhì)粘土緩于1:1.50卵石層緩于1：1.25強風(fēng)化基巖緩于1:0.75中風(fēng)化基巖緩于1:0.75三、設(shè)計原則擋墻安全等級：I級抗震設(shè)防烈度：6度（0.05g），按6度構(gòu)造設(shè)防擋墻設(shè)計荷載：車行荷載：城-A級；人群荷載—4KN/m2設(shè)計使用年限：50年四、計算遵循的主要規(guī)范《公路路基設(shè)計規(guī)范》（JTGD30-2015）《混凝土結(jié)構(gòu)設(shè)計規(guī)范》（GB50010-2010）（2015年版）《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）《鋼筋混凝土用鋼第1部分：熱軋光圓鋼筋》（GB1499.1-2008）《鋼筋混凝土用鋼第2部分：熱軋帶肋鋼筋》（GB1499.2-2007）《通用硅酸鹽水泥》（GB175-2007）《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009-2012）《公路橋涵地基及基礎(chǔ)設(shè)計規(guī)范》（JTD63-2007）《混凝土結(jié)構(gòu)耐久性設(shè)計規(guī)范》（GB/T50476-2008）五、仰斜式擋墻仰斜式擋墻最大高度7m，選用7m高斷面對仰斜式擋墻進行驗算。重力式擋土墻驗算[執(zhí)行標(biāo)準(zhǔn)：公路]計算項目：重力式擋土墻1原始條件:墻身尺寸:墻身高:7.000(m)墻頂寬:1.700(m)面坡傾斜坡度:1:0.200背坡傾斜坡度:1:-0.050采用1個擴展墻址臺階:墻趾臺階b1:0.500(m)墻趾臺階h1:0.800(m)墻趾臺階面坡坡度為:1:0.000墻底傾斜坡率:0.100:1物理參數(shù):圬工砌體容重:24.000(kN/m3)圬工之間摩擦系數(shù):0.400地基土摩擦系數(shù):0.500墻身砌體容許壓應(yīng)力:2100.000(kPa)墻身砌體容許彎曲拉應(yīng)力:160.000(kPa)墻身砌體容許剪應(yīng)力:110.000(kPa)材料抗壓極限強度:5.300(MPa)材料抗力分項系數(shù):1.920系數(shù)醩:0.0020場地環(huán)境:一般地區(qū)墻背與墻后填土摩擦角:17.500(度)地基土容重:24.600(kN/m3)修正后地基承載力特征值:220.000(kPa)地基承載力特征值提高系數(shù):墻趾值提高系數(shù):1.200墻踵值提高系數(shù):1.300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:31.520(度)墻后填土土層數(shù):2土層號層厚容重浮容重內(nèi)摩擦角粘聚力土壓力(m)(kN/m3)(kN/m3)(度)(kPa)調(diào)整系數(shù)11.00020.00030.0000.0001.10026.00024.60043.0000.0001.100土壓力計算方法:庫侖坡線土柱:坡面線段數(shù):2折線序號水平投影長(m)豎向投影長(m)換算土柱數(shù)16.0004.0001第1個:距離0.000(m),寬度7.211(m),高度0.150(m)2004路基規(guī)范擋土墻人群荷載210.0000.0001第1個:距離0.000(m),寬度10.000(m),高度0.150(m)2004路基規(guī)范擋土墻人群荷載坡面起始距離:0.000(m)地面橫坡角度:0.000(度)填土對橫坡面的摩擦角:0.000(度)墻頂標(biāo)高:0.000(m)擋墻分段長度: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=====================================================================第1種情況:組合1=============================================組合系數(shù):1.0001.擋土墻結(jié)構(gòu)重力分項系數(shù)=0.900√2.墻頂上的有效永久荷載分項系數(shù)=1.200√3.墻頂與第二破裂面間有效荷載分項系數(shù)=1.200√4.填土側(cè)壓力分項系數(shù)=1.400√5.車輛荷載引起的土側(cè)壓力分項系數(shù)=1.400√=============================================[土壓力計算]計算高度為7.307(m)處的庫侖主動土壓力無荷載時的破裂角=31.914(度)按實際墻背計算得到:第1破裂角：31.688(度)Ea=174.712(kN)Ex=169.042(kN)Ey=44.151(kN)作用點高度Zy=2.585(m)墻身截面積=16.386(m2)重量=393.265(kN)(一)滑動穩(wěn)定性驗算基底摩擦系數(shù)=0.400采用傾斜基底增強抗滑動穩(wěn)定性,計算過程如下:基底傾斜角度=5.711(度)Wn=391.313(kN)En=60.752(kN)Wt=39.131(kN)Et=163.810(kN)滑移力=124.678(kN)抗滑力=180.826(kN)滑移驗算滿足:Kc=1.450>1.300滑動穩(wěn)定方程驗算：滑動穩(wěn)定方程滿足:方程值=20.009(kN)>0.0地基土層水平向:滑移力=169.042(kN)抗滑力=224.521(kN)地基土層水平向:滑移驗算滿足:Kc2=1.328>1.300(二)傾覆穩(wěn)定性驗算相對于墻趾點，墻身重力的力臂Zw=2.077(m)相對于墻趾點，Ey的力臂Zx=3.204(m)相對于墻趾點，Ex的力臂Zy=2.278(m)驗算擋土墻繞墻趾的傾覆穩(wěn)定性傾覆力矩=385.078(kN-m)抗傾覆力矩=958.337(kN-m)傾覆驗算滿足:K0=2.489>1.600傾覆穩(wěn)定方程驗算：傾覆穩(wěn)定方程滿足:方程值=312.433(kN-m)>0.0(三)地基應(yīng)力及偏心距驗算基礎(chǔ)類型為天然地基，驗算墻底偏心距及壓應(yīng)力取傾斜基底的水平投影寬度驗算地基承載力和偏心距作用于基礎(chǔ)底的總豎向力=437.415(kN)作用于墻趾下點的總彎矩=573.259(kN-m)基礎(chǔ)底面寬度B=3.075(m)偏心距e=0.227(m)基礎(chǔ)底面合力作用點距離基礎(chǔ)趾點的距離Zn=1.311(m)基底壓應(yīng)力:趾部=205.219踵部=79.314(kPa)最大應(yīng)力與最小應(yīng)力之比=205.219/79.314=2.587作用于基底的合力偏心距驗算滿足:e=0.227<=0.200*3.075=0.615(m)墻趾處地基承載力驗算滿足:壓應(yīng)力=205.219<=264.000(kPa)墻踵處地基承載力驗算滿足:壓應(yīng)力=79.314<=286.000(kPa)地基平均承載力驗算滿足:壓應(yīng)力=142.266<=220.000(kPa)(四)基礎(chǔ)強度驗算基礎(chǔ)為天然地基，不作強度驗算(五)墻底截面強度驗算驗算截面以上，墻身截面積=15.911(m2)重量=381.864(kN)相對于驗算截面外邊緣，墻身重力的力臂Zw=2.078(m)相對于驗算截面外邊緣，Ey的力臂Zx=3.204(m)相對于驗算截面外邊緣，Ex的力臂Zy=2.278(m)[容許應(yīng)力法]:法向應(yīng)力檢算:作用于驗算截面的總豎向力=426.015(kN)作用于墻趾下點的總彎矩=549.832(kN-m)相對于驗算截面外邊緣，合力作用力臂Zn=1.291(m)截面寬度B=3.090(m)偏心距e1=0.254(m)截面上偏心距驗算滿足:e1=0.254<=0.250*3.090=0.773(m)截面上壓應(yīng)力:面坡=205.962背坡=69.775(kPa)壓應(yīng)力驗算滿足:計算值=205.962<=2100.000(kPa)切向應(yīng)力檢算:剪應(yīng)力驗算滿足:計算值=-0.441<=110.000(kPa)[極限狀態(tài)法]: 重要性系數(shù)?0=1.000 驗算截面上的軸向力組合設(shè)計值Nd=405.488(kN) 軸心力偏心影響系數(shù)醟=0.670 擋墻構(gòu)件的計算截面每沿米面積A=3.090(m2) 材料抗壓極限強度Ra=5300.000(kPa) 圬工構(gòu)件或材料的抗力分項系數(shù)鉬=1.920 偏心受壓構(gòu)件在彎曲平面內(nèi)的縱向彎曲系數(shù)豮=0.985 計算強度時: 強度驗算滿足:計算值=405.488<=5716.747(kN) 計算穩(wěn)定時: 穩(wěn)定驗算滿足:計算值=405.488<=5630.185(kN)(六)臺頂截面強度驗算[土壓力計算]計算高度為6.200(m)處的庫侖主動土壓力無荷載時的破裂角=33.186(度)按實際墻背計算得到:第1破裂角：33.186(度)Ea=128.161(kN)Ex=124.001(kN)Ey=32.387(kN)作用點高度Zy=2.265(m)[強度驗算]驗算截面以上，墻身截面積=13.423(m2)重量=322.152(kN)相對于驗算截面外邊緣，墻身重力的力臂Zw=1.675(m)相對于驗算截面外邊緣，Ey的力臂Zx=2.743(m)相對于驗算截面外邊緣，Ex的力臂Zy=2.265(m)[容許應(yīng)力法]:法向應(yīng)力檢算:作用于驗算截面的總豎向力=354.539(kN)作用于墻趾下點的總彎矩=347.485(kN-m)相對于驗算截面外邊緣，合力作用力臂Zn=0.980(m)截面寬度B=2.630(m)偏心距e1=0.335(m)截面上偏心距驗算滿足:e1=0.335<=0.250*2.630=0.658(m)截面上壓應(yīng)力:面坡=237.800背坡=31.812(kPa)壓應(yīng)力驗算滿足:計算值=237.800<=2100.000(kPa)切向應(yīng)力檢算:剪應(yīng)力驗算滿足:計算值=-6.774<=110.000(kPa)[極限狀態(tài)法]: 重要性系數(shù)?0=1.000 驗算截面上的軸向力組合設(shè)計值Nd=335.278(kN) 軸心力偏心影響系數(shù)醟=0.561 擋墻構(gòu)件的計算截面每沿米面積A=2.630(m2) 材料抗壓極限強度Ra=5300.000(kPa) 圬工構(gòu)件或材料的抗力分項系數(shù)鉬=1.920 偏心受壓構(gòu)件在彎曲平面內(nèi)的縱向彎曲系數(shù)豮=0.980 計算強度時: 強度驗算滿足:計算值=335.278<=4070.458(kN) 計算穩(wěn)定時: 穩(wěn)定驗算滿足:計算值=335.278<=3989.217(kN)=================================================各組合最不利結(jié)果=================================================(一)滑移驗算安全系數(shù)最不利為：組合1(組合1)抗滑力=180.826(kN),滑移力=124.678(kN)?；乞炈銤M足:Kc=1.450>1.300滑動穩(wěn)定方程驗算最不利為：組合1(組合1)滑動穩(wěn)定方程滿足:方程值=20.009(kN)>0.0安全系數(shù)最不利為：組合1(組合1)抗滑力=224.521(kN),滑移力=169.042(kN)。地基土層水平向:滑移驗算滿足:Kc2=1.328>1.300(二)傾覆驗算安全系數(shù)最不利為：組合1(組合1)抗傾覆力矩=958.337(kN-M),傾覆力矩=385.078(kN-m)。傾覆驗算滿足:K0=2.489>1.600傾覆穩(wěn)定方程驗算最不利為：組合1(組合1)傾覆穩(wěn)定方程滿足:方程值=312.433(kN-m)>0.0(三)地基驗算作用于基底的合力偏心距驗算最不利為：組合1(組合1)作用于基底的合力偏心距驗算滿足:e=0.227<=0.200*3.075=0.615(m)墻趾處地基承載力驗算最不利為：組合1(組合1)墻趾處地基承載力驗算滿足:壓應(yīng)力=205.219<=264.000(kPa)墻踵處地基承載力驗算最不利為：組合1(組合1)墻踵處地基承載力驗算滿足:壓應(yīng)力=79.314<=286.000(kPa) 地基平均承載力驗算最不利為：組合1(組合1)地基平均承載力驗算滿足:壓應(yīng)力=142.266<=220.000(kPa)(四)基礎(chǔ)驗算不做強度計算。(五)墻底截面強度驗算[容許應(yīng)力法]:截面上偏心距驗算最不利為：組合1(組合1)截面上偏心距驗算滿足:e1=0.254<=0.250*3.090=0.773(m)壓應(yīng)力驗算最不利為：組合1(組合1)壓應(yīng)力驗算滿足:計算值=205.962<=2100.000(kPa)拉應(yīng)力驗算最不利為：組合1(組合1)拉應(yīng)力驗算滿足:計算值=0.000<=160.000(kPa)剪應(yīng)力驗算最不利為：組合1(組合1)剪應(yīng)力驗算滿足:計算值=-0.441<=110.000(kPa)[極限狀態(tài)法]:強度驗算最不利為：組合1(組合1)強度驗算滿足:計算值=405.488<=5716.747(kN)穩(wěn)定驗算最不利為：組合1(組合1)穩(wěn)定驗算滿足:計算值=405.488<=5630.185(kN)(六)臺頂截面強度驗算[容許應(yīng)力法]:截面上偏心距驗算最不利為：組合1(組合1)截面上偏心距驗算滿足:e1=0.335<=0.250*2.630=0.658(m)壓應(yīng)力驗算最不利為：組合1(組合1)壓應(yīng)力驗算滿足:計算值=237.800<=2100.000(kPa)拉應(yīng)力驗算最不利為：組合1(組合1)拉應(yīng)力驗算滿足:計算值=0.000<=160.000(kPa)剪應(yīng)力驗算最不利為：組合1(組合1)剪應(yīng)力驗算滿足:計算值=-6.774<=110.000(kPa)[極限狀態(tài)法]:強度驗算最不利為：組合1(組合1)強度驗算滿足:計算值=335.278<=4070.458(kN)穩(wěn)定驗算最不利為：組合1(組合1)穩(wěn)定驗算滿足:計算值=335.278<=3989.217(kN)六、樁板擋墻7.1、1/2號擋墻根據(jù)地勘報告，1、2號擋墻邊坡為巖土混合邊坡，基巖面平緩或反傾，上覆土體不會沿基巖面產(chǎn)生滑移。邊坡坡向為327°，邊坡巖層產(chǎn)狀為243°∠23°,發(fā)育有兩組裂隙，LX1:254°∠78°、LX2:96°∠69°，無外傾結(jié)構(gòu)面，邊坡穩(wěn)定性主要受巖體自身強度控制。7.1.1、1號擋墻4號樁（1.25mx1.6m）[簡圖][已知條件]1.基本信息邊坡類型土質(zhì)邊坡邊坡等級一級二階直坡否邊坡成因開挖嵌固點以上立柱高(m)11.590立柱容重(kN/m3)25.00立柱嵌入深度(m)6.000立柱砼強度等級C35立柱截面形狀矩形立柱配筋方式非對稱├寬b(m)1.250立柱縱筋級別HRB400└高h(yuǎn)(m)1.600立柱箍筋級別HRB400立柱中心距(m)4.000立柱縱筋直徑(mm)28立柱計算方法彈性支點法立柱as(mm)70立柱底支承條件自由自動計算初始彈性系數(shù)√初始彈性系數(shù)A(MN/m3)2.錨桿(索)錨桿(索)道數(shù)0考慮開挖工況ㄨ工況數(shù)03.巖土信息背側(cè)坡線數(shù)1面?zhèn)绕戮€數(shù)嵌固點以上覆土厚(m)2.000背側(cè)坡線水平投影長豎向投影長坡線長坡線仰角荷載數(shù)序號(m)(m)(m)(度)110.0000.00010.0000.0001坡線荷載荷載類型距離寬度荷載值序號(m)(m)(kPa,kN/m)1-1滿布均載4.000面?zhèn)绕戮€水平投影長豎向投影長坡線長坡線仰角序號(m)(m)(m)(度)12嵌固點以上地層數(shù)3嵌固點以下地層數(shù)1墻后穩(wěn)定地面角(度)0.000填土與穩(wěn)定面摩擦角(度)17.500填土與結(jié)構(gòu)摩擦角(度)17.500嵌固點上地層厚重度粘聚力內(nèi)摩擦角摩阻力frbk浮重度地層序號(m)(kN/m3)(kPa)(度)(kPa)(kN/m3)15.08020.0000.00030.00020.00020.56424.4000.00043.000120.00035.94724.6000.00053.000360.000嵌固點下地層厚重度粘聚力內(nèi)摩擦角摩阻力frbk浮重度計算m,c,K地層序號(m)(kN/m3)(kPa)(度)(kPa)(kN/m3)方法110.00024.600527.00031.520360.000K法60.0004.荷載信息場地環(huán)境一般地區(qū)土壓力計算方法庫侖側(cè)向巖土壓力修正系數(shù)1.000有限范圍填土土壓力ㄨ巖土壓力分布上三角下矩形被動巖土壓力折減系數(shù)0.167荷載組合數(shù)1序號組合名稱1組合1(1)組合1序號荷載名稱荷載類型是否參與分項系數(shù)1擋墻結(jié)構(gòu)自重永久荷載√0.9002墻背側(cè)巖土側(cè)壓力永久荷載√1.4003墻背側(cè)地表荷載引起巖土側(cè)壓力可變荷載√1.4004墻面?zhèn)缺粍訋r土壓力永久荷載√0.167[計算內(nèi)容]（1）墻身力系計算（2）立柱內(nèi)力計算（3）立柱配筋計算[計算結(jié)果]一、【組合1】(一)巖土壓力計算(1)合力 按《邊坡規(guī)范》公式(6.2.3)計算主動土壓力： Ea=280.907(kN)Ex=267.906(kN)Ey=84.470(kN)作用點高度Zy=3.863(m)由于庫倫土壓力僅能計算單層土的土壓力,將墻高范圍內(nèi)多層土的指標(biāo)加權(quán)平均后視為單層土，指標(biāo)如下：γ=22.574(kN/m3)，C=0.000(kPa)，φ=42.432(度) 由于采用上三角形下矩形分布形式，作用點高度變?yōu)閆y=5.105(m)。(2)分布 巖土壓力分布見左側(cè)結(jié)果圖。(二)立柱內(nèi)力計算(1)當(dāng)前計算工況的開挖深度：9.590第1嵌固段地層計算方法:K法背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩(標(biāo)準(zhǔn)值)=5139.521(kN-m)距離樁頂12.000(m)面?zhèn)茸畲髲澗?標(biāo)準(zhǔn)值)=0.000(kN-m)距離樁頂17.400(m)最大剪力(標(biāo)準(zhǔn)值)=1404.273(kN)距離樁頂14.600(m)最大位移=-63(mm)距離樁頂0.000(m)點號距頂距離彎矩(標(biāo)準(zhǔn)值)剪力(標(biāo)準(zhǔn)值)位移土反力(m)(kN-m)(kN)(mm)(kN)10.0000.0000.000-63.130.00020.2000.049-0.729-62.140.00030.4000.389-2.918-61.150.00040.6001.313-6.565-60.160.00050.8003.112-11.670-59.170.00061.0006.078-18.235-58.170.00071.20010.503-26.258-57.180.00081.40016.679-35.740-56.190.00091.60024.896-46.681-55.200.000101.80035.448-59.081-54.210.000112.00048.626-72.939-53.220.000122.20064.721-88.257-52.230.000132.40084.025-105.032-51.240.000142.600106.831-123.267-50.250.000152.800133.429-142.961-49.270.000162.898147.859-153.090-48.780.000173.000164.105-163.921-48.280.000183.200199.003-185.055-47.290.000193.400238.127-206.189-46.300.000203.600281.478-227.323-45.310.000213.800329.056-248.457-44.330.000224.000380.861-269.591-43.340.000234.200436.892-290.725-42.360.000244.400497.150-311.859-41.380.000254.600561.635-332.993-40.400.000264.800630.347-354.127-39.420.000275.000703.286-375.261-38.440.000285.080733.645-383.715-38.050.000295.200780.451-396.395-37.460.000305.400861.843-417.529-36.490.000315.600947.462-438.663-35.520.000325.644966.866-443.313-35.310.000335.8001037.308-459.797-34.550.000346.0001131.381-480.931-33.590.000356.2001229.680-502.065-32.620.000366.4001332.206-523.199-31.670.000376.6001438.959-544.333-30.710.000386.8001549.939-565.467-29.760.000397.0001665.146-586.601-28.820.000407.2001784.579-607.735-27.880.000417.4001908.239-628.869-26.940.000427.6002036.126-650.003-26.020.000437.8002168.240-671.137-25.090.000448.0002304.580-692.271-24.180.000458.2002445.148-713.405-23.270.000468.4002589.942-734.539-22.360.000478.6002738.963-755.673-21.470.000488.8002892.210-776.807-20.580.000499.0003049.685-797.941-19.710.000509.2003211.386-819.075-18.840.000519.4003377.314-840.208-17.980.000529.5903538.861-860.284-17.170.000539.6003547.463-860.103-17.130.000549.8003718.909-853.384-16.290.0005510.0003888.425-840.797-15.460.0005610.2004054.836-822.335-14.650.0005710.4004216.968-798.005-13.840.0005810.6004373.646-767.802-13.050.0005910.8004523.696-731.727-12.270.0006011.0004665.945-689.784-11.510.0006111.2004799.217-641.966-10.760.0006211.4004922.339-588.278-10.020.0006311.5905028.833-531.839-9.34-6.651（<10mm）6411.6005034.084-525.185-9.30-139.1466511.8005111.292-386.038-8.59-244.8906612.0005139.521-141.148-7.90-225.1736712.2005122.716289.916-7.22-205.8916812.4005064.733476.959-6.56-187.0436912.6004969.341645.584-5.92-168.6257012.8004840.225796.211-5.29-150.6277113.0004680.982929.250-4.67-133.0397213.2004495.1331045.098-4.06-115.8487313.4004286.1131144.136-3.48-99.0387413.6004057.2861226.728-2.90-82.5917513.8003811.9401293.217-2.33-66.4897614.0003553.2971343.926-1.78-50.7097714.2003284.5121379.156-1.24-35.2317814.4003008.6811399.187-0.70-20.0317914.6002728.8441404.273-0.18-5.0868014.8002447.9891404.2730.349.6278115.0002169.0601394.6460.8524.1338215.2001894.9581370.5121.3538.4558315.4001628.5461332.0581.8552.6158415.6001372.6581279.4422.3466.6388515.8001130.0971212.8052.8380.5448616.000903.6451132.2613.3194.3538716.200696.0631037.9073.79108.0868816.400510.099929.8214.27121.7608916.600348.487808.0614.75135.3909016.800213.953672.6725.23148.9909117.000109.217523.6825.70162.5719217.20036.994361.1116.18176.1439317.4000.001184.9686.66184.9689417.590-0.0000.0007.110.000(三)立柱配筋計算注：1下面列出的彎矩和剪力均為設(shè)計值。2配筋計算采用內(nèi)力設(shè)計值，裂縫計算采用內(nèi)力標(biāo)準(zhǔn)值。點號距頂距離面?zhèn)葟澗乇硞?cè)彎矩剪力面?zhèn)瓤v筋背側(cè)縱筋箍筋裂縫寬度拉筋應(yīng)力(m)(kN.m)(kN.m)(kN)(mm2)(mm2)(mm2/m)(mm)(MPa)10.0000.0000.0000.0004000400013080.0000.00020.2000.0000.068-1.0214000400013080.0000.00930.4000.0000.545-4.0854000400013080.0000.07340.6000.0001.838-9.1914000400013080.0000.24750.8000.0004.357-16.3394000400013080.0000.58461.0000.0008.509-25.5294000400013080.0011.14271.2000.00014.704-36.7624000400013080.0011.97381.4000.00023.350-50.0374000400013080.0023.13291.6000.00034.855-65.3544000400013080.0034.676101.8000.00049.627-82.7134000400013080.0046.658112.0000.00068.076-102.1154000400013080.0069.133122.2000.00090.609-123.5594000400013080.00812.156132.4000.000117.635-147.0454000400013080.01015.781142.6000.000149.563-172.5744000400013080.01320.064152.8000.000186.801-200.1454000400013080.01625.060162.8980.000207.002-214.3264000400013080.01727.770173.0000.000229.747-229.4904000400013080.01930.821183.2000.000278.604-259.0784000400013080.02337.376193.4000.000333.378-288.6654000400013080.02844.724203.6000.000394.069-318.2534000400013080.03352.866213.8000.000460.678-347.8404000400013080.03961.801224.0000.000533.205-377.4284000400013080.04571.531234.2000.000611.649-407.0154000400013080.05282.055244.4000.000696.010-436.6034000400013080.05993.372254.6000.000786.289-466.1904000400013080.066105.483264.8000.000882.486-495.7784000400013080.074118.388275.0000.000984.600-525.3664000400013080.083132.087285.0800.0001027.102-537.2014000400013080.086137.789295.2000.0001092.632-554.9534000400013080.092146.580305.4000.0001206.581-584.5414000400013080.110161.867315.6000.0001326.447-614.1284000400013080.166177.947325.6440.0001353.612-620.6384000400013080.178181.591335.8000.0001452.231-643.7164000400013080.224194.822346.0000.0001583.933-673.3034000400013080.285212.490356.2000.0001721.552-702.8914000400013080.349230.952366.4000.0001865.089-732.4784000400013080.415250.208376.6000.0002014.543-762.0664000420613080.438256.992386.8000.0002169.915-791.6544000451813080.441257.723397.0000.0002331.204-821.2414000484313080.443258.321407.2000.0002498.410-850.8294000518013080.445258.797417.4000.0002671.535-880.4164000553213080.446259.165427.6000.0002850.576-910.0044000589613080.447259.434437.8000.0003035.536-939.5914000627413080.448259.611448.0000.0003226.412-969.1794000666713080.448259.706458.2000.0003423.207-998.7674000707313080.448259.723468.4000.0003625.918-1028.3544000749313080.448259.668478.6000.0003834.548-1057.9424000792813080.447259.547488.8000.0004049.094-1087.5294000837713080.447259.363499.0000.0004269.559-1117.1174000884213080.446259.120509.2000.0004495.940-1146.7044000932113080.445258.821519.4000.0004728.240-1176.2924000981613080.444258.469529.5900.0004954.405-1204.39940001030113080.446258.086539.6000.0004966.456-1205.67340001032713080.447258.065549.8000.0005210.100-1230.60940001085313080.450257.4345510.0000.0005458.633-1254.56540001139213080.451256.4185610.2000.0005711.860-1277.54040001194613080.449255.0015710.4000.0005969.583-1299.53440001251313080.445253.1735810.6000.0006231.608-1320.54940001309413080.440250.9305910.8000.0006497.737-1340.58240001368913080.433248.2696011.0000.0006767.775-1359.63640001429613080.424245.1906111.2000.0007041.525-1377.70840001491713080.414241.6966211.4000.0007318.792-1394.80140001555113080.404237.7906311.5900.0007585.275-1410.12940001616613080.392233.7036411.6000.0007599.253-1397.97940001619813080.392233.4796511.8000.0007827.998-1143.72840001672913080.381229.5296612.0000.0007966.893-694.47440001705413080.373226.4046712.2000.0008022.811-279.58940001718513080.367223.9436812.4000.0008002.491449.77640001713713080.362222.0246912.6000.0007912.536765.61540001692713080.359220.5527012.8000.0007759.4131049.78640001657013080.356219.4527113.0000.0007549.4561302.94840001608313080.354218.6587213.2000.0007288.8671525.73940001548313080.352218.1157313.4000.0006983.7191718.77940001478613080.350217.7757413.6000.0006639.9641882.65740001400813080.347217.5937513.8000.0006263.4322017.93940001316513080.343217.5267614.0000.0005859.8452125.15340001227113080.337217.537