抗滑樁計算(剛性樁——M法)

1、附附表表1 樁樁身身內(nèi)內(nèi)力力計計算算mm法法、剛剛性性樁樁1 1、基基本本數(shù)數(shù)據(jù)據(jù)樁長滑面上樁長滑面下樁長滑坡推力樁前剩余抗滑力滑動面處地基系數(shù)側(cè)壁允許抗壓強度滑面下地基系數(shù)的比例系數(shù)H(m)h1(m)h2(m)En(kN/m)En(kN/m)A(KPa/m)s(KPa)m(kPa/m2)15.007.507.51320700400001508.03727835000樁間距樁截面滑面下巖土的容重滑面下巖土的內(nèi)摩擦角滑面上巖土的容重滑面上半年巖土的內(nèi)摩擦角滑面下巖土的粘聚力L(m)a(m)b(m)1(kN/m3)1(度)2(kN/m3)2(度)c(KPa)62.4223.23823.215.92

2、5.2截面慣性矩截面模量樁彈性摸量抗彎剛度計算寬度變形系數(shù)計算深度I(m4)W(m3)E(kPa)EI(kPa.m4)Bp(m)(m-1)h22.3041.92300000006912000030.27312.04822 2、樁樁的的計計算算類類型型剛性樁3 3、邊邊界界條條件件樁頂無荷載自由端4 4、外外力力計計算算推力按梯形分布樁前抗力按梯形分布樁前土的被動土壓力單樁推力單樁抗力樁頂處滑面處力樁頂處滑面處力Ep(kN/m)ET(kN)ER(kN)q1(kN)q2(kN)q1(kN)q2(kN)1144.9196957920.004200603.42857141508.571429320.0

3、0800.005 5、受受荷荷段段樁樁身身內(nèi)內(nèi)力力計計算算計算位置剪力彎矩yQi(kN)Mi(kNm)0000.5148.836.609523811311.7714286151.16190481.5488.9142857350.74285712680.2285714642.43809522.5885.71428571033.33333331105.3714291530.51428641587.22872.0761952125.7142864723.809524262720.9142867142.47.50372011957.142866 6、錨錨固固段段側(cè)側(cè)壁壁應(yīng)應(yīng)力力及及樁樁身身內(nèi)內(nèi)力力計計

4、算算(1)轉(zhuǎn)角位置y0求解605629285713.1395E+11y0=5.183859822(2)求滑面處轉(zhuǎn)角、位移、彎矩和剪力由邊界條件及已滑面處內(nèi)力有：MB(kNm)QB(kN)QA(kN)MA(kNm)00372011957.14286滑面處轉(zhuǎn)角求解j= 0.0020289791612344.159321870.3194542961.0378滑面處位移求解x=0.01051794樁頂位移x=0.025735279(3)錨固段樁變位、樁身側(cè)壁應(yīng)力及內(nèi)力計算位置 y=cy(m)jy(rad)sy(KPa)Qy(kN)My(kNm)00.010517940.002028979420.717

5、61093720.0011957.140.50.009503451546.4484332990.1913642.5510.008488962636.67213082098.4114920.341.70.007068677703.3333391679.2215900.6720.006459983710.598153842.0016009.022.50.005445494694.3004789-1016.1215764.4730.004431005642.4956798-2023.1515001.423.50.003416515555.1837564-2925.8513758.7140.00240

6、2026432.3647088-3670.9512101.834.50.001387537274.0385369-4205.1910122.9050.00037304880.20524081-4475.317940.665.5-0.000641442-149.1351795-4428.055700.496-0.001655931-413.9827241-4010.153574.386.5-0.00267042-714.337393-3168.351760.987.5-0.004699399-1421.5681030.000.00(4)樁側(cè)應(yīng)力零點、最大負(fù)剪力點(通過試算求得)計算位置 y0=c

7、y(m)jy(rad)sy(KPa/m)Qy(kN)My(kNm)50020289790-4497.657115.10(5)零剪力點、最大彎矩點(通過試算求得)計算位置 yM=cy(m)jy(rad)sy(KPa/m)Qy(kN)My(kNm)2.05840.0063414910.002028979710.5260031-82.5016007.847 7、樁樁側(cè)側(cè)應(yīng)應(yīng)力力復(fù)復(fù)核核側(cè)壁允許抗壓強度(KPa)=1508.037278246滑面處樁側(cè)應(yīng)力(KPa)0=420.717610908樁底初樁側(cè)應(yīng)力(KPa)h2=-1421.568103378y樁側(cè)應(yīng)力滿足要求8

8、8、樁樁的的結(jié)結(jié)構(gòu)構(gòu)設(shè)設(shè)計計(1)設(shè)計參數(shù)混凝土強度等級采用 C30鋼筋型號為 HRB 335 直徑d= 32混凝土抗拉強度混凝土抗壓強度鋼筋抗拉強度鋼筋抗壓強度結(jié)構(gòu)重要性系數(shù)永久荷載分項系數(shù)fc(MPa)ft(MPa)fy(MPa)fy(MPa)g0gG14.31.433003001.001.00樁截面寬度樁截面長度最大彎矩最大剪力單根鋼筋面積(d=32mm)矩形應(yīng)力系數(shù)彎矩設(shè)計值b(m)a(m)Mmax(kNm)Qmax(kN)ag(mm2)a1M(kNm)22.4160084498804.21.0016008(2)縱向受力鋼筋計算（單筋矩形梁）合力至邊緣距離截面有效高度系數(shù)相對受壓系數(shù)

9、鋼筋設(shè)計面積主筋數(shù)量a0(m)h0(m)aszAs(m2)n(根)0.22.20.1156435030.1232372080.0258469532(3)縱向受力鋼筋配置排數(shù)(排)每排束數(shù)（束）排間距（m）每束根數(shù)(根)總配筋（根）每排配筋（根）束中心距（m）1120.18336360.16(4)縱向受力鋼筋復(fù)核合力至邊緣距離(m)截面有效高度(m)最小配筋率（%）實際配筋率(%)最小配筋率設(shè)計剪力砼抗剪強度是否配置箍筋bcQ(kN)h0/bQ(kN)Qc(kN)1.004497.651.1015730滿足4404.40需要箍筋型號箍筋直徑箍筋截面積箍筋抗壓強度箍筋抗拉強度d（mm）Asv(mm2)fy(MPa)fy(MPa)HPB 23514.00153.94210.00210.00箍筋肢數(shù)(雙肢)箍筋面積計算箍筋 間距(m)取定間距(m)結(jié)構(gòu)剪力 Mpa最小配筋率(%)實際配筋率(%)配筋是否滿足要求nAsv（m2）ssQrminrv40.00061583