筏板基礎(chǔ)及側(cè)壁計(jì)算書.docx

筏板基礎(chǔ)及側(cè)壁計(jì)算書一、基本數(shù)據(jù)：根據(jù) xx 省 xx 護(hù)國房地產(chǎn)開發(fā)有限公司護(hù)國廣場巖土工程勘察報(bào)告，本工程以層圓 礫層為持力層，地基承載力特征值為 220KPa 。基礎(chǔ)形式為筏板基礎(chǔ)，混凝土強(qiáng)度等級為 C 40 , fc= 19.1N / mm2 ；受力鋼筋均采用 HRB400 級，fy=360 N / mm2 ；根據(jù)地質(zhì)報(bào)告，地下水位取 1.700m 。二、地基承載力修正及驗(yàn)算：fa =fak + b (b 3) + d m (d 0.5)= 220 + 0.3 8 (6 3) + 1.5 8 (5.65 0.5)= 289.0kN / m2上部荷載作用下地基凈反力（由地下室模型豎向?qū)Ш傻茫ゝ = 61.6kN / m2 f = 289.0kN / m2a地基承載力滿足要求。三、地下室側(cè)壁配筋計(jì)算：（1）雙向板：ly5.175l lx = 8.400m ， ly = 5.175m ，=x8.4= 0.62E土 = rhKa= 8.0 5.175 tan 2 45o = 41.4KN / mE水 = rh = 10.0 3.475 = 34.75KN / mE合 = 1.27E土 + 1.27E水 = 52.6 + 44.1 = 96.7KN / m查靜力計(jì)算手冊，得：2M x max = 0.0072ql2= 0.0072 96.7 5.17522= 18.6KN mM y max = 0.0209ql= 0.0209 96.7 5.1752= 54.1KN m2M x max= 0.0354ql2= 0.0354 96.7 5.1752= 91.7KN mM y = 0.0566ql= 0.0566 96.7 5.175= 146.6KN m配筋計(jì)算：取彎矩最大處進(jìn)行計(jì)算。即取 M = 146.6kN m1混凝土強(qiáng)度等級為 C 40 , fc= 19.1N / mm2 ； = 1.0 ；受力鋼筋均采用HRB400級，fy=360 N / mm2 ； = 0.523 ； min= 0.2% ；b相對受壓區(qū)高度：x = h0 (1 21 2M)1 fcbh0= 310 (1 1 2 146600000)1.0 19.11000 3102= 25.8mm xb = b h0 = 0.523 302 = 157.9mm則As =1 fcbx f y= 1.0 19.11000 25.8360= 1368.8mm2實(shí)際配筋：內(nèi)外均16150A = 1340mm2sly5.175l lx = 7.800m ， ly = 5.175m ，=x7.8= 0.66E土 = rhKa= 8.0 5.175 tan 2 45o = 41.4KN / mE水 = rh = 10.0 3.475 = 34.75KN / mE合 = 1.27E土 + 1.27E水 = 52.6 + 44.1 = 96.7KN / m查靜力計(jì)算手冊，得：2M x max = 0.0081ql= 0.0081 96.7 5.17522= 21.0KN m2M y maxMx max= 0 .0194 ql= 0.0351ql 22= 0 .01 96 .7 5 .175= 0.0351 96.7 5.17522= 54 .1KN m= 90.9KN mM y = 0.0542ql= 0.0542 96.7 5.175= 140.4KN m配筋計(jì)算：取彎矩最大處進(jìn)行計(jì)算。即取 M = 140.4kN m1混凝土強(qiáng)度等級為 C 40 , fc= 19.1N / mm2 ； = 1.0 ；受力鋼筋均采用HRB400級，fy=360 N / mm2 ； = 0.523 ； min= 0.2% ；b相對受壓區(qū)高度：x = h0 (1 21 2M)1 fcbh0= 310 (1 1 2 140400000)1.0 19.11000 3102= 24.7mm xb = b h0 = 0.523 302 = 157.9mm則As =1 fcbx f y= 1.0 19.11000 24.7s360= 1310mm2實(shí)際配筋：內(nèi)外均16150（2）EF 軸間板：A = 1340mm2lx lx = 4.000m ， ly = 5.175m ，ly= 4.0005.175= 0.77E土 = rhKa= 8.0 5.175 tan 2 45o = 41.4KN / mE水 = rh = 10.0 3.475 = 34.75KN / mE合 = 1.27E土 + 1.27E水 = 52.6 + 44.1 = 96.7KN / m查靜力計(jì)算手冊，得：2M x max = 0.0155ql2= 0.0155 96.7 5.17522= 40.1KN mM y max = 0.0094ql= 0.0094 96.7 5.1752= 24.3KN m2M x max= 0.0386ql2= 0.0386 96.7 5.1752= 100.0KN mM y = 0.0394ql= 0.0394 96.7 5.175= 102.0KN m配筋計(jì)算：取彎矩最大處進(jìn)行計(jì)算。即取 M = 102.0kN m混凝土強(qiáng)度等級為 C 40 , fc= 19.1N / mm2 ； = 1.0 ；受力鋼筋均采用1HRB400級，fy=360 N / mm2 ； = 0.523 ； min= 0.2% ；b相對受壓區(qū)高度：x = h0 (1 21 2M)1 fcbh0= 310 (1 1 2 102000000)1.0 19.1 1000 3102= 17.7mm 滿足要求。max= 865.3kN / m2抗剪承載力驗(yàn)算：V =5206= 714.2kNs2.7 2.7受剪切承載力截面高度影響系數(shù) hs ：11hs= (800 ) 4 = (800 ) 4 = 0.974h08900.7 hs ft bwh0 = 0.7 0.974 1570 1 0.89 = 952.7kN Vs = 714.2kN滿足要求。2、 邊柱：取柱軸力最大處，即 10 軸/F 軸 由地下室 PKPM 豎向?qū)Ш桑篎l = 2964 + 146 2 + 75 + 158 2 + 137 + 98 = 3882kN ：抗沖切承載力驗(yàn)算：由上述計(jì)算知道um = 4180mm ； c1 = 1245mm ； c2 = 1690mm ； cAB = 874.2mmsI = 7797.3 108 mm4考慮作用在沖切臨界截面重心上的不平衡彎矩較小，本計(jì)算予以忽略。即： M unb = 0因底板外挑1.2m ，故距柱邊 h0 處沖切臨界截面的周長2um = 2c1 + 2c2 = 2 1245 + 2 1690 = 5870mm h距柱邊 0 處沖切臨界截面的最大剪應(yīng)力 ：2 = Fl+ s M unbcAB =3882max+=kN m2maxum h0I s5.87 0.890743.1/hpt0.7(0.4 + 1.2 ) f s= 0.7 (0.4 + 1.2 ) 0.993 15702= 1091.3kN / m2 滿足要求。max= 743.1kN / m2抗剪承載力驗(yàn)算：V =3882= 532.5kNs2.7 2.7受剪切承載力截面高度影響系數(shù) hs ：11hs= (800 ) 4 = (800 ) 4 = 0.974h08900.7 hs ft bwh0 = 0.7 0.974 1570 1 0.89 = 952.7kN Vs = 532.5kN滿足要求。3、 角柱：取柱軸力最大處，即 1 軸/J 軸： 由地下室 PKPM 豎向?qū)Ш桑篎l = 2947 + 146 + 137 + 116 + 79 + 167 + 86 + 77 + 25 + 80 = 3860kN抗沖切承載力驗(yàn)算： 由上述計(jì)算知道um = 2490mm ； c1 = 1245mm ； c2 = 1245mm ； cAB = 830.0mmsI = 4548.1108 mm4考慮作用在沖切臨界截面重心上的不平衡彎矩較小，本計(jì)算予以忽略。即： M unb = 0因底板外挑1.2m ，故距柱邊 h0 處沖切臨界截面的周長2um = 2c1 + 2c2 = 2 1245 + 2 1245 = 4980mm h距柱邊 0 處沖切臨界截面的最大剪應(yīng)力 ：2 = Fl+ s M unbcAB =3860max+=kN m2maxum h0I s4.98 0.890870.9/hpt0.7(0.4 + 1.2 ) f s= 0.7 (0.4 + 1.2 ) 0.993 15702= 1091.3kN / m2 滿足要求。max= 870.9kN / m2抗剪承載力驗(yàn)算：V =3860= 529.5kNs2.7 2.7受剪切承載力截面高度影響系數(shù) hs ：11hs= (800 ) 4 = (800 ) 4 = 0.974h08900.7 hs ft bwh0 = 0.7 0.974 1570 1 0.89 = 952.7kN Vs = 529.5kN滿足要求。筏板承載力計(jì)算： 計(jì)算模型為倒無梁樓蓋，無帽頂板柱帽，采用等代框架法計(jì)算。 等代框架法是把整個(gè)結(jié)構(gòu)分別沿縱、橫柱列劃分為具有“等代框架柱”和“等代框架梁”的縱向等代框架和橫向等代框架。X 方向 A、等代框架構(gòu)件尺寸確定： 等代梁：（取 E 軸計(jì)算）12000 + 84000取梁截面寬度取板跨中心線間距= 10200mm2梁截面高度取板厚 950mm；本結(jié)構(gòu)采用無帽頂板柱帽。 梁跨度取8400mm ； 梁截面慣性矩為：Ib =1 10.2 0.953 = 0.729m412等代柱：柱截面尺寸800mm 800mm 柱高： 5175mm 柱截面慣性矩：Ib =1 0.8 0.83 = 0.0341m412B、內(nèi)力計(jì)算梁上均布荷載 q = 61.6 10.2 = 628.32kN / m其中 61.6 為地基凈反力。 取 q = 630kN / m計(jì)算簡圖如下：分層法和彎矩分配法計(jì)算如下： 利用對稱性取半跨，柱彎矩傳遞系數(shù)取 0.5，計(jì)算簡圖如下：計(jì)算各桿轉(zhuǎn)動(dòng)剛度及分配系數(shù)：iAG= E 0.0341 = 0.00659E5.175iAB= E 0.729 = 0.08679E8.4令iAG = i則 iAB = 13.2i各桿轉(zhuǎn)動(dòng)剛度：S AG = 4iS AB = 4 13.2i = 52.8iSEF = 13.2i各桿分配系數(shù)：uAG= S AG SA=4i56.8i= 0.070uAB= S AG SA= 52.8i = 0.93056.8iuBHu= SBH SB= SCK=4i109.6i=4i= 0.036= 0.036uBAu= uBC= u= SBA SA= SCB= 52.8i109.6i= 52.8i= 0.482= 0.482CK SC109.6iCBCD S109.6iCuDM= SDM SD=4i109.6i= 0.036uDC= uDE= SDE SD= 52.8i109.6i= 0.482uEN= SEN SE=4i70.0i= 0.057uED= SED SE= 52.8i = 0.75470.0iuEF= SEF SE= 13.2i = 0.18970.0i計(jì)算各桿件由荷載所產(chǎn)生的固端彎矩：MF = 1 ql 2 = 1 630.0 8.42 = 3704.4kN mAB12M=F1 ql 2 =BA12121 630.0 8.42 = 3704.4kN m12MF = 1 ql 2 = 1 630.0 8.42 = 3704.4kN mBC12M=F1 ql 2 =CB12121 630.0 8.42 = 3704.4kN m12MF = 1 ql 2 = 1 630.0 8.42 = 3704.4kN mCD12M=F1 ql 2 =DC12121 630.0 8.42 = 3704.4kN m12MF = 1 ql 2 = 1 630.0 8.42 = 3704.4kN mDE1212M=F1 ql 2 =ED121 630.0 8.42 = 3704.4kN m12MF = 1 ql 2 = 1 630.0 8.42 = 14817.6kN mEF33MF = 1 ql 2 = 1 630.0 8.42 = 7408.8kN mFE66WWW.ZHULONG.COM彎矩分配法計(jì)算過程見下圖：彎矩圖如下：筑龍網(wǎng)則彎矩最大值為：M EF = 12485.3kN m ； 由下表：等代框架法板帶分配彎矩系數(shù)截面柱上板帶跨中板帶內(nèi)跨支座負(fù)彎矩0.750.25跨中正彎矩0.550.45邊跨第一內(nèi)支座負(fù)彎矩跨中正彎矩 邊跨支座負(fù)彎矩0.750.550.10得：內(nèi)跨柱上板帶分配彎矩： M = 0.75 12485.3 = 9364.0kN m 內(nèi)跨跨中板帶分配彎矩： M = 0.55 12485.3 = 6866.9kN m C、配筋計(jì)算：取彎矩最大處進(jìn)行計(jì)算。即取 M = 9364.0kN m1混凝土強(qiáng)度等級為 C 40 , fc= 19.1N / mm2 ； = 1.0 ；受力鋼筋均采用 HRB400b級，fy=360 N / mm2 ； 相對受壓區(qū)高度：= 0.523 ； min= 0.2% ；x = h0 (1 21 2M)1 fcbh0= 890 (1 1 2 9364000000)1.0 19.110200 8902= 55.8mm xb = b h0 = 0.523 890 = 465.5mm則As =1 fcbx f y= 1.0 19.110200 55.8360= 30197.1mm2每米跨度配筋面積為： As1= 30197.1 1000 = 2960.5mm2102002As min = 0.2% 1000 950 = 1900mm實(shí)際配筋：HRB400 級鋼，直徑 25，間距 130mm， 滿足要求。Y 方向A、等代框架構(gòu)件尺寸確定： 等代梁：（取 5 軸計(jì)算）梁截面寬度取板跨中心線間距8400mm ； 梁截面高度取板厚 950mm；本結(jié)構(gòu)采用無帽頂板柱帽。梁跨度取分別為 7800mm，8400mm，12000mm。 梁截面慣性矩為：sA = 3776mm2Ib =1 8.4 0.953 = 0.600m412等代柱：柱截面尺寸800mm 800mm 柱高： 5175mm 柱截面慣性矩：Ib =1 0.8 0.83 = 0.0341m412B、內(nèi)力計(jì)算梁上均布荷載 q = 61.6 10.2 = 628.32kN / m計(jì)算簡圖如下：分層法和彎矩分配法計(jì)算如下：截取 12 米跨度中點(diǎn)左半跨進(jìn)行計(jì)算，柱彎矩傳遞系數(shù)取 0.5，計(jì)算簡圖如下：計(jì)算各桿轉(zhuǎn)動(dòng)剛度及分配系數(shù)：iBH= E 0.0341 = 0.00659E5.175iAB= E 0.60 = 0.10000E6.0iBC= iCD= iDE= iEF= E 0.60 = 0.07143E8.4iFG= E 0.60 = 0.13043E4.6令iBH = i則 iAB = 15.2iiBC = iCD = iDE = iEF = 10.8i iFG = 19.8i各桿轉(zhuǎn)動(dòng)剛度：S AB = 15.2i = 15.2iSBC = SCD = SDE = SEF = 4 10.8i = 43.2iSFG = 4 19.8i = 79.2iSBH = 4 i = 4i各桿分配系數(shù)：uBH= SBH SB=4i62.4i= 0.064uBA= SBA SB= 15.2i = 0.24462.4iuBC= SBC SB= 43.2i = 0.69262.4iuCB= uCD= SCB SC= 43.2i = 0.47890.4iuCK= SCK SC=4i90.4i= 0.044uDC= uDE= SDC SD= 43.2i = 0.47890.4iuDM= SDM SD=4i90.4i= 0.044uED= uEF= SED SE= 43.2i = 0.47890.4iuEN= SEN SE=4i90.4i= 0.044uFE= SFE SF= 43.2i126.4i= 0.342uFG= SFG SF= 79.2i126.4i= 0.627uFP= SFP SF=4i126.4i= 0.031uGF= SGF SG= 79.2i = 0.95283.2iuGQ= SGQ SG=4i83.2i= 0.048計(jì)算各桿件由荷載所產(chǎn)生的固端彎矩：MF = 1 ql 2 = 1 630.0 6.02 = 3780.0kN mAB66MF = 1 ql 2 = 1 630.0 6.02 = 7560.0kN mBA33MF = 1 ql 2 = 1 630.0 8.42 = 3704.4kN mBC12M=F1 ql 2 =CB12121 630.0 8.42 = 3704.4kN m12MF = 1 ql 2 = 1 630.0 8.42 = 3704.4kN mCD12M=F1 ql 2 =DC12121 630.0 8.42 = 3704.4kN m12MF = 1 ql 2 = 1 630.0 8.42 = 3704.4kN mDE12M=F1 ql 2 =ED12121 630.0 8.42 = 3704.4kN m12M