單樁抗拔載荷試驗(yàn)報(bào)告

1、（CM獐）單樁豎向抗拔靜載試驗(yàn)檢測(cè)報(bào)告工程名稱：X工程地點(diǎn)：（蓋騎縫章）委托單位：派檢測(cè)日期：年月日?qǐng)?bào)告總頁(yè)數(shù)：派（含此頁(yè)）報(bào)告編號(hào)：合同編號(hào)：派（報(bào)告專用章）檢測(cè)站年月X日工程單樁豎向抗拔靜載試驗(yàn)檢測(cè)報(bào)告現(xiàn)場(chǎng)檢測(cè)人員：派（ 1234）（上崗證號(hào)）X報(bào)告編寫：（上崗證號(hào)）校核：（上崗證號(hào)）審核：（上崗證號(hào)）技術(shù)負(fù)責(zé)人：聲明：1 、本檢測(cè)報(bào)告涂改、錯(cuò)頁(yè)、換頁(yè)無(wú)效；.檢測(cè)單位名稱與檢測(cè)報(bào)告專用章名稱不符者無(wú)效；.本報(bào)告無(wú)我單位“技術(shù)資格證書章”無(wú)效；.本報(bào)告無(wú)檢測(cè)、審核、技術(shù)負(fù)責(zé)人簽字無(wú)效；.如對(duì)本檢測(cè)報(bào)告有異議，可在報(bào)告發(fā)出后20天內(nèi)向本檢測(cè)單位書面提請(qǐng)復(fù)議。?地址:?電話:（報(bào)告專用章） 年月

2、X日郵政編碼:聯(lián)系人：一項(xiàng)目概況，,， X 二工程地質(zhì)概況, 派三成樁工藝及樁位圖, 頭 四現(xiàn)場(chǎng)檢測(cè), 冰 五承載力取值, 派 六檢測(cè)結(jié)果, 派 七結(jié)論與建議, 派 八 附圖表,， 炙項(xiàng)目概況表1工程名稱工程地點(diǎn)委托單位建設(shè)單位勘察單位設(shè)計(jì)單位承建單位基樁施工單位監(jiān)理單位質(zhì)量監(jiān)督站結(jié)構(gòu)型式層 數(shù)建筑回積(m2 )開工日期樁 型樁徑(mm)1500 (壁厚125)單樁承載力設(shè)計(jì)值(kN)2要求最人加荷能力(kN)工程樁總數(shù)檢測(cè)樁數(shù)樁頂標(biāo)圖持力層設(shè)計(jì)樁長(zhǎng)(m)檢測(cè)目的檢測(cè)方法檢測(cè)日期檢測(cè)標(biāo)準(zhǔn)備 注1方樁應(yīng)為樁橫截面尺寸，管樁應(yīng)加壁厚。2可為標(biāo)準(zhǔn)值或極限值。二、工程地質(zhì)概況?注：可從簡(jiǎn)，表述方式雖不

3、限，但仍以圖表結(jié)合為宜，基本情況亦應(yīng) 說(shuō)明清楚，如資料溯源，各層尤其持力層性狀，樁頂樁底位置描述等。 以下為一參考描述根據(jù)由武漢市勘測(cè)設(shè)計(jì)研究院提供的武漢長(zhǎng)虹房地產(chǎn)建筑開發(fā)有限公司西 北湖廣場(chǎng)東方國(guó)際公寓巖土工程勘察報(bào)告（2001-K-117）,東方國(guó)際公寓場(chǎng)地所 在部位為次級(jí)背斜，場(chǎng)地外圍有三條斷層 （系推測(cè)），對(duì)場(chǎng)地的穩(wěn)定性沒(méi)有影響。 擬建場(chǎng)地地勢(shì)較平坦，巖土層概況、相關(guān)巖土物理力學(xué)性質(zhì)指標(biāo)、樁周土概況詳見表2。場(chǎng)區(qū)巖土層概況表2地層編號(hào)巖土名稱巖土層描述及相關(guān)物理力學(xué)性質(zhì)指標(biāo)標(biāo)高（m）粉噴樁樁周土柱狀圖自然地面0.00注：依據(jù)巖土工程勘察報(bào)告16-16剖面繪制。三成樁情況及樁位圖根據(jù)委托

4、單位提供的設(shè)計(jì)及施工資料， 各檢測(cè)樁的單樁抗拔承載 力設(shè)計(jì)值和有關(guān)成樁參數(shù)見表 3,樁位平面圖見附圖。檢測(cè)樁的有關(guān)成樁參數(shù)（打入樁）根據(jù)樁型選用表格，沒(méi)用到的表格應(yīng)刪除。表3詡僉僉 樁號(hào)樁徑入土 樁長(zhǎng)單樁 描娜載, 力設(shè)計(jì)值打樁錘型總錘 擊數(shù)最后三陣貫入度備注 （配樁 情況）錘型 錘重落距#mmmkNtmcm/10錘檢測(cè)樁的有關(guān)成樁參數(shù)（鉆孔（沖孔、人工挖孔）灌注樁）表3樁號(hào) （#）樁徑(mm)入土樁長(zhǎng)（m）單樁抗拔承設(shè)計(jì)值（kN）樁端持力層備注檢測(cè)樁的有關(guān)成樁參數(shù)(靜力壓樁)表3樁號(hào) (#)樁徑 (mm)入土樁長(zhǎng) (m)單樁抗拔承設(shè)計(jì)值(kN)配樁情況接樁方法備 注上(m)下(m)四現(xiàn)場(chǎng)檢測(cè)

5、1、加載方法本條格式不限，但應(yīng)講透，包括加載方式和加載設(shè)備，舉例如下：2、試驗(yàn)通過(guò)天然地基提供支座反力，用液壓千斤頂在反力梁上逐級(jí)加壓，用位移傳感器測(cè)讀每級(jí)荷載的上拔量。加載、補(bǔ)壓、控載、判穩(wěn)及測(cè)讀記錄 沉降量的全部工作均由RSM-JCIII型靜力載荷測(cè)試儀自動(dòng)控制完成。采用慢速維持荷載法測(cè)試單樁豎向抗拔極限承載力標(biāo)準(zhǔn)值。試驗(yàn)設(shè)計(jì)最大加載量見表1。加載分九級(jí)進(jìn)行，采用逐級(jí)等量加載，分級(jí)荷載為最大加載量 的1/10,其中第一級(jí)取分級(jí)荷載的2倍.每級(jí)荷載施加后按第5、15、30、45、60min測(cè)讀樁頂上拔量，以后每隔30min讀一次。當(dāng)一小時(shí)內(nèi)的樁頂上拔量不超過(guò)0.1mm并連續(xù)出現(xiàn)兩次（從分級(jí)荷

6、載施加后第30min開始，按1.5h連續(xù)三次每30min的沉降觀測(cè) 值計(jì)算），即可加下一級(jí)荷載。卸載分5級(jí)進(jìn)行，每級(jí)卸載量取加載時(shí)分級(jí)荷載的 2倍。卸載時(shí)，每級(jí) 荷載維持1h,按第15、30、60 min測(cè)讀樁頂上拔量后，即可卸下一級(jí)荷載。 卸載至零后，應(yīng)測(cè)讀樁頂殘余上拔量，維持時(shí)間為3h,測(cè)讀時(shí)間為第15、30min,以后每隔30min測(cè)讀一次。3.終止試驗(yàn)條件當(dāng)出現(xiàn)下列情況之一時(shí)終止加載：在某級(jí)荷載作用下，樁頂上拔量大于前一級(jí)上拔荷載作用下的上拔量5倍。按樁頂上拔量控制，當(dāng)累計(jì)樁頂上拔量超過(guò)100mm寸。按鋼筋抗拉強(qiáng)度控制，樁頂上拔荷載達(dá)到鋼筋強(qiáng)度標(biāo)準(zhǔn)值的0.9倍。當(dāng)加載至設(shè)計(jì)要求的最大上

7、拔荷載值但不滿足以上3條規(guī)定時(shí)，可繼續(xù)加載2級(jí)，加載2級(jí)后仍不滿足以上3條規(guī)定時(shí)，可終止加載。.單樁豎向抗拔極限承載力的確定按建筑基樁檢測(cè)技術(shù)規(guī)范4.4條、5.4條的規(guī)定對(duì)單樁豎向抗拔靜 載試驗(yàn)的數(shù)據(jù)進(jìn)行整理分析，確定單樁豎向抗拔極限承載力及承載力特征 值，或根據(jù)設(shè)計(jì)要求的最大上拔量確定。根據(jù)試驗(yàn)數(shù)據(jù)繪制的荷載與上拔位移變化關(guān)系曲線 （U 6曲線）、上拔位 移量與時(shí)間對(duì)數(shù)關(guān)系曲線（Slgt曲線）確定單樁豎向抗拔極限承載力 Ua, 當(dāng)Ua后最大試驗(yàn)荷載時(shí)，判定該檢測(cè)樁滿足設(shè)計(jì)要求.檢測(cè)設(shè)備現(xiàn)場(chǎng)檢測(cè)設(shè)備一覽表表4型號(hào)編R量程準(zhǔn)確度檢定日期檢定后效 期千斤頂百分表/ 位移傳感器8壓力表/ 壓力傳感器

8、六檢測(cè)結(jié)果檢測(cè)結(jié)果匯總表見表5,檢測(cè)樁試驗(yàn)荷載和沉降數(shù)據(jù)見表 冰，檢測(cè)樁的US曲線和5lgt曲線見附圖派試驗(yàn) 編號(hào)試驗(yàn) 樁號(hào)樁徑入土 樁長(zhǎng)單樁抗拔 承載力特 征值單樁極限 抗拔承載力最大 沉降量殘余 沉降量承tttWE直 對(duì)應(yīng)沉降量#mmmkNkNmmmmmm試驗(yàn)結(jié)果匯總表表5?（注：上表必須加蓋報(bào)告專用章，本處宜對(duì)各被測(cè)樁進(jìn)行分析，具體舉例如下）? 1、號(hào)工程樁?試驗(yàn)加載到 kN 時(shí)，總上拔量為mm ,上拔量不大，而且 US曲線平緩，無(wú)明顯陡降段，5lgt曲線呈平緩規(guī)則排列。?深合分析，該樁極限抗拔承載力為 Ua kN 。? 2、號(hào)工程樁?試驗(yàn)加載到 kN 時(shí)，總上拔量為mm ,上拔量不大，

9、而且 US曲線平緩，無(wú)明顯陡降段，5lgt曲線呈平緩規(guī)則排列。?深合分析，該樁極限承載力為 Ua kN 。七結(jié)論與建議?系主要結(jié)論和建議，可包含必要的說(shuō)明，不用太細(xì)。八附圖表（加粗為必須項(xiàng)） TOC o 1-5 h z ?1.單樁荷載一上拔數(shù)據(jù)匯總表張；.單樁US曲線圖及5lgt曲線圖 張; HYPERLINK l bookmark18 o Current Document .現(xiàn)場(chǎng)反饋單張；.檢測(cè)樁位平面圖張；.檢測(cè)樁附近地質(zhì)資料附圖張；.檢測(cè)樁施工記錄表張；.樁基檢測(cè)委托單張；.檢測(cè)人員資格證明份；.單位資質(zhì)證書；.相關(guān)圖片張。靜載試驗(yàn)數(shù)據(jù)匯總表工程名稱：湖北綠地廣場(chǎng)4#基坑試樁編號(hào)：124

10、測(cè)試日期：2013-03-06樁長(zhǎng)（m）: 28.00樁徑（mrm: 800序號(hào)荷載（kN）歷時(shí)（min）上拔（mm）本級(jí)累計(jì)本級(jí)累計(jì)120090900.720.722300901800.371.093400902700.351.444500903600.371.815600904500.342.156700905400.382.537800906300.372.908900907200.373.2791000908100.393.661080060870-0.103.561160060930-0.233.331240060990-0.293.041013200601050-0.312.731

11、401801230-0.332.40最大上拔量:3.66 mm 最大回彈量:1.26 mm 回彈率：34.43%靜載試驗(yàn)數(shù)據(jù)詳表工程名稱：湖北綠地廣場(chǎng)4#基坑試樁編號(hào)：124測(cè)試日期：2013-03-06樁長(zhǎng)（m）: 28.00樁徑（mrm: 800控載 (kN)觀測(cè)時(shí)間間隔 時(shí)間 （min ）油壓 (MPa )荷載 (kN)上拔（mm）平均上拔（mm）表1表2表3表4本次累計(jì)本級(jí)20011:32:2506.302000.670.580.710.690.660.660.6611:37:2556.302000.680.600.710.690.010.670.6711:42:25106.30200

12、0.680.600.710.710.010.680.6811:47:25156.302000.690.600.730.730.010.690.6912:02:25306.302000.700.600.750.730.000.690.6912:17:25456.302000.710.620.750.740.010.700.7012:32:25606.302000.710.620.770.760.010.710.7113:02:25906.302000.730.620.790.760.010.720.7230013:13:4109.453001.021.130.980.980.311.030.31

13、13:18:4159.453001.031.150.990.980.011.040.3213:23:41109.453001.041.161.001.000.011.050.3313:28:41159.453001.061.171.001.010.011.060.3413:43:41309.453001.071.181.021.010.011.070.3513:58:41459.453001.071.181.031.020.011.080.3614:13:41609.453001.091.191.041.030.011.090.3714:43:41909.453001.091.191.051.

14、030.001.090.3740014:54:14012.604001.351.391.411.360.291.380.2914:59:14512.604001.361.401.421.360.011.390.3015:04:141012.604001.361.411.441.380.011.400.3115:09:141512.604001.371.421.441.390.011.410.3215:24:143012.604001.371.431.441.410.001.410.3215:39:144512.604001.371.431.461.410.011.420.3315:54:146

15、012.604001.371.431.481.430.011.430.3416:24:149012.604001.391.451.481.440.011.440.3550016:36:19015.755001.651.741.821.750.301.740.3016:41:19515.755001.661.761.821.750.011.750.3116:46:191015.755001.671.771.841.750.011.760.3216:51:191515.755001.681.781.851.760.011.770.331117:06:193015.755001.691.781.86

16、1.770.011.780.3417:21:194515.755001.711.791.871.770.011.790.3517:36:196015.755001.731.811.871.790.011.800.3618:06:199015.755001.741.821.871.800.011.810.3760018:19:18018.906002.122.082.102.020.272.080.2718:24:18518.906002.132.102.122.030.012.090.2818:29:181018.906002.132.112.122.030.012.100.2918:34:1

17、81518.906002.152.132.142.040.022.120.3118:49:183018.906002.162.152.142.040.002.120.3119:04:184518.906002.162.162.152.060.012.130.3219:19:186018.906002.172.172.152.080.012.140.3319:49:189018.906002.182.182.162.080.012.150.3470020:00:52022.057002.472.472.492.450.322.470.3220:05:52522.057002.482.482.49

18、2.450.012.480.3320:10:521022.057002.482.492.502.460.002.480.3320:15:521522.057002.482.502.512.480.012.490.3420:30:523022.057002.492.512.532.480.012.500.3520:45:524522.057002.502.512.532.490.012.510.3621:00:526022.057002.502.532.552.500.012.520.3721:30:529022.057002.502.532.572.500.012.530.3880021:41

19、:06025.208002.862.852.872.740.302.830.3021:46:06525.208002.872.862.892.760.012.840.3121:51:061025.208002.872.872.902.770.012.850.3221:56:061525.208002.882.872.912.780.012.860.3322:11:063025.208002.882.872.922.790.012.870.3422:26:064525.208002.902.892.932.800.012.880.3522:41:066025.208002.922.912.942

20、.810.012.890.3623:11:069025.208002.922.922.952.810.012.900.3790023:23:39028.359003.263.143.243.140.293.190.2923:28:39528.359003.273.153.253.140.013.200.3023:33:391028.359003.283.173.263.160.023.220.3223:38:391528.359003.283.183.273.170.013.230.3323:53:393028.359003.303.203.293.170.013.240.3400:08:39

21、4528.359003.313.203.303.190.013.250.3500:23:396028.359003.333.213.313.190.013.260.3600:53:399028.359003.343.223.313.200.013.270.37100001:05:26031.5010003.603.623.563.610.333.600.3301:10:26531.5010003.613.633.583.610.013.610.3401:15:261031.5010003.623.653.593.620.013.620.3501:20:261531.5010003.633.66

22、3.603.630.013.630.3601:35:263031.5010003.643.673.603.640.013.640.3701:50:264531.5010003.643.683.623.640.003.640.371202:05:266031.5010003.663.683.623.640.013.650.3802:35:269031.5010003.683.703.643.640.013.660.3980002:41:00025.208003.543.573.573.57-0.103.56-0.1002:56:001525.208003.543.573.573.570.003.

23、56-0.1003:11:003025.208003.543.573.573.570.003.56-0.1003:41:006025.208003.543.573.573.570.003.56-0.1060003:48:45018.906003.383.283.283.38-0.233.33-0.2304:03:451518.906003.383.283.283.380.003.33-0.2304:18:453018.906003.383.283.283.380.003.33-0.2304:48:456018.906003.383.283.283.380.003.33-0.2340004:56

24、:00012.604003.062.963.043.08-0.293.04-0.2905:11:001512.604003.062.963.043.080.003.04-0.2905:26:003012.604003.062.963.043.080.003.04-0.2905:56:006012.604003.062.963.043.080.003.04-0.2920006:02:4606.302002.712.682.792.75-0.312.73-0.3106:17:46156.302002.712.682.792.750.002.73-0.3106:32:46306.302002.712.682.792.750.002.73-0.3107:02:46606.302002.712.682.792.750.002.73-0.31007:08:5600.0002.462.412.282.47-0.332.40-0.3307:23:56150.0002.462.412.282.470.002.40-0.3307:38:56300.0002.462.412.282.470.002.40-0.3308:08:56600.0002.462.412.282.470.002.40-0.3308:38:56900.