【正文】 right:longitudinal joint type 2) The wiring was carried out immediately beforeplacing the segments. The connection to the data logger is done by premounted plugs (Fig. 9). A data logger is used to collect and to store the measured data. The data is regularly transmitted by a modem and a modem and afterwards processed and analysed us a conventional personal puter (PC).The measurements are depended on the tunnel heading. During the first twenty rings, each 2 m in length, the transducers are recorded every 10 minutes. From the 21st up to 100th ring the measuring interval is extended to one reading per hour. Afterwards it is carried out once a day. The transducers are dimensioned for loads ranging from 10 to 200 . In annular and longitudinal joints the tension of the transducers can be readjusted using oilfilled pipes. 4. RESULTS The installation of the transducers started inJune 2020 in the first measuring section. In section2 and 3 they were installed in August and December2020 respectively. One year after the firstinstallation the following test results can be derived: Figure 9. Wiring of transducers and connection to data logger readjusted using oilfilled pipes. Annular joints: ? The measured data in the annular joint is clearly influenced by the steering procedures of the tunnel boring machine (TBM),especially during the first phases of advance after installation of a ring (Fig. 10). ? Approx. 20 rings behind the TBM the thrust can still be measured in the annular joint,however the values are very low. ? The values achieved in the crown a higher than the corresponding ones in the invert . The thrust of the TBM acting on the segmentscannot be measured in the same magnitude inan annular joint of a ring. The measured datarepresents in average only approx. 30% to 50% of the actual thrust (Fig. 10). An influence of the ring division, respectively the large keystone, which might lead to stress peaks, cannot be determined yet. Figure 10. Measured pressures versus calculated stresses in the annular joint (invert in measuring section 2) ? Displacements between the ring equipped with pressure transducers and the neighbouring ring have been measured to max. 11 mm. This magnitude has obviously no influence on the pressure measurements. Longitudinal joints ? The influence from the grouting process can be measured clearly (Fig. 11). ? The deformation of a ring, which is influenced e. g. by the grouting process or the dead weight of the segments as well as by the operational effects (steering of TBM, removal of the temporary screws in segments, dead weight of backup equipment imposed by wheels), lead to twists of the longitudinal joint and therefore causes isolated stress peaks. ? However, the measured values decrease continuously after some days and remain constant over the period observed. ? The values measured with pressure transducers of 2(divided sensors) are 10times as high as the ones measured with transducer type 1. An explanation for this behavior might be found in restraints which are caused by the installation of the segment ring (eggshape) as well as from the differences in the prestressing of the temporary screws. This deformation can also be deduced by measuringthe width of the longitudinal joint. Earth pressure ? The pressure transducers mounted on theoutside of the segments show the influence from the constructionrelated effects likegrouting of the annular gap and the greaseinjection of the tail measuredvalues decrease within one day from approx. 350400 kPa to an average value of about 150 kPa and remain constant afterwards (Fig. 12). ? A longterm increase of the measured data by redistribution of stresses from the overburden cannot to be recognised yet. 5. CONCLUSION In the New Schl252。chtern Tunnel is carried out in three construction phases (Fig. 2): ? Excavation of the new tunnel tube in parallel alignment to the existing one and taking into operation the new section as doubletrack operation. ? Comprehensive renewal of the existing tunnel and start of the single track operation in the renewed and in the new tube. ? Dismantling of the second track in the new tube and pletion of the rail related equipment in the new tunnel. The first construction phase was missioned to a joint venture consisting of HOCHTIEF Construction AG, Ed. Z252。他專門從事巖土工程中的應用（例如在運輸和水利工程地球結構問題填埋場 及 地下倉庫），并主要就加強土壤 做了研究，同時 他 還 領導著廣泛的問題，幾個贈款項目 。 1989 年 詹˙ 普魯斯卡畢業(yè)于土木工程 專業(yè)于 捷克布拉格技術大學。盡管我們經(jīng)歷了系統(tǒng)的初步艱難， 但 我們相信在可預見的未來我們 會 解決問題， 因為 幾乎所有成功的制度是在實踐中共同編寫的。該文件的目的是允許的變形微傳感器核查使用的隧道襯砌變形測量。出于這個原因，我們目前正在測試連接，并保持在同一時間，最大限度地減少數(shù)據(jù)量，傳輸不必要的各種方法。并且 該系統(tǒng)的 可以 大規(guī)模使用。 預計不久 ，可以 進行測量之間的期限 及 數(shù)量，并從系統(tǒng)網(wǎng)關的點的距離 。 因此，明確如下，測量網(wǎng)絡必須能夠在實驗室中進行測試，因此才在現(xiàn)場安裝上。 A 現(xiàn)場聲采樣點 B 傾斜儀板 C 收斂螺栓 G1 電動傳感器監(jiān)測 G2 相同的傳感器搜集的比較數(shù)據(jù) 圖 2 安裝的問題提供比較數(shù)據(jù)收集方法的儀器 圖 3 發(fā)展標準化頻譜的損壞（ a）和損壞（ b）隨時間的隧道襯砌段 圖 4 隧道結構（融合） 件 的標準化頻譜襯里求和 圖 5 隧道襯砌損壞部分的采樣速度結果 此外，在他們轉移到了辦公室 ， 這個網(wǎng)關是用于收集到的數(shù)據(jù)存儲 ， 個人的網(wǎng)絡編程點之前，必須在特定情況下的測量裝置，這取決于他們的位置在對無線網(wǎng)絡的發(fā)展進程中最重要的事情之一是個別點的設置之間的距離適當，以便不發(fā)生通信故障。新的測量法進行了 16 分，在四橫四線和垂直線，約 200 毫米的間距，安排了固定網(wǎng)絡進行（見圖 2）。這些記錄評估數(shù)理統(tǒng)計方法（標準參數(shù)，分類，相關），無論是時域和頻域與找到一個合適的物理參數(shù)組，可靠地檢測到目前的襯砌結構狀況 為 目的。兩個地震檢波器安裝在隧道襯砌 中 （見圖 2） ， 在上述文件：一個部分，是由微小的裂縫型（ G1）和其他受損部分的一個鄰 部 ，它的缺陷是沒有宏觀缺陷（參考檢波器 G2）。 地球物理監(jiān)測方法 上述傳統(tǒng)的監(jiān)測方法 有 兩種方法，其申請需要補充提供其他方面的比較資料，記載了預制襯砌段，其中用于監(jiān)測選定的結構狀況。第 103/06/1257 補助，一份名為 “ 使用的監(jiān)測和微測量系統(tǒng) ” 地下結構老齡化的考試，為的是在建筑結構，接觸到動態(tài)的組件技術條件可靠的指標的可能性考試下 加載。從 1978 年至 1981 年，他擔任顧問工程師，專門從事設計和土木工程建設。從 1995年到 2020年，他任職 于建筑 公司豪赫蒂夫 ， 專門從事設計和地下設施建設。 此外，必須遵循建筑相關的影響。這些測量的目的是分析部分的關節(jié)之間的強調，在挖掘和盾構推進過程中出現(xiàn)的關節(jié)壓力。