# Study on Anchorage Performance of New High-Strength Fast Anchorage Agent
## 3 Series Tests of Anchorage Performance of New Anchorage Agent
### Field Basic Test
#### 3.5.3 Design of Tensile Test Scheme  
1. The anchor cable was be stretched only after the slurry strength of the anchoring section became greater than 30 MPa and reached 80% of the designed strength grade;
2. Before tensioning, the anchor cables, jacks, anchoring tools, pressure plates and anchor hole center line were placed;
3. The technical Specification for Rock Bolt and Shotcrete Support Engineering (GB50086-2015) 12.1.21 requirements state the following: \"Maximum load test: Permanent bolt  
\begin{table}
\begin{tabular}{c c c} \hline \hline
**Anchor Number** & **MS1\({}^{\prime}\)-N1** & **MS1\({}^{\prime}\)-N21** \\ \hline Specification for material used in steel bars & 2\(\varphi\)s15.2 & 2\(\varphi\)s15.2 \\ Angle (\({}^{\circ}\)) & 18 & 18 \\ Bonehole diameter (mm) & 150 & 150 \\ Total length (m) & 18 & 18 \\ Free segment length (m) & 12 & 12 \\ Anchorage length (m) & 6 & 6 \\ Prestress locking value (kN) & 90 & 90 \\ Design value of bearing capacity (kN) & 149.4 & 149.4 \\ \hline \hline \end{tabular}
\end{table}
Table 1: Test anchor cable parameters.  
Figure 6: Construction position of test anchor cable.  
Figure 7: Anchorage construction section.  
should take 1.2 times of the bolt tension design value, temporary bolt should take 1.1 times of the bolt tension design value\". The acceptance test was loaded in stages, with the initial load being 10-20% of the designed load of the bolt and the graded load values being 0.4, 0.6, 0.8, 1.0 and 1.2 times of the designed load, respectively. The whole test was continuously loaded step by step. After the first load was stable, the next load could be applied until the maximum load was reached. The observation time for each stage was 10 min. Within the observation time for each stage, the cumulative displacement of the measuring anchor head displacement item was not intended to reach more than 1 mm before the next stage load was applied; otherwise, the observation time was extended. The final test load was also maintained for 10 min. If the displacement exceeded 1 mm within 10 min, the load was maintained for another 50 min the elongation was recorded at 15, 20, 25, 30, 45 and 60 min and the loading class and observation time for the anchor cable were recorded in the cable tensioning record table;
4. For the acceptance test, the design load, from 50% to the maximum test load, between the total displacement and the side was set to be greater than the load indicated by the theory for anchor bar free-segment lengths for prestressed elastic elongation (80%), and less than the free segment and 1/2 of the sum of the anchorage length indicated by prestressed reinforcement theory for elastic elongation and the anchor bar measured elongation and theory; the error was not greater than the theoretic elongation of plus or minus 6%;
5. Calculation of theoretical elongation: the formula for the theoretical elastic elongation in this acceptance test was calculated according to the provisions of article JT041-2004.12.8.3 of the technical Specification for Highway Bridge and Culvert Construction: \[\Delta L=\frac{P_{p}L}{A_{p}E_{p}}\] (4) where \(P_{p}\) is the average tensile force of the prestressed reinforcement; \(L\) is the length of the prestressed reinforcement; the cross-sectional area of \(A_{P}\) is the prestressed reinforcement, which was here 141.4 mm\({}^{2}\); and the elastic modulus of \(E_{P}\) is the prestressed reinforcement, which was here 193 GPa.