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In Situ Dynamic Strength Properties of the 3 Meiji Fortress Reclaimed Sands

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In Situ Dynamic Strength Properties of the 3 Meiji Fortress Reclaimed Sands Japanese Geotechnical Society Special Publication The 15th Asian Regional Conference on Soil Mechanics and Geotechnical Engineering In situ dynamic strength properties of the 3rd Meiji fortress reclaimed sands Takaharu Shogaki Department of Civil Engineering, National Defense Academy, 1-10-20 Hashirimizu, Yokosuka, 239-8686, Japan ABSTRACT Construction of the 3rd Meiji fortress, at a depth of approximately 40 m near the Kannon promontory in Kanagawa Prefecture, was started in 1921 and lasted for 29 years. However, 35% of this 3rd fortress was submerged and all its functions suspended due to the liquefaction caused by the Great Kanto Earthquake of 1923. The measured relative density (Dr(m)) and stress ratios (RL20(m)) in a 20-cycle time frame values were 4.5% and 0.006, respectively, in mean values greater than those of the estimated in situ Dr(i) and RL20(i) values obtained with the economically feasible (EF) method. Thus, the Dr(m) and RL20(m) values overestimate the in situ values. Keywords: earthquake, sand, 3rd Meiji fortress, liquefaction, sample disturbance, tube sampling, relative density 1. INTRODUCTION (2006). Therefore, the possibility of the 3rd Meiji fortress reclaimed sands liquefying is also discussed by Japan constructed 24 fortresses in the coastal area referring to the D and the stress ratio (R ) in a of Tokyo, from the last days of the Edo Period into the r L20 20-cycle time frame for the sands obtained from the site Meiji Period, to strengthen the defenses of the Tokyo concerned and the Niigata Meike sands. The metropolitan area against invasion by foreign enemies. applicability of the EF method (Shogaki and Sato, Three fortresses in Tokyo Bay were constructed on 2011; Shogaki and Kaneda, 2013), for estimating the in manmade islands. The 1st and 2nd fortresses were situ D and R values of the sand samples obtained constructed at depths of 5 m and 10 m, respectively, in r L20 from the 3rd Meiji fortress, is discussed together with Tokyo Bay near the Futtsu promontory in Chiba the sands from Niigata Meike, Niigata Airport, Niigata Prefecture, as shown in Fig, 1. Construction of the 3rd East Port and a port in Kansai. Meiji fortress, at a depth of approximately 40 m near the Kannon promontory in Kanagawa Prefecture, was started in 1921 and lasted for 29 years. However, 35% Yokohama of the 3rd fortress was submerged and all its functions suspended due to the liquefaction caused by the Great Kanto Earthquake of 1923. Unfortunately, the maximum (emax) and minimum (emin) void ratios of the 3rd Meiji fortress reclaimed sands were not measured by the Ministry of Land, Infrastructure, Transport and Tourism (MLIT) (2002). Therefore, relative densities (Dr) were not measured for these sands in spite of the need for an estimation of the in situ dynamic strength 1st fort. properties using the economically feasible (EF) method 2nd fort. (Shogaki and Sato, 2011; Shogaki and Kaneda, 2013). rd In this paper, the 3 Meiji fortress reclaimed sands 3rd fort. Futtsu are identified by index and grain size distribution Hoshirimizu properties for sands obtained from Hashirimizu, Yokosuka Kurihama and Futtsu Beaches, since these sands were Tatarahama used as the reclaimed sands, as described in MLIT (2000). Niigata sands were liquefied during the Niigata ： Sampling sites 0 (㎞) 5 Earthquake of 1964. The grain size distribution Kurihama properties of the 3rd fortress reclaimed sands are similar to those of Niigata sands, as can be found in Shogaki, et al. (2006). The dynamic strength properties of the Fig. 1. Sites of fortresses and identification of 3rd Meiji fortress Niigata Meike sands were measured by Shogaki, et al. sands http://doi.org/10.3208/jgssp.JPN-016 2680 2. OUTLINE OF 3rd MEIJI FORTRESS IN 3. IDENTIFICATION OF 3rd MEIJI FORTRESS TOKYO BAY RECLAIMED SANDS Fig. 2 shows the cross sectional soil profile of the Fig. 4 shows the grain size distribution curves for 3rd fortress after its construction. The major and minor ～ axis lengths were 270 m and 167 m, respectively, and samples of z=2.5 m 27.5 m obtained from the the reclaimed soil volume was 332 million m3. The sampling sites, as shown in Fig. 3 together with foundation of the 3rd fortress is the Pliocene Kazusa Toyoura sand ( ▽ ). These sands are classified as stratum, and reclaimed sands obtained from “possible liquefaction”. The sands at z=2.5 m (＋), 7.5 Hashirimizu, Kurihama and Futtsu Beaches, shown in m (×) and 10.5 m (○) are classified as “high MLIT (2000), were used on top of the stone riprap liquefaction potential” by the Ports and Harbors Bureau placed on the base. The sampling sites of the of Japan (2013) as is the Toyoura sand. Table 1 shows Hashirimizu, Kurihama and Futtsu sands are also the grain size properties for samples at z=2.5 m, 7.5 m rd shown in Fig. 1 together with Tatarahama sand as a and 10.5 m obtained from the 3 fortress together with large amount of sediment sand in these areas. Control Toyoura, Hashirimizu 1 and 2, Kurihama, Tatarahama of the construction, using the above reclaimed sands, and Futtsu 1, 2 and 3 sands, described in next chapter. was conducted in a similar manner to the present-day The percentage (Fc) of grain sizes smaller than 0.075 rd preloading method and plate-loading test as mm at the 3 fortress are in the range of 3% to 8%, and technologies imported from European countries (MLIT, the uniformity coefficient (Uc) and the coefficient of 2000). In other words, control of the construction using curvature (U’c) are 2.0 to 3.8 and 0.9 to 1.1, reclaimed sands was conducted through plate-loading respectively, with the medium grain size (D50) being tests for both the weights of cannons and the reaction to 0.21 mm to 0.39 mm. their shooting, which resulted in a spreading depth of Fig. 5 shows the grain size distribution curves for the fill of 20 cm. These geotechnical techniques were the reclaimed sands (z=2.5, 7.5 and 10.5 m) and the rd quite progressive for that day and age, and they were identification the 3 fortress sands, as shown in Table 1. later exported to the United States of America (MLIT, 2000). 100 Fig. 3 shows the cross-sectional soil profiles after : Toyoura Great Kanto Earthquake of 1923. It can be determined 3rd Meiji fortress 80 z(m) from Figs. 2 and 3 that the main reason for the : 2.5 rd : 7.5 settlement of the 3 fortress was the collapse of the : 10.5 stone riprap and the liquefaction of the reclaimed sands 60 : 17.5 High liquefaction : 27.5 potential caused by the Great Kanto Earthquake of 1923. 40 +7.93 m +14.09 m +2.39 m Possible +12.97 m 20 liquefaction ±0.0 m +5.26 m Percentage finer weight by (%) Reclaimed sand 0 0.001 0.01 0.1 1 10 Stone riprap -40.0 m Grain size, D(mm) Fig . 4. Grain size distribution curves (3rd Meiji fortress). Pliocene Kazusa stratum 100 Fig. 2. Cross-sectional soil profiles after establishment. 80 : Hashirimizu 1 60 : Hashirimizu 2 : Kurihama : Tatarahama 40 : Futtsu 1 : Futtsu 2 : Futtsu 3 3rd Meiji fortress 20 : 2.5m : 7.5m Percentage finer weight by (%) : 10.5m 0 0.01 0.05 0.1 0.5 1 5 10 Grain size, D(mm) Fig. 3. Cross-sectional soil profiles after Great Kanto Fig . 5 Grain size distribution curves (identification of 3rd Meiji Earthquake. fortress sands). 2681 Table. 1. Grain size distribution properties of sand samples. ρ D D D D D Sand s F 10 30 50 60 max U U ' e e (g/cm3) c (mm) (mm) (mm) (mm) (mm) c c min max (%) 3rd fortress 2.724 8 0.127 0.265 0.394 0.482 9.50 3.8 1.1 - - (2.5m) 3rd fortress 2.736 3 0.122 0.165 0.212 0.243 4.75 2.0 0.9 - - (7.5m) 3rd fortress 2.727 6 0.115 0.166 0.220 0.254 4.75 2.2 0.9 - - (10.5m) Hashirimizu1 2.874 0.5 0.114 0.139 0.167 0.187 4.75 1.6 0.9 0.592 0.946 Hashirimizu2 2.727 0 0.120 0.225 0.345 0.449 9.50 3.7 0.9 - - Kurihama 2.776 2.4 0.114 0.144 0.181 0.206 4.75 1.8 0.9 0.634 0.977 Tatarahama 2.800 0.6 0.184 0.435 0.566 0.646 4.75 3.5 1.6 - - Futtsu 1 2.725 0 0.118 0.183 0.287 0.447 4.75 3.8 0.6 - - Futtsu 2 2.710 0.1 0.243 0.251 0.306 0.331 4.75 1.4 0.8 0.674 1.016 Futtsu 3 2.731 0 0.132 0.273 0.469 0.572 4.75 4.3 1.0 - - There are no samples of the 3rd fortress sands obtained those of Niigata Meike under the same z. Niigata Meike from the tube sampling. In Fig. 6, the grain size sands, as shown in Fig. 6, liquefied in the Niigata distribution curve at z=2.5 m (●) of the 3rd fortress is Earthquake of 1964 and Niigata City suffered terrible similar to that of Futtsu 2 (◇), while the curves of damage due to this earthquake. It can be seen that the rd z=7.5 m (×) and 10.5 m (■) are similar to Hashirimizu 1 3 fortress reclaimed sands are also liquefied sand in (▽) or Kurihama (＋), respectively.
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