Reinforced concrete structures sometimes are deteriorated and damaged by seismic and blast wave loadings. And the resistance of fiber-reinforced concrete was tested under of high-strain rate loading. Therefore, the concrete structures were need to improve the dynamic load resistance and energy absorption capabilities. In civil engineering, fiber was incorporated into concrete and used in strengthening structures to increase its durability and resist impact and blast wave loads. However, the mechanical performance of fiber-reinforced concrete (FRC) varied by using different weight ratios, volume fractions, fiber types and length of fibers. In this study, the quasi-static and dynamic mechanical behaviors of different weight proportions Kevlar fiber-reinforced concrete (KFRC) was studied by compressive strength test and split Hopkinson pressure bar test.
Aramid fiber is an organic fiber and it can be divided into para-aramid and meta-aramid, and DuPont's Kevlar fiber is one of the para-aramid fibers. Kevlar fiber was manufactured and invented by DuPont in 1965. The Kevlar fiber has excellent characteristics of non-conductivity, light weight, high specific tensile strength, good chemical stability and good weather resistance. Under the condition of the same weight, Kevlar fiber is 5 times as strong as steel wire, 2.5 times as strong as Grade E glass fiber, and 10 times as strong as aluminum. The elongation of Kevlar fiber is longer than carbon fiber. The concrete specimen’s water to cement ratio was fixed at 0.6; and the weight ratio of cement to fine aggregate to coarse aggregate was fixed at 1:1.05:2. Compressive test of concrete cylindrical specimens was done according to ASTM C39/C 39M – 01 standards. The dimension of the cylindrical specimen is ϕ 10 cm x 20 cm. The SHPB is a pneumatic impact testing machine. The SHPB test in this study was carried out in the materials laboratory of the Environmental Information and Engineering Department of Chung Cheng Institute of Technology, National Defense University. The dimension of the cylindrical specimen is ϕ 5 cm x 5 cm. The diameter of the incident and transmitted bars also is 5 cm.
In terms of fiber length, the quasi-static compressive strength of KFRC with 24 mm Kevlar fiber is slightly better than KFRC with 12 mm Kevlar fiber. In terms of fiber weight ratio, the compressive strength of KFRC with fiber weight ratio of 0.5 % is the best. However, the compressive strength of KFRC with fiber weight ratio of 1.0 % and 1.5 % is similar. Figure 1 shows the bar chart of quasi-static compressive strength for KFRC and benchmark specimens. The energy accumulated in a specimen owing to deformation is defined as strain energy which can be obtained by integrating the area of the stress-strain curve and multiplying the volume of the specimen. Figure 2 shows the bar chart of the strain energy of the benchmark specimen and KFRC specimens under quasi-static and dynamic loadings; it can be seen that the strain energies of KFRC specimens with the 24 mm Kevlar fiber are higher than the energies of the KFRC specimens with the 12 mm Kevlar fiber. In the SHPB test, the peak value of compressive stress is dynamic compressive strength, and the ratio of dynamic compressive strength to quasi-static compressive strength is defined as the dynamic increase factor (〖DIF〗_(f^' c)). 〖DIF〗_1 was calculated from quasi-static and dynamic compressive strength of the specimens, both the concrete proportions are the same; and 〖DIF〗_2 was calculated from the quasi-static of benchmark specimen and the dynamic compressive strength of KFRC specimen. Figure 3 show the comparison of 〖DIF〗_1 and 〖DIF〗_2 with the test data obtained from CEB-fib model
The quasi-static and dynamic compressive strengths test results show that KFRC with 0.5% Kevlar fiber has the best mechanical properties; but there is no significant difference between KFRC specimens with the KFRC specimens with 12 mm and 24 mm Kevlar fiber. However, it can be obviously seen that the strain energies of the KFRC specimen with 24 mm Kevlar fiber are higher than the energies of the KFRC specimens with the 12 mm Kevlar fiber. The comparative analysis results of the experimental data of this research and the dynamic increase factor (DIFf’c) curve of CEB-fib model show that the DIFf’c of KFRC are all on the curve, which shows that the KFRC strain rate sensitivity of DIFf’c is higher than that of the materials used in CEB.

The deterioration of concrete structures was usually happened inadequate maintenance, especially in some high seismic regions. It has been an important issue to increase the strength of the buildings. The existing reinforcement methods for concrete structures in Taiwan are mainly divided into two types: steel plate reinforcement and fiber composite patch reinforcement. Compared with steel reinforcement, FRP reinforcement is light weight, corrosion resistance, easy to use, less working space requirements, and high strength. Generally, the CFRP is a major composite material to confine the RC structural members due to its high strength and elongations. But the elongations of aramid fiber were higher than the carbon fiber and correspondingly to the high strength. This study aims to build a constitutive model for aramid fiber-reinforced confined concrete specimens with circular and square cross-sections. The compressive stress-strain relationships of AFRP confined concrete were used to obtain the parameters of the proposed constitutive model, and then compared with other researches to illustrate the accuracy of the proposed constitutive model.
A totally of 156 concrete specimens were tested in this study. The concrete specimens have different cross sections as 120 cylindrical concrete specimens (ϕ10×20 and ϕ15×30). In this study, five different strengths of concrete are obtained by using different water-cement ratios and the concrete mix-ratio (cement, sand and aggregate) was 1:1.81:4.52. The Kevlar fiber reinforced plastics (KFRP) were used to confined cylindrical and square cross-sectional concrete specimens. Kevlar fiber is aramid fiber, and it was obtained from DuPont Company. The concrete specimens are wrapped with KFRP sheets by hand lay-up on the 18th day. The epoxy resin was applied on the surface of the specimen to adhesive and saturate the Kevlar fiber sheet. The length of overlay is more than 10 cm for each layer of KFRP confinement. Applying the next layer of KFRP need to wait for epoxy resin curing (usually one day, at 25°C); and then repeat the above steps until the required number of layers. Finally, the Kevlar confined concrete with epoxy was cured for more than 7 days in ambient temperature. Two strain gauges were attached to the KFRP confined specimens to measure the circumferential strain. The KFRP confined concrete specimens were tested in universal testing machine with a load cell. According to ASTM C39/C 39M-01 standard, the loading rate of the actuator is 0.21 MPa/sec. And the loading process was stopped when the axial load began to decrease to 70 percent of maximum compressive strength.
The KFRP enhanced the mechanical capacity of concrete specimens. For example, the increasing percentages of compressive strength for different cross-sectional concrete specimens confined with different layers of KFRP (C10W65, C15W65) were 89%~271% and 42%~157%, respectively; and the compressive strains (C10W65) were increased by 221%~473%. The KFRP confinement also significantly enhance the strain energy capacity of concrete specimens, and the strain energies (C10W65) were increased by 614%~2,176%.
In order to predict the compressive strength of KFRP confined concrete specimens, a constitutive model was proposed, which was adopted from the Mohr-Coulomb failure criterion. The compressive strength of cylindrical concrete specimens confined with one and two layers of KFRP were used to determine the internal friction angle parameters of the proposed constitutive model. Then, the compressive strength of the concrete specimens confined with three layers of KFRP were predicted to verify the accuracy. The proposed constitutive models can accurately predict the compressive strength of cylindrical concrete specimens confined with KFRP confinement. The average absolute error was about 4.93% and the coefficient of determination (R2) was about 0.908.
The KFRP confinement can significantly enhance the strain energy capacity of concrete specimens. For C10W70L3, the strain energy capacity was increased up to 2,185%. Otherwise, the proposed constitutive models can accurately predict the compressive strength of concrete specimens confined with KFRP confinement. It shows a good relationship between proposed model and experimental compressive strength of concrete specimens.

本研究針對三種不同的地盤變位剖面(三角形、Cosine、三次曲線剖面)進行一系列數值參數分析，比較在不同樁長與土壤性質等情況下樁基礎內力、位移與損害情形。除上述三種地盤剖面外，本研究進一步以平移斷層為例，探討斷層錯動作用引致之地盤變位對樁基礎造成之影響。

本研究規劃進行一系列分析從中觀察淺基礎受震時之反應趨勢，初步分析結果顯示淺基礎受震過程之最小接觸面積與基礎最大轉角及橋柱頂部最大側移率間有很大相關性，當接觸面積越小時，淺基礎的最大頂部側移率及最大基礎轉角會越大。後續研究將進一步考量淺基礎構架式及單柱式橋墩受震行為之比較，從分析結果歸納淺基礎耐震設計之性能評估標準。

隨著城市的快速發展，地下空間的使用也逐漸增加，鄰近工程的施工也日漸普及，既存隧道旁的深開挖工程屬於鄰近施工的一種。然而淺層的地下隧道多使用明挖覆蓋法(Cut-and cover)並以矩形隧道形式建造，其優點在於方便施工且相關設施可最大化利用開挖空間。深開挖會對周遭的土壤產生解壓的作用，進而影響鄰近隧道產生內力及形變，以目前正在興建的捷運線段為例，當鄰近區域發生新建工程基地開挖時，捷運線段就監測到了不小的隧道徑向變形及軌道位移；台灣位在菲律賓海板塊及歐亞板塊的交界上，倘若開挖的過程中發生地震，則不僅僅只有隧道，開挖工程也會連帶受到影響，上述的變形量也可能會增加；在過往的文獻中，卻鮮少探討地震對深開挖及鄰近矩形隧道的影響，僅著重在開挖時既存隧道的變形行為而已。

本研究進行四組動態離心模型試驗，透過改變隧道與開挖面連續壁的間距，探討受震時兩者間相互影響的關係。試驗結果表示，當隧道愈鄰近開挖面連續壁時，連續壁的傾斜角度及頂部最大側向位移有增加的趨勢，隧道自身受到的形變量及沉陷量也較大；地表最大沉陷量發生於鄰近連續壁之背填土側，並且在隧道與連續壁間距最小時達到最大；隧道的變形量主要發生在開挖及架設支撐的過程中，與此相比，受震時的變形量較小。