목차

제 1 장 서 론················································································································ 1
1.1 연구목적 ······················································································································· 1
1.2 연구동향 ······················································································································· 3
1.3 연구방법 ······················································································································· 4
제 2 장 이론적 배경······································································································ 6
2.1 개요 ······························································································································· 6
2.2 대구경 현장타설말뚝의 특징 ··················································································· 7
2.3 말뚝의 수평지지력 산정방법 ··················································································· 8
2.3.1 Prescription Value Method ··········································································· 8
2.3.2 수평재하시험 ········································································································ 9
2.3.3 극한 평형법 ·········································································································· 9
2.3.4 탄성지반 반력법 ······························································································· 11
2.3.5 선형탄성 해석방법 ··························································································· 11
2.3.6 비선형탄성 해석방법······················································································· 12
2.3.7 Chart방법··········································································································· 13
2.3.8 다차원 해석방법 ······························································································· 13
2.4 수평지반반력계수 산정방법 ··················································································· 13
2.5 이론적 방법을 통한 1/β산정방법 ······································································· 14
제 3 장 p-y곡선 해석방법····················································································· 15
3.1 개요 ····························································································································· 15
3.2 p-y곡선의 특성······································································································· 15
3.3 p-y곡선에 적용 가능한 수평하중 조건····························································· 16
3.4 p-y곡선의 기준······································································································· 17
3.5 모래지반의 p-y곡선기준 ······················································································· 18
3.5.1 Reese의 p-y곡선기준··················································································· 18
3.5.2 API Sand모델의 p-y곡선기준 ···································································· 19
3.6 점토층의 p-y곡선기준··························································································· 20
3.6.1 연약점토의 p-y곡선기준··············································································· 20
3.6.2 경점토의 p-y곡선기준 (AWT) ··································································· 21
3.6.3 경점토의 p-y곡선기준 (BWT) ··································································· 22
제 4 장 수평지반반력계수 및 최대휨모멘트 분석······································ 25
4.1 개요 ····························································································································· 25
4.2 L-pile 프로그램 모델링 및 해석절차··································································25
4.3 수평지반반력계수와 1/β 비교분석 ····································································· 26
4.3.1 수평지반반력계수 비교분석··········································································· 27
4.3.2 1/β 비교분석··································································································· 29
4.4 최대 휨모멘트의 위치 비교분석 ··········································································· 29
제 5 장 비선형해석을 이용한 말뚝의 수평거동 해석결과······················ 36
5.1 개요 ··························································································································· 36
5.2 수치해석 모델링 ······································································································· 36
5.2.1 모델링 및 해석조건························································································· 36
5.2.2 말뚝 및 케이싱 해석조건··············································································· 38
5.2.3 하중 해석조건··································································································· 39
5.3 대구경 현장타설말뚝의 수평거동 특성 ······························································· 39
5.3.1 케이싱 보강길이에 따른 말뚝의 수평지지력············································· 39
5.3.2 케이싱 보강길이에 따른 말뚝의 수평변위 ················································· 43
5.3.3 케이싱 보강길이에 따른 말뚝의 휨모멘트 ················································· 46
5.4 케이싱 보강길이에 따른 대구경 현장타설말뚝의 보강효과 ··························· 51
5.4.1 케이싱 보강길이에 따른 말뚝의 수평지지력 보강효과 ··························· 51
5.4.2 케이싱 보강길이에 따른 말뚝의 수평변위 보강효과 ······························· 53
5.4.3 케이싱 보강길이에 따른 말뚝의 휨모멘트 보강효과 ······························· 55
5.5 유한요소해석과 비선형해석의 비교분석 ····························································· 58
5.5.1 개요 ····················································································································· 58
5.5.2 말뚝의 수평지지력 비교분석 ········································································· 58
5.5.3 말뚝의 수평변위 비교분석············································································· 64
제 6 장 결론···················································································································· 69
참고문헌 ································································································································· 71
ABSTRACT ························································································································· 76