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동시긴장보 일반긴장보 - 61 -
구분 단면계수 긴장력 (kn) A(m 2 ) y(m) I(m 4 ) 동시긴장 Tendon1 (19) Tendon2 (9) 동시긴장보 0.3444 0.400 0.01919 1,000 2,750 0 일반긴장보 0.3471 0.404 0.01919 0 2,750 1,350-62 -
1. 베드설치 2. 철근 / 쉬스관설치 3. 단부거푸집설치 4. 강봉 ( 압축재 ) 삽입 5. 게이지설치 6. 거푸집설치 7. 콘크리트타설 8. 강연선 ( 인장재 ) 삽입 9. 프리스트레스도입 10. 단부마감 11. 그라우팅 12. 완성 - 63 -
구분 동시긴장보 일반긴장보 19 가닥 9 가닥 19 가닥 설계늘음량 (mm) 61.1 mm 59.7 mm 61.1 mm 계측늘음량 (mm) 63 mm 60 mm 63 mm 오차 3.4 % 0.7 % 3.4 % - 64 -
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구분 긴장측 동시긴장연결구 비긴장측 강선의늘음량 설계량 (mm) 37.6 mm 18.6 mm 74.6 mm 계측량 (mm) 36 mm 18 mm 77 mm 오차 -3.5 % -2.2 % 3.8 % - 66 -
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mm - 86 -
-272-279 -611-612 -85-98 -759-759 187 181-148 -147 184.0-147.5 191.5-142.2-3.9 % 3.4% - 87 -
(a) 우금 1 교의상세 (b) 표준가이드상세 - 88 -
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설계기준 파상마찰계수 (/m) 곡률마찰계수 (/rad) 콘크리트구조설계기준 (2007) 0.0015~0.0066 0.15~0.25 도로교설계기준 (2005) 0.0015~0.0066 0.15~0.25 ACI 318-08(2008) 0.0016~0.0066 0.15~0.25 AASHTO Standard Specification(2002) 0.00066 0.15~0.25 AASHTO LRFD(2007) 0.00066 0.15~0.25 PCI Bridge Design Manual(2003) 0.00066 0.20 PTI Post-Tensioning Manual(2006) 0.00066 0.15,0.20,0.25,etc Prestress Manual(California, 2005) 0.003,0.005 0.20 BS 8110(1997) 0.0033 이상 0.20, 0.25, 0.30 Eurocode 2 (2002) 0.00095~0.0019 0.19 CEB-FIP Model Code(1993) 0.00095~0.0019 0.19 일본콘크리트표준시방서 (2007) 0.004 0.30 일본도로교시방서 (2002) 0.004 0.30-92 -
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구분 지세포교 사연대교 인장재의늘음량 (mm) 269.4 265.0 263.9 257.2 261.7 265.0 262.8 265.0 267.2 265.0 266.1 263.9 263.9 265.0 266.1 237.2 241.1 239.8 241.1 238.5 235.8 234.5 242.4 238.5 234.5 무안교 320.7 312.9 323.0 315.2 317.4 신기천교 334.6 337.1 334.6 332.1 335.9 343.3 339.6 343.3 349.5 353.3 338.3 348.3 348.3 349.5 353.3 338.3 334.6 342.1 340.8 344.6 345.8 348.3 344.6 340.8 342.1 343.3 344.6 345.8 344.6 342.1-115 -
구분 계측값별압축재의파상마찰계수 (/m) 지세포교 0.0046 0.0055 0.0057 0.0071 0.0062 0.0055 0.0059 0.0055 0.0050 0.0055 0.0053 0.0057 0.0057 0.0055 0.0053 사연대교 0.0054 0.0045 0.0048 0.0045 0.0051 0.0057 0.0060 0.0042 0.0051 0.0060 무안교 0.0049 0.0061 0.0045 0.0058 0.0054 신기천교 0.0078 0.0074 0.0078 0.0081 0.0076 0.0066 0.0071 0.0066 0.0058 0.0053 0.0073 0.0060 0.0060 0.0058 0.0053 0.0073 0.0078 0.0068 0.0069 0.0065 0.0063 0.0060 0.0065 0.0069 0.0068 0.0066 0.0065 0.0063 0.0065 0.0068 구분지세포교사연대교무안교신기천교 데이터수 15 10 5 30 기존 평균값 0.0056 0.0051 0.0053 0.0067 표준편차 0.0006 0.0006 0.0007 0.0007 수정 평균값 0.0055 0.0051 0.0053 0.0068 표준편차 0.0004 0.0006 0.0007 0.0006-116 -
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堟 32. 문종훈, 이필구 (2006). 이중프리스트레싱을이용한콘크리트휨부재의 상승공법, 대한토목학회정기학술대회논문집. pp981~984. 33. 박영하, 박민석, 길흥배 (2005). PSC I 거더교의최적설계및표준화연구, 연구보고서, 한국도로공사도로교통기술원. 34. 이필구, 김충언 (2009). 강봉과강연선이일체화된정착구의슬립거동평가. 한국콘크리트학회춘계학술대회논문집제 21 권 1 호. pp147~148. 35. 전세진, 박종칠, 박인교, 심별 (2009). 실측값에근거한마찰계수의추정, 대한토목학회논문집, 제 29 권, 제 5A 호, pp487~494. - 124 -
36. 전세진, 최명성, 김영진 (2009). PSC 거더교의장경간화평가기법 : 1. 경간평가 기법의제안, 대한토목학회논문집, 제 29 권, 제 3A 호, pp235~241. 37. 한국도로교통협회 (2005). 도로교표준시방서 38. 한국콘크리트학회 (2009). 콘크리트표준시방서해설 - 125 -
A Study on the Simultaneous Prestressing System of Post-Tension and Post-Compression Prestress, induced by tensioning steel to resist bending stresses due to external loads, is commonly used in concrete girders of bridges. Prestress is introduced by a compressive force beforehand to prevent tensile stress on the lower fiber of the bending member. In girders with a smaller height compared to span length, the compressive stress that has a harmful effect on the structural behavior is applied excessively to the girder s upper fiber, limiting the reduction of girder height of the prestressed concrete girder. Existing solutions, using bulb-tee girder section or post compression technologies, have problems of constructability and serviceability. In this study, the simultaneous prestressing system of post tension and post compression with single jacking was proposed to offset the compressive force generated in the girder as a result of the introduction of prestress. For the jacking force management of this system, formula were proposed by theoretically clarifying the behavior manifested during jacking in relation to the friction coefficients. Experimental verifications of the simultaneous - 126 -
prestressing system were performed with two 10m-long rectangle-shaped PSC girders and 35m-long real bridge girders. This study proposed method of design and prestress control considering propagation of uncertainties. Keyword : Post-Tension, Post-Compression, Simultaneous Prestressing System, Prestress, Bridge Student Number : 2009-30226 - 127 -