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[기초공학]기초공학 개론

제 1 장 개론부경대학교 건설공학부 지반공학연구실1. 개론1.1 기초의 정의? 기초란 상부구조물의 하중을 지반으로 전달하는 하부구조물과 그에 인접한 흙이나 암반으로 정의되고, 얕은 기초(shallow foundation)와 깊은 기초(deep foundation)로 분류한다.1.2 기초의 종류1.2.1 얕은 기초? 얕은 기초는 상부구조물의 하중을 기초저면을 통하여 지반에 전달하며 기초저면 지반의 전단저항력으로 하중을 지지한다. 일반적으로 Df/B < 1이다.? 얕은 기초를 시공하기 위한 굴착방법은 개착공법을 원칙으로 한다.1.2.2 깊은 기초? 깊은 기초는 상부구조물의 하중을 기초의 선단(end)과 주면(shaft)을 통하여 지반에 전달하며 따라서, 선단지지력과 주면 마찰력으로 하중을 지지한다. 일반적으로 Df/B > 4∼5이다.? 깊은 기초의 분류1.2.3 강성에 따른 기초의 종류? 기초는 강성에 따라 강체기초와 탄성기초로 구분? 강체기초: 외력에 의하여 휨이나 전단변형이 거의 없고 침하나 수평이동 및 회전변위가 주로 발생하는 기초? 탄성기초: 외력에 의하여 기초의 휨이나 전단변형이 주로 발생하는 기초? 케이슨기초와 말뚝기초의 구분? 케이슨기초:? 말뚝기초(짧은 말뚝):? 말뚝기초(긴 말뚝):여기서,기초의 유효근입깊이기초의 특성치(characteristic value)기초의 수평방향 지반반력계수? 케이슨기초와 직접기초의 구분? 직접기초:? 케이슨기초:1.3 기초의 조건? 기초의 구비 조건1) 하부지반의 지지력이 충분해야 한다.2) 침하량이 허용침하량을 초과하지 않아야 한다.3) 전도, 회전, 활동에 대해서 안전해야 한다.

공학/기술| 2005.12.14| 8페이지| 1,000원| 조회(1,676)

토목공학, 기초공학, 개론, 토목과, 건설공학

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[기초공학]토목과 기초공학 세번째 중간고사

부경대학교 토목공학과 3학년 기초공학 중간고사 2005-3학번: 이름:1. a) Determine the immediate settlement for the following footing and conditions. b) Determine the size of the footing that will result in an immediate settlement of 2.5cm.a) 강성기초의 즉시침하량,forfrom 그림 4-5근입깊이에 대한 보정:forand,∴b) 허용침하량 25mm에 대한 기초의 폭의 관계에서라 두면,??따라서,? Use2. Determine the vertical stress increment at a depth of 2.0m below points A and B.Point A:i) For:,,forandii) For:for ?2389forand∴Point B:i) For:,,forandii) For:for ?1346forandfor ?1245forand∴3. A 1m x 2m footing is loaded to 80ton at the site shown below and produces a settlement of 25mm. A 2.5m x 2.5m footing is constructed at the site and is loaded. What is the magnitude of applied loadthat will produce a settlement of 12.5mm for the 2.5m x 2.5m footing?1) 그림 3-13을 이용하는 방법인 footing에 80ton을 재하하였을 때 25mm의 침하가 발생하였으므로 이때의 허용지지력은이다.그림 3-13에서과에 대한 기초지반의 표준관입시험치를 구하면이다.이고에 대한 허용지지력을 그림 3-13에서 구하면정도이다. 이는 허용침하량 25mm에 대한 허용지지력이므로, 침하량 12.5mm에 대한 허용지지력은이 된다. 따라서 침하량 12.5mm를 발생시키는 데 필요한 하중의 크기는 다음과 같다.or2) Bowles의 공식을 이용하는 방법기초가 지표면에 설치되어 있으므로?이고,일 때이므로인 기초에 대해서는이므로따라서,4. A 406.4mm steel pipe pile (wall thickness: 9.5mm) is driven into overconsolidated clays having the following properties: From zero to 6m depth the cohesion is 25kPa and the unit weight of the soil is 17.2kN/m3; below 6m, the cohesion is 120kPa and the unit weight is 18.9kN/m3. The inside of the steel pipe pile is to be filled with a concrete. Determine the required pile length to carry an uplift load of 200kN and then estimate an allowable compressive load capacity for the determined length of pile. The unit weight of concrete is 23.5kN/m3. F.S. = 3.0. Use-method for the frictional resistance.1) 인발력 200kN을 지지할 수 있는 말뚝의 길이? 감관말뚝()의 단위길이당 무게= 93.0kg/m = (93.0)(9.81/1000)kN/m = 0.912kN/m? 말뚝의 무게:? 부착계수For,For,? 인발에 대한 마찰저항력? 순극한인발저항력? 허용인발저항력?? Use따라서, 말뚝의 전길이는2) 길이 17.0m인 강관말뚝의 축방향 압축하중에 대한 지지력? 선단지지력? 부착계수For,For,? 마찰저항력? 극한지지력? 허용지지력5. A 15.0m steel pipe pile (355.6mm; t=11.6mm) is driven with a closed end into the following soil profile:DepthSoil ClassificationFriction Angle(o)wet unit weight(kN/m3)saturated unit weight(kN/m3)0 - 6.0mSilty sand (SM)3018.019.0below 6.0mSandy silt (ML)3519.520.5a) Compute the allowable downward and uplift load capacities. b) Determine the required length of pile to carry a vertical compressive load of 400kN. The pile is filled with concrete after driving. The ground water table is located 3.0m below the ground surface. F.S. = 3.0.I) Allowable downward load capacity? 한계깊이 (Figure 13-31)For,For,? 연직유효응력 분포가) 선단지지력? 단위 선단저항력for? 선단지지력:나) 마찰저항력? For a steel pile,; For a closed-end driven pile:For,,For,,? 단위 마찰저항:? 마찰저항력:? 극한지지력:? 허용하중:2) Allowable upward load capacity? 연직유효응력 분포? 상대밀도(표 2.9), 한계깊이,(FIGURE 9.36)For,,,For,,,? 인발계수(uplift coefficient), FIGURE 9.36for;for? 인발마찰저항:? 순극한인발저항:? 강관말뚝(355.6mm; t=11.6mm)의 단위 길이당 무게: 94.3kg/m = 94.3 x 9.81/1000 kN/m = 0.925kN/m? 콘크리트로 속채움한 말뚝의 무게? 총 인발저항력:3) 압축하중 400kN을 지지할 수 있는 말뚝의 길이? 말뚝이 하부 sandy silt(ML)층에 근입되어 있다고 가정하면 말뚝의 길이는이고, 선단지지력의 크기는 1)의 경우와 동일 ?? 마찰저항력:? 극한지지력:? 허용하중:?(Say 25.0m)? 말뚝의 총 길이:

학교| 2005.12.14| 9페이지| 1,500원| 조회(520)

토목공학, 기초공학, 부경대, 토목과, 건설공학

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[기초공학]토목과 기초공학 첫번째 중간고사

부경대학교 건설공학부 3학년 기초공학 중간고사 2005-1(1)학번: 이름:※ (2% each) If the following statement is true, fill the blank with "T". If it is false, fill the blank with "F".1. ( F ) A thin wall tube is used to obtain disturbed samples.2. ( T ) A falling distance of hammer in the standard penetration test is 750 mm.3. ( F ) The SPT N value is defined as the blow count required for driving a split-spoon sampler through 450 mm.4. ( F ) The area ratio of the sampler is to indicate the size of the sample.5. ( T ) A ring spread footing is considered as a kind of continuous footing.6. ( T ) The SPT N value can be used to classify soils.7. ( F ) A caisson foundaion is classified as a shallow foundation.8. ( F ) Wenner method is used in the seismic exploration.9. ( F ) The general shear failure is usually occurred in medium dense soils when subjected to ultimate loading.10. ( F ) The vane shear test is used to estimate the drained shear strength of clay soils.11. (5%) Discuss the advantages of the cone penetration test over the standard penetration test.? 시추공을 이용하지 않으므로 SPT에 비하여 간편/신속하며, 연속적으로 시험이 가능12. (5%) List factors that can affect the variation of the standard penetration number N at a given depth for similar soil profiles.? 햄머 효율, 시추공 직경, 시료채취 방법, 롯드의 길이(SPT hammer efficiency, borehole diameter, sampling method, and rod-length)13. (5%) List the objectives of subsurface exploration.1. 기초의 종류와 깊이 결정2. 기초의 지지력 계산3. 기초의 예상침하량 계산4. 옹벽, 흙막이벽 등에 작용하는 토압계산5. 시공방법의 결정6. 환경에 미치는 영향과 해결책 검토14. (5%) Explain definitions of the ultimate bearing capacity and the allowable bearing capacity.? 극한지지력은 기초지반이 전단파괴가 발생할 때까지 받을 수 있는 압력허용지지력은 극한지지력을 안전율로 나눈 값15. (5%) Briefly describe the principles on which seismic explorations are based.? 자연적이거나 인공적인 물리현상(지진파, 탄성파, 전기, 자기, 음파, 온도, 방사능 등)의 지중전파 거동을 측정하여 지층구조, 지층의 공학적 특성, 지하수상태 등을 간접적으로 파악16.(5%) Briefly describe the princilpes of measuring the groundwater table in the field.? 시추공 내의 수위와 시추공 주변 지반의 지하수위 차로 인해서 주변지반의 지하수위가 시추공 내로 유입되어 시추공 내의 수위가 주변지반의 지하수위가 평형을 이루된다는 원리부경대학교 건설공학부 3학년 기초공학 중간고사 2005-1(2)학번: 이름:15. (15%) A 150-mm diameter exploratory boring has been drilled through a fine sand to a depth of 6.0 m. An SPT N-value of 23 was obtained at this depth using a USA safety hammer with a standard sampler. The groundwater table was encountered at a depth of 10.5 m. The unit weight of the sand is 18.0 kN/m3. Compute a) N60, b) (N1)60 based on Liao and Whitman's correction factor. , c) consistency, and d)based on Schmertmann's method.a)measured penetration numberfor USA safety hammerfor 150-mm diameter samplerfor 60-m rod (or)? Say? Sayb)? Sayc) Medium dense (중간정도 조밀)d)? Say16. (10%) A series of vane shear tests have been performed on a overconsolidated clay stratum. The results of these tests are as follows:Depth(m)T(N?m)5.05.57.59.09.010.712.014.7The vane was 63.5mm in diameter and 127.0mm long. The soil has a liquid limit of 100 and a plastic limit of 30. Compute the corrected undrained shear strength at the depth of 5.5 m by using Aas et al.'s method. The ground water table is located at the depth of 2.0m, the moist unit weight of clay is 18.0kN/m3, and the saturated unit weight of clay is 19.5kN/m3.Sol)for17. (10%) The electric cone penetrometer was used to obtain information on subsurface conditions at the location of a planned new building. Test results are summarized below.Test Data:Cone resistance,Friction resistance,Effective overburden stress at test depth = 100kPaDetermine the followings;a) Soil classification∴ Silty Sand to Sandy Siltb) Relative densityCannnot be solved.c)18. (15%) A seismic refraction study made for an area provides the following field data: (a) Graph the time-travel curve and determine the p-wave velocity for the surface layer and the underlying layer. (b) Determine the thickness of the upperlayer. (c) Determine the probable earth materials in the two layers.Distance from the source of disturbance(m)Time of first arrival of p-waves(sec)15.00.02530.00.0560.00.1090.00.11120.00.12b)c)1st layer:? 토사2nd layer:? 사암, 점판암, 또는 셰일

학교| 2005.12.14| 6페이지| 1,500원| 조회(526)

토목공학, 기초공학, 부경대, 토목과, 건설공학

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[기초공학]기초공학 리포트 다섯번째

부경대학교 건설공학부 기초공학 HOMEWORK #6 2005-2Name:Student I.D.:1. A 355.6mm steel pipe pile (wall thickness: 11.1mm) is drievn 15m into overconsolidated clays having the following properties: From zero to 6m depth the cohesion is 70kPa and the unit weight of the soil is 17.2kN/m3; below 6m, the cohesion is 120kPa and the unit weight is 18.9kN/m3. The inside of the steel pipe pile is to be filled with a concrete. Calculate the allowable upward axial capacity of the pile.2. A 45 ft long steel pipe pile (PP 14x0.750) is driven with a closed end into the following soil profile:Depth(ft)Soil ClassificationFriction Angle(degree)0 - 10.0Silty sand (SM)3310.0 - 16.5Sandy silt (ML)3116.5 - 25.0Fine to medium sand (SW)3525.0 - 65.0Well-graded sand (SW)37Compute the allowable downward and uplift load capacities. Determine the required pile length to support to support an uplift load of 50kips. The pile is filled with concrete after driving.3. A steel pipe pile (outside diameter 355.6mm; wall thickness 11.1mm) is driven by an MKT S-20 hammer. The length of the pile is 25m, the weight of the pile cap is 21.5kN, the hammer efficiency is 0.84, and the number of blows for the last 2.5cm of penetration is 10. Wood cushion is used for the pile driving. Determine the ultimate bearing capacity of the pile by using the modified ENR formula and Hiley's formula.4. For a 4x5 group pile in sand, the piles are circular in cross section and have an outside diameter of 460mm. Plot a relationship between the pile spacing and the group efficicency by varying the c.t.c. spacing 1D to 5D based on both the theoretical equation and Converse-Labarre's equation.5. The section of a 3x4 group pile () in a layered saturated N.C. clay is shown in thefigure. The center-tocenter spacing of the piles is 1.0m. Determine the allowable bearing capacity of the pile group using a fator of safety of 4. Estimate the consolidation settlement of the group if an axial compressive load of 1,300kN is allpplied on the pile cap.6. A load test was performed on a steel pipe pile with a outside diameter of 400mm and a load-settlement curve is given as below. 1) Determine the allowable bearing capacity of the pileusing the load-settlement curve based on both the B.S. specification and Terzaghi and Peck's criterion. 2) Plot a load versus net settlement curve for the pile load test data. Determine the allowable bearing capacity of the pile using the load vs. net settlement curve based on both the DIN specification and the U.S. COE specification. 3) Determine the ultimate bearing capacity of the pile using Davisson's method.7. A resultant compressive vertical load of 600 ton is applied to the point A of the pile cap. Determine compressive vertical loads on pile #1, #4, #6, #9, and #12.8. Determine axil and transverse loads on the pile #1, #3, and #5 of the gropu pile as shown below.

공학/기술| 2005.12.14| 16페이지| 1,000원| 조회(323)

토목공학, 부경대, 토목과, 건설공학

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[기초공학]기초공학 리포트 네번째

부경대학교 건설공학부 기초공학 HOMEWORK #5 2005-21. Size footings for the following loads to equalize primary consolidation settlements. The maximum tolerable primary consolidation settlement is 2.5cm, while the maximum tolerable differential settlement is 0.64cm. Assume that the bearing capacity criteria will be met. You are to derive your compression indices from the strain vs. log effective stress curve given below. The sample for the consolidation test was obtained at the depth of 1.5m from the ground surface. The given curve is a laboratory curve and must be modified to a field curve and the settlement calculations can be expressed in familiar terms of void ratio with the given correlations.The thickness of compressible clay is 30m. Settlement tabulation sheets have been attached for your convenience with the influence factors already set up for given depths using the Boussinesque's theory. Solutions are iterative unless you guess right the first time.The saturated unit weight of the soil is 1.85t/m3 and the initial void ratio is 1.20. The ground water table is located 0.6m below the ground surface.?,The loads are as follows:Footing TypeLoadDepthSquare68 ton0.6mSquare136 ton1.5mStrip34 ton/m0.6m2. A traffic sign is to be supported on a single, 400-mm diameter free-head steel pipe pile with 10-mm wall thickness. The sign will impose a vertical download of 20kN, a shear load of 12kN, and an overturning moment of 95 kN-m onto the top of the pile. The pile is made of A36 steel. Is this design is adequate?Sol)for A36 Steel, yield strength ; Fy = 250MPaallowable axial and bending stresses ;allowable shear stress ;cross-sectional area of steel pipe pile ;moment of incrtia ;sectional modulus ;check axial and flexural stresses ;∴ O.K.check shear strss ;∴ O.K.3. A steel pile made of A36 steel () must sustain a compressive load of 200k and a moment load of 40k-ft. Using, select an appropriate HP pile and an steel pipe pile sizes from the piles listed in Table 12.1 and Table 12.2.Sol)for mild steel of A36,axial stress ;setting,→from Table 12.1 tryforuse smaller ofand→Them,∴ N.G.2nd Try ;∴ N.G.3rd Try ;∴ N.G.Therefore, H-pile is not suitable for mese loads.Try steel pipe pilefor ;∴ N.G.for ;∴ O.K.Therefore, steel pipe pile PP14×0.750 can sustain a compressive load of 200K and a moment load of 40K?ft.4. A 12-inch square, 60-ft long prestressed concrete pile withandis to be lifted at a single point as shown in Figures 12.1 and 12.2a. Using the weight of the pile plus a 50 percent increase for internal and impact effects, draw shear and moment diagrams for this pile. Then compute the resulting flexural stresses and determine if this pickup arrangement satisfies the PCI allowable stress criteria. If this does not, then suggest another method of pickup that is acceptable.Sol)for table 12.3pile size 12in →for table 12.5Handling stresses flexureDriving stresses compressiontensionpile 무게의 50%를 추가하면1) single-point pckup∴ N.G.2) double-point pckup∴ O.K.5. A steel pipe pile was driven at the site shown below to a total depth of penetration of 75ft. The pile was driven with a closed end. Estimate the ultimate bearing capacity of this pile.Sol)6. A steel pipe pile with an outside diameter of 450mm and a closed end is driven into 60m into a normally consolidated clay deposit having the properties shown. Using both the-method and the-method, calculate the ultimate skin resistance expected to develop along the shaft of the pile.Sol)7. A steel H-pile (300 x 300 x 10 x 15)is driven 15m into clay soil where the following conditions exist: From the ground surface to a depth of 10m, the clay is normally consolidated, with a unit weight equal to 16kN/m3 and undrained shear strength equal to 40kPa; below 10m, the clay is overconsolidated, with a unit weight equal to 18kN/m3 and undrained shear strength equal to 100kPa. Determine the design axial capacity of this pile, using a factor of safety of 2. Compute the skin frictional resistance, assuming that skin friction is developed on the surface of the rectangle (0.3m by 0.3m) that encloses the pile.Sol)8. A 355.6mm steel pipe pile (wall thickness: 11.1mm) is drievn 15m into overconsolidated clays having the following properties: From zero to 6m depth the cohesion is 70kPa and the unit weight of the soil is 17.2kN/m3; below 6m, the cohesion is 120kPa and the unit weight is 18.9kN/m3. The inside of the steel pipe pile is to be filled with a concrete. Calculate the allowable axial capacity of the pile.Sol)

공학/기술| 2005.12.14| 12페이지| 1,000원| 조회(299)

토목공학, 기초공학, 부경대, 토목과, 건설공학

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