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γ γ φ φ Σγ Σγ

Σγ δ δ δ

Fill Fill

입력된비율 arctan tan 입력된비율

γ γ φ φ γ γ φ φ φ φ

φ φ φ

φ 2400 1200 π π π

H-pile 1 분당측압부담폭 σ σ

Δ Δ

φ σ σ δ δ 량 초기인장력

γ γ

( 1) 정지토압 Po 및 STURT 의선행하중또는온도수측에의한 Po ( 2) 지반계수의 K결정 ( 3) 변위의계산 (4) P = Po ± Kδ ( 5) P의보정 R = Ro ± KRδ δ Ro1 Ro2 Po E1 En K1 K2 Ro1 Ron R1 R3 KR : STRUT의탄성정수 ( = EA ) l -Kδ Po Po +Kδ Pp Po Po Po Pa Kn ( 6) 반복계산 ( 5) 에대해서구한 P의값및 (4) 에있어서구한 R의값을 ( 1) 에대한 Po, Po대신으로하고필요하면 (3), (4) 의계산을하여 (5) 에대한보정량이무시될때까지반복한다. ( 7) 모멘트의계산 ( 5) 에대한보정량이무시되는경우의변위량에대응하는모멘트이다. P a K a V K ac c u P p K p V K pc c u K a cos K o sin K p cos cos cos sin sin cos cos sin sin K ac K a c K pc K p c c w c w P a P p K a K p K ac K pc V c u P a P p P ah P a cos P ph P p cos

K a tan K p tan φ φ tan tan tan tan tan tan

Σγ Σγ Σγ Σγ γ γ Σγ γ γ γ

Σγ Σγ Σγ Σγ P K h R P K h R P K h R

σ σ σ σ σ σ σ

Fill Fill

σ π

Σγ

PROJECT TEST DATA (test_si.dat) UNIT SI SOIL 1 silty sand 19.0 10.0 0 30 30000 2 residual soil 20.0 12.0 10.0 30 40000 20.0 40 100000 PROFILE 1 6.0 1 1 2 20.0 2 2 VWALL 1 11.0 0.008336 0.000133 2.1E8 1.8 0.6 0.2 STRUT 1 1.0 0.01198 8.5 3.5 50 2 3.4 0.01198 8.5 3.5 100 ANCHOR 1 6.1 0.0003948 30 4.5 1.8 400 SLAB 1 8.8 0.4 10 2.1E7 2 8.0 0.4 10 2.1E7 3 4.0 0.2 10 2.1E7 4 1.0 0.2 10 2.1E7 WALL 1 8.0 8.8 0.6 2.1E7 2 4.0 8.0 0.4 2.1E7 3 0.0 4.0 0.3 2.1E7 MINKS 10 Output 1 STEP 1 EXCAVATION TO 2.0 OUTPUT 0 GWL 3.0 3.0 10.0 COULOMB 1.0 0.0 50 SURCHARGE 20.0 EXCAVATION 2.0 ARCHING 30 50 STEP 2 STRUT 1 CONST STRUT 1 STEP 3 EXCAVATION TO 4.4 GWL 3.0 4.4 7.0 EXCA 4.4 STEP 4 STRUT 2 CONST STRUT 2 STEP 5 EXCAVATION TO 6.6 GWL 4.4 6.6

EXCA 6.6 STEP 6 ANCHOR 1 CONST ANCHOR 1 STEP 7 EXCAVATION TO 9.0 GWL 6.6 9.0 EXCA 9.0 GROUND SETTLEMENT DEPTH CHECK STEP 8 SLAB 1, 2 AND WALL 1 CONST SLAB 1 CONST WALL 1 CONST SLAB 2 GWL 8.0 8.0 10.0 STEP 9 REMOVE ANCHOR 1 REMOVE ANCHOR 1 STEP 10 SLAB 3 AND WALL 2 CONST SLAB 3 CONST WALL 2 GWL 4.0 4.0 STEP 11 REMOVE STRUT 2 REMOVE STRUT 2 STEP 12 SLAB 4 AND WALL 3 CONST SLAB 4 CONST WALL 3 GWL 3.0 3.0 STEP 13 REMOVE STRUT 1 REMOVE STRUT 1 STEP 14 LONG TERM CHECK COULOMB 0.5 0.5 END

PROJECT TEST DATA (test_m.dat) UNIT m SOIL 1 silty sand 1.9 1.0 0 30 3000 2 residual soil 2.0 1.2 1 30 4000 2 40 10000 PROFILE 1 6.0 1 1 2 20.0 2 2 VWALL 1 11.0 0.008336 0.000133 2.1E7 1.8 0.6 0.2 STRUT 1 1.0 0.01198 8.5 3.5 5.0 2 3.4 0.01198 8.5 3.5 10.0 ANCHOR 1 6.1 0.0003948 30 4.5 1.8 40 SLAB 1 8.8 0.4 10 2.1E6 2 8.0 0.4 10 2.1E6 3 4.0 0.2 10 2.1E6 4 1.0 0.2 10 2.1E6 WALL 1 8.0 8.8 0.6 2.1E6 2 4.0 8.0 0.4 2.1E6 3 0.0 4.0 0.3 2.1E6 MINKS 10 Output 1 STEP 1 EXCAVATION TO 2.0 OUTPUT 0 GWL 3.0 3.0 1.0 COULOMB 1.0 0.0 50 SURCHARGE 2.0 EXCAVATION 2.0 ARCHING 30 50 STEP 2 STRUT 1 CONST STRUT 1 STEP 3 EXCAVATION TO 4.4 GWL 3.0 4.4 0.7 EXCA 4.4 STEP 4 STRUT 2 CONST STRUT 2 STEP 5 EXCAVATION TO 6.6 GWL 4.4 6.6

EXCA 6.6 STEP 6 ANCHOR 1 CONST ANCHOR 1 STEP 7 EXCAVATION TO 9.0 GWL 6.6 9.0 EXCA 9.0 GROUND SETTLEMENT DEPTH CHECK STEP 8 SLAB 1, 2 AND WALL 1 CONST SLAB 1 CONST WALL 1 CONST SLAB 2 GWL 8.0 8.0 1.0 STEP 9 REMOVE ANCHOR 1 REMOVE ANCHOR 1 STEP 10 SLAB 3 AND WALL 2 CONST SLAB 3 CONST WALL 2 GWL 4.0 4.0 STEP 11 REMOVE STRUT 2 REMOVE STRUT 2 STEP 12 SLAB 4 AND WALL 3 CONST SLAB 4 CONST WALL 3 GWL 3.0 3.0 STEP 13 REMOVE STRUT 1 REMOVE STRUT 1 STEP 14 LONG TERM CHECK COULOMB 0.5 0.5 END

I N P U T D A T A >> Unit = SI << >> 지반물성치데이터 (SOIL PROPERTY DATA) << Soil rt rsub C Phi Ks No. (kn/m3) (kn/m3) (kn/m2) (deg) (kn/m3) 1 SILTY SAND Top : 19.00 10.00 0.00 30.0 30000.0 Bot : 19.00 10.00 0.00 30.0 30000.0 2 RESIDUAL SOIL Top : 20.00 12.00 10.00 30.0 40000.0 Bot : 20.00 12.00 20.00 40.0 100000.0 >> 토층데이터 (PROFILE OF SOIL STRATA) << Profile Top Bottom Active Passive no. Depth Depth Soil no. Soil no. 1 0.00 6.00 1 1 2 6.00 20.00 2 2 >> 흙막이벽데이터 (VERTICAL WALL DATA)<< *1 *2 *3 벽깊이면적단면2차모멘트탄성계수간격수동폭비주동폭비항복모멘트 No (m) (m2) (m4) (kn/m2) (m) (kn-m/ea) 1 11.0 0.008336000 0.000133000 210000000.0 1.80 0.333 0.111 0.00 ( 0.004631111 0.000073889 116666672.0 ) (divided by space) Note 1) 수동폭비는굴착면이하수동토압이작용하는폭비로써. ( 수동토압작용폭 / 흙막이벽간격 ) 2) 주동폭비는굴착면이하주동토압이작용하는폭비로써. ( 주동토압작용폭 / 흙막이벽간격 ) 3) 만약흙막이벽체에작용하는모멘트가항복모멘트를초과하고, 항복모멘트값이 0 이아닌값으로입력되면벽체가플래스틱힌지로바뀌면서탄소성해석이수행된다 >> 스트럿데이터 (STRUT DATA) << *1 *2 No (m) (m2) (m) (m) (kn/m) (mm) (Deg) (kn/m) % 1 1.00 0.011980 8.5 3.5 50.0 0.0 0.0 ( 0.003423 14.3 84565 0.0 ) 2 3.40 0.011980 8.5 3.5 100.0 0.0 0.0 ( 0.003423 28.6 84565 0.0 ) Note 1) Pini는스트럿의초기하중이다. 2) Dini는스트럿의초기변위이다.

>> 앵커데이터 (ANCHOR DATA) << *1 *2 앵커 깊이 면적 각도 길이 간격 Pini Dini 스프링 손실 No (m) (m2) (deg) (m) (m) (kn/m) (mm) (kn/m) % 1 6.10 0.0003948 30.0 4.5 1.8 400.0 0.0 ( 0.0001645 192.5 7676.7 0.0 ) Note 1) Pini는앵커의초기하중이다. 2) Dini는앵커의초기변위이다. >> 슬래브데이터 (SLAB DATA) << 슬래브깊이두께길이 No (m) (m) (m) 1 8.80 0.400 10.0 2 8.00 0.400 10.0 3 4.00 0.200 10.0 4 1.00 0.200 10.0 슬래브의탄성계수는강재의 1/10 로가정하고있음. 만약탄성계수가달라지면 그에비례하여슬래브두께를증감시켜입력함. >> 벽체데이터 (WALL DATA) << 벽체상단깊이하단깊이 No (m) (m) *1 1 8.0 8.8 2 4.0 8.0 3 0.0 4.0 >> 지반스프링의하한치 = 10.00 >> 되메우기흙의탄성계수 = 10000.00 >> 되메우기흙과내부콘크리트부재와의간격 = 0.050 >> 스트럿의인장력이허용됨 >> 수직점들이토층경계, 스트럿, 앵커, 슬래브하중작용점등특정점들에서자동으로생성됨추가적으로 0.10 m 간격으로점들이생성됨 >> 수직분할점 <<

( 1) 0.00 ( 2) 0.10 ( 3) 0.20 ( 4) 0.30 ( 5) 0.40 ( 6) 0.50 ( 7) 0.60 ( 8) 0.70 ( 9) 0.80 ( 10) 0.90 ( 11) 1.00 ( 12) 1.10 ( 13) 1.20 ( 14) 1.30 ( 15) 1.40 ( 16) 1.50 ( 17) 1.60 ( 18) 1.70 ( 19) 1.80 ( 20) 1.90 ( 21) 2.00 ( 22) 2.10 ( 23) 2.20 ( 24) 2.30 ( 25) 2.40 ( 26) 2.50 ( 27) 2.60 ( 28) 2.70 ( 29) 2.80 ( 30) 2.90 ( 31) 3.00 ( 32) 3.10 ( 33) 3.20 ( 34) 3.30 ( 35) 3.40 ( 36) 3.50 ( 37) 3.60 ( 38) 3.70 ( 39) 3.80 ( 40) 3.90 ( 41) 4.00 ( 42) 4.10 ( 43) 4.20 ( 44) 4.30 ( 45) 4.40 ( 46) 4.50 ( 47) 4.60 ( 48) 4.70 ( 49) 4.80 ( 50) 4.90 ( 51) 5.00 ( 52) 5.10 ( 53) 5.20 ( 54) 5.30 ( 55) 5.40 ( 56) 5.50 ( 57) 5.60 ( 58) 5.70 ( 59) 5.80 ( 60) 5.90 ( 61) 6.00 ( 62) 6.10 ( 63) 6.20 ( 64) 6.30 ( 65) 6.40 ( 66) 6.50 ( 67) 6.60 ( 68) 6.70 ( 69) 6.80 ( 70) 6.90 ( 71) 7.00 ( 72) 7.10 ( 73) 7.20 ( 74) 7.30 ( 75) 7.40 ( 76) 7.50 ( 77) 7.60 ( 78) 7.70 ( 79) 7.80 ( 80) 7.90 ( 81) 8.00 ( 82) 8.10 ( 83) 8.20 ( 84) 8.30 ( 85) 8.40 ( 86) 8.50 ( 87) 8.60 ( 88) 8.70 ( 89) 8.80 ( 90) 8.90 ( 91) 9.00 ( 92) 9.10 ( 93) 9.20 ( 94) 9.30 ( 95) 9.40 ( 96) 9.50 ( 97) 9.60 ( 98) 9.70 ( 99) 9.80 (100) 9.90 (101) 10.00 (102) 10.10 (103) 10.20 (104) 10.30 (105) 10.40 (106) 10.50 (107) 10.60 (108) 10.70 (109) 10.80 (110) 10.90 (111) 11.00 >> 계산결과가출력되는점들 << ( 1) 0.00 ( 2) 0.50 ( 3) 1.00 ( 4) 2.00 ( 5) 3.40 ( 6) 4.00 ( 7) 4.40 ( 8) 5.10 ( 9) 6.00 ( 10) 6.10 ( 11) 6.60 ( 12) 7.10 ( 13) 8.00 ( 14) 8.40 ( 15) 8.80 ( 16) 9.00 ( 17) 9.50 ( 18) 10.00 ( 19) 10.50 ( 20) 11.00

S U N E X Ver W6.14,Copyright 1994 by Geo Group Eng Co., Ltd. Serial No. : 2011-000 User : 테스트 Input Data File = test_si.dat Date : 2013-05-21 Project : TEST DATA (TEST_SI.DAT) Time : 16:55:49 -------------------------------------------------------------------------------- Step No. 1 << EXCAVATION TO 2.0 >> 계산결과토압, 변위, 회전, 전단력및모멘트 굴착깊이 = 2.00 *1 *2 *3 Node Depth 최종 벽체 회전 전단력 휨 지보공 지보공 No. 횡력 변위 각 모멘트 초기하중 계산반력 (m) (kn/m2) (mm) (deg) (kn/m) (kn-m/m) (kn/ea) (kn/ea) 1 0.00 4.04-15.03 0.250 0.00 0.01 6 0.50 5.96-12.85 0.250-2.43-0.56 11 1.00 7.88-10.68 0.247-5.83-2.58 21 2.00 16.73-6.53 0.222-15.05-12.93 35 3.40-64.23-2.22 0.125 2.59-20.17 41 4.00-32.99-1.14 0.083 5.76-17.55 45 4.40-19.06-0.64 0.059 6.90-15.00 52 5.10 11.35-0.14 0.026 7.05-9.98 61 6.00 25.26 0.07 0.003 5.10-4.42 62 6.10 25.60 0.08 0.002 4.82-3.92 67 6.60 24.66 0.06-0.004 3.40-1.87 72 7.10 20.84 0.02-0.006 2.13-0.49 81 8.00 11.74-0.07-0.005 0.50 0.62 85 8.40 8.01-0.10-0.004 0.06 0.72 89 8.80 4.82-0.13-0.003-0.22 0.69 91 9.00 3.44-0.14-0.003-0.31 0.63 96 9.50 0.57-0.16-0.002-0.42 0.44 101 10.00-1.65-0.17-0.001-0.39 0.23 106 10.50-3.52-0.18-0.001-0.24 0.07 111 11.00-5.30-0.19-0.001-0.06 0.00 노트 1) 최종횡력은주동측및수동측양측의토압, 수압기타압력을모두고려한합력이다 굴착측으로작용할때 (+) 이다 2) 지보공의반력은배면측으로밀때 (+) 이다 3) 압력, 전단력및모멘트는벽체폭 1m 당이다 4) 지보공의축력은 1개당의값이며, 경사로인하여증가된값이포함되어있다

S U N E X Ver W6.14,Copyright 1994 by Geo Group Eng Co., Ltd. Serial No. : 2011-000 User : 테스트 Input Data File = test_si.dat Date : 2013-05-21 Project : TEST DATA (TEST_SI.DAT) Time : 16:55:49 -------------------------------------------------------------------------------- Step No. -2 << DISPLACEMENT CALCULATION DUE TO INITIAL STRUT LOADS >> 계산결과토압, 변위, 회전, 전단력및모멘트 굴착깊이 = 2.00 *1 *2 *3 Node Depth 최종 벽체 회전 전단력 휨 지보공 지보공 No. 횡력 변위 각 모멘트 초기하중 계산반력 (m) (kn/m2) (mm) (deg) (kn/m) (kn-m/m) (kn/ea) (kn/ea) 1 0.00 4.04-0.58 0.005 0.00 0.01 6 0.50 5.96-0.54 0.005-2.50-0.57 11 1.00 7.88-0.51 0.002 8.33-2.64 21 2.00 16.73-0.49 0.002-1.31 1.08 35 3.40-5.11-0.41 0.004-0.29-0.09 41 4.00-2.76-0.37 0.004-0.03-0.17 45 4.40-1.32-0.35 0.003 0.06-0.16 52 5.10 0.96-0.31 0.003 0.08-0.11 61 6.00-1.71-0.27 0.003-0.13-0.12 62 6.10-1.61-0.26 0.003-0.11-0.13 67 6.60-1.12-0.24 0.002-0.03-0.17 72 7.10-0.69-0.22 0.002 0.02-0.17 81 8.00-0.15-0.19 0.001 0.06-0.13 85 8.40-0.01-0.18 0.001 0.06-0.10 89 8.80 0.08-0.18 0.001 0.06-0.08 91 9.00 0.11-0.17 0.001 0.06-0.07 96 9.50 0.18-0.16 0.001 0.05-0.04 101 10.00 0.24-0.15 0.001 0.04-0.02 106 10.50 0.34-0.15 0.001 0.02 0.00 111 11.00 0.49-0.14 0.001-0.05 0.00

S U N E X Ver W6.14,Copyright 1994 by Geo Group Eng Co., Ltd. Serial No. : 2011-000 User : 테스트 Input Data File = test_si.dat Date : 2013-05-21 Project : TEST DATA (TEST_SI.DAT) Time : 16:55:49 -------------------------------------------------------------------------------- Step No. 2 << STRUT 1 >> 계산결과토압, 변위, 회전, 전단력및모멘트 굴착깊이 = 2.00 *1 *2 *3 Node Depth 최종 벽체 회전 전단력 휨 지보공 지보공 No. 횡력 변위 각 모멘트 초기하중 계산반력 (m) (kn/m2) (mm) (deg) (kn/m) (kn-m/m) (kn/ea) (kn/ea) 1 0.00 4.04-0.58 0.005 0.00 0.01 6 0.50 5.96-0.54 0.005-2.50-0.57 11 1.00 7.88-0.51 0.002 8.33-2.64 50.000 50.002(ST 1) 21 2.00 16.73-0.49 0.002-1.31 1.08 35 3.40-5.11-0.41 0.004-0.29-0.09 41 4.00-2.76-0.37 0.004-0.03-0.17 45 4.40-1.32-0.35 0.003 0.06-0.16 52 5.10 0.96-0.31 0.003 0.08-0.11 61 6.00-1.71-0.27 0.003-0.13-0.12 62 6.10-1.61-0.26 0.003-0.11-0.13 67 6.60-1.12-0.24 0.002-0.03-0.17 72 7.10-0.69-0.22 0.002 0.02-0.17 81 8.00-0.15-0.19 0.001 0.06-0.13 85 8.40-0.01-0.18 0.001 0.06-0.10 89 8.80 0.08-0.18 0.001 0.06-0.08 91 9.00 0.11-0.17 0.001 0.06-0.07 96 9.50 0.18-0.16 0.001 0.05-0.04 101 10.00 0.24-0.15 0.001 0.04-0.02 106 10.50 0.34-0.15 0.001 0.02 0.00 111 11.00 0.49-0.14 0.001-0.05 0.00

S U N E X Ver W6.14,Copyright 1994 by Geo Group Eng Co., Ltd. Serial No. : 2011-000 User : 테스트 Input Data File = test_si.dat Date : 2013-05-21 Project : TEST DATA (TEST_SI.DAT) Time : 16:55:50 -------------------------------------------------------------------------------- Step No. 7 << EXCAVATION TO 9.0 >> 계산결과토압, 변위, 회전, 전단력및모멘트 굴착깊이 = 9.00 *1 *2 *3 Node Depth 최종 벽체 회전 전단력 휨 지보공 지보공 No. 횡력 변위 각 모멘트 초기하중 계산반력 (m) (kn/m2) (mm) (deg) (kn/m) (kn-m/m) (kn/ea) (kn/ea) 1 0.00 18.13 0.27-0.057-0.20 0.02 6 0.50 8.51-0.23-0.058-6.56-1.84 11 1.00 11.25-0.76-0.065 23.82-6.30 50.000 123.589(ST 1) 21 2.00 16.73-1.88-0.052 9.84 11.00 35 3.40 24.41-2.36 0.009 19.06 5.90 100.000 132.959(ST 2) 41 4.00 27.70-2.17 0.031 3.44 12.75 45 4.40 29.89-1.88 0.050-8.07 11.86 52 5.10 33.72-1.14 0.066-30.32-1.41 61 6.00 49.44-0.44-0.001-68.70-44.41 62 6.10 49.45-0.46-0.018-73.64-51.53 400.000 306.126(AN 1) 67 6.60 31.93-0.94-0.084 50.41-21.38 72 7.10 25.22-1.79-0.102 37.87 0.59 81 8.00 32.39-3.13-0.056 11.97 23.51 85 8.40 35.55-3.40-0.019-1.61 25.63 89 8.80 38.70-3.40 0.017-16.45 22.07 91 9.00 50.32-3.32 0.031-21.63 18.02 96 9.50-124.44-2.93 0.056-14.38 9.01 101 10.00-101.72-2.38 0.067-8.06 3.46 106 10.50-73.12-1.78 0.070-3.18 0.72 111 11.00-41.01-1.16 0.071-0.20 0.01

S U N E X Ver W6.14,Copyright 1994 by Geo Group Eng Co., Ltd. Serial No. : 2011-000 User : 테스트 Input Data File = test_si.dat Date : 2013-05-21 Project : TEST DATA (TEST_SI.DAT) Time : 16:55:50 -------------------------------------------------------------------------------- Step No. 7 << EXCAVATION TO 9.0 >> 근입장체크 (WALL DEPTH CHECK) 최하단지보공의깊이 = 6.10, 절점번호 = 62 Node Depth 주동 기타 주동 수동 기타 수동 안전율 No. 토압 횡력 모멘트 토압 횡력 모멘트 (m) (kn/m2) (kn/m2) (knm) (kn/m2) (kn/m2) (knm) 62 6.10 28.34 0.00 0.00 63 6.20 28.73 0.00 0.29 64 6.30 29.12 0.00 0.58 65 6.40 29.51 0.00 0.89 66 6.50 29.89 0.00 1.20 67 6.60 30.28 0.00 1.51 68 6.70 30.43 0.70 1.87 69 6.80 30.58 1.40 2.24 70 6.90 30.73 2.10 2.63 71 7.00 30.88 2.80 3.03 72 7.10 31.02 3.50 3.45 73 7.20 31.17 4.20 3.89 74 7.30 31.31 4.90 4.35 75 7.40 31.45 5.60 4.82 76 7.50 31.59 6.30 5.30 77 7.60 31.73 7.00 5.81 78 7.70 31.87 7.70 6.33 79 7.80 32.00 8.40 6.87 80 7.90 32.14 9.10 7.42 81 8.00 32.27 9.80 7.99 82 8.10 32.40 10.50 8.58 83 8.20 32.53 11.20 9.18 84 8.30 32.66 11.90 9.80 85 8.40 32.79 12.60 10.44 86 8.50 32.91 13.30 11.09 87 8.60 33.04 14.00 11.76 88 8.70 33.16 14.70 12.44 89 8.80 33.28 15.40 13.14 90 8.90 33.40 16.10 13.86 91 9.00 33.52 16.80 1.62-177.07 0.00-5.71 0.03 92 9.10 33.64 16.80 1.68-645.62 0.00-21.52 0.16 93 9.20 33.75 16.80 1.74-671.46 0.00-23.13 0.29 94 9.30 33.86 16.80 1.80-697.60 0.00-24.80 0.42 95 9.40 33.98 16.80 1.86-724.02 0.00-26.55 0.57 96 9.50 34.09 16.80 1.92-750.74 0.00-28.36 0.72

97 9.60 34.20 16.80 1.98-777.76 0.00-30.25 0.87 98 9.70 34.31 16.80 2.04-805.08 0.00-32.20 1.04 99 9.80 34.42 16.80 2.11-832.72 0.00-34.23 1.21 100 9.90 34.52 16.80 2.17-860.66 0.00-36.34 1.39 101 10.00 34.63 16.80 2.23-888.92 0.00-38.52 1.57 102 10.10 34.73 16.80 2.29-917.50 0.00-40.78 1.76 103 10.20 34.83 16.80 2.35-946.41 0.00-43.11 1.96 104 10.30 34.93 16.80 2.41-975.65 0.00-45.53 2.17 105 10.40 35.03 16.80 2.48-1005.22 0.00-48.03 2.38 106 10.50 35.13 16.80 2.54-1035.13 0.00-50.61 2.60 107 10.60 35.23 16.80 2.60-1065.38 0.00-53.27 2.82 108 10.70 35.32 16.80 2.66-1095.98 0.00-56.02 3.05 109 10.80 35.42 16.80 2.73-1126.93 0.00-58.85 3.29 110 10.90 35.51 16.80 2.79-1158.24 0.00-61.77 3.54 111 11.00 35.60 16.80 1.43-1189.91 0.00-32.39 3.66 1637.84 546.00 216.20-18347.99 0.00-791.97 함계주동모멘트 (Ma) = 216.20 합계수동모멘트 (Mp) = -791.97 안전율 (Mp/Ma) = 3.66 최소안전율 = 1.2 이상이어야함

S U N E X Ver W6.14,Copyright 1994 by Geo Group Eng Co., Ltd. Serial No. : 2011-000 User : 테스트 Input Data File = test_si.dat Date : 2013-05-21 Project : TEST DATA (TEST_SI.DAT) Time : 16:55:50 -------------------------------------------------------------------------------- Step No. 8 << SLAB 1 2 AND WALL 1 >> 계산결과토압, 변위, 회전, 전단력및모멘트 굴착깊이 = 9.00 *1 *2 *3 Node Depth 최종 벽체 회전 전단력 휨 지보공 지보공 No. 횡력 변위 각 모멘트 초기하중 계산반력 (m) (kn/m2) (mm) (deg) (kn/m) (kn-m/m) (kn/ea) (kn/ea) 1 0.00 18.14 0.27-0.057-0.20 0.02 6 0.50 8.51-0.23-0.058-6.56-1.85 11 1.00 11.25-0.76-0.065 6.17-6.30 50.000 123.649(ST 1) 21 2.00 16.73-1.88-0.052 9.85 11.01 35 3.40 24.41-2.36 0.009 0.09 5.93 100.000 133.017(ST 2) 41 4.00 27.70-2.16 0.031 3.47 12.80 45 4.40 29.89-1.88 0.050-8.04 11.92 52 5.10 33.72-1.14 0.067-30.29-1.33 61 6.00 50.07-0.42 0.000-68.91-44.37 62 6.10 50.14-0.44-0.018-1.23-51.51 400.000 305.855(AN 1) 67 6.60 32.90-0.92-0.084 49.66-21.63 72 7.10 22.50-1.76-0.103 37.62 0.00 81 8.00 24.72-3.12-0.057 12.84 24.45-7.092(SL 2) 85 8.40 25.05-3.39-0.019-0.87 26.15 89 8.80 25.37-3.39 0.018-15.74 23.72-8.795(SL 1) 91 9.00 36.46-3.30 0.034-23.18 19.19 96 9.50-133.90-2.88 0.060-15.34 9.57 101 10.00-108.92-2.30 0.072-8.56 3.66 106 10.50-77.68-1.65 0.075-3.36 0.76 111 11.00-42.71-0.99 0.076-0.17 0.00

S U N E X Ver W6.14,Copyright 1994 by Geo Group Eng Co., Ltd. Serial No. : 2011-000 User : 테스트 Input Data File = test_si.dat Date : 2013-05-21 Project : TEST DATA (TEST_SI.DAT) Time : 16:55:50 -------------------------------------------------------------------------------- Step No. 14 << LONG TERM CHECK >> 계산결과토압, 변위, 회전, 전단력및모멘트 굴착깊이 = 9.00 *1 *2 *3 Node Depth 최종 벽체 회전 전단력 휨 지보공 지보공 No. 횡력 변위 각 모멘트 초기하중 계산반력 (m) (kn/m2) (mm) (deg) (kn/m) (kn-m/m) (kn/ea) (kn/ea) 1 0.00 8.40-0.05 0.002 0.31 0.02 6 0.50 13.54-0.04 0.001-3.16-0.63 11 1.00 18.29-0.04-0.002 0.50-3.25 16.912(SL 4) 21 2.00 25.55-0.12-0.004 1.69 1.14 35 3.40 37.11-0.11 0.004-5.59 0.47 41 4.00 40.90-0.09-0.001-0.27-6.18 36.357(SL 3) 45 4.40 41.99-0.12-0.006 8.37-1.17 52 5.10 43.22-0.19-0.005 0.48 1.33 61 6.00 44.03-0.24-0.001 0.29 1.19 62 6.10 44.35-0.24-0.001 0.67 1.24 67 6.60 46.48-0.23 0.002 1.94 1.97 72 7.10 49.96-0.20 0.007-0.21 2.65 81 8.00 59.94-0.06 0.006-2.24-6.56 49.272(SL 2) 85 8.40 62.61-0.04 0.001 0.87-1.92 89 8.80 63.84-0.05-0.004-2.89-6.03 37.855(SL 1) 91 9.00 60.04-0.07-0.008 6.13-4.10 96 9.50 41.85-0.16-0.013 3.43-1.74 101 10.00 26.48-0.28-0.015 1.52-0.54 106 10.50 13.39-0.41-0.015 0.46-0.08 111 11.00 3.03-0.55-0.015-0.09 0.01 TOTAL SOLUTION TIME = 1.36 SEC S U N E X Ver W6.14 elasto - plastic analysis of Step UNderground EXcavation Copyright (c) 1994 by Geo Group Eng Co., Ltd. Programmed by Jang Chan Soo, PE. Soil Mechanics and Foundation Engineering Serial No. : 2011-000 User : 테스트 주식회사지오그룹이엔지는귀하께소프트웨어사용권계약에따라소프트웨어와 메뉴얼등을제공합니다. 소프트웨어사용권은한개의컴퓨터에서만사용할수있는

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