인풋파일에서 (30, 35, 40) 이런데 어떻게 아웃풋의 Average Phi to ex. depth = 32.92 Deg 어떻게 이렇게 나올수가 있죠??
그리고 Hp, Ht식으로 말구요...
이게 뭔지 답변부탁드립니다..토목과 출신이 아니라 모르는게 많네요


---------------------------------------
E C H O O F I N P U T D A T A
-----------------------------------------
PROJECT 아양로 NO.11+7.10(F) Section Strut Type

SOIL 1 토사층
1.9 0.9 0 30 1200 0 0 0
2 풍화암층
2 1 0 35 5000 0 0 0
3 연암층
2.1 1.1 3 40 6000 0 0 0

PROFILE 1 0.5 1 1
2 4.27 2 2
3 10 3 3

VWALL 1 6.27 0.009218 0.000108 2.1E+07 1.8 0.6 0 0

STRUT 1 0.6 0.009218 0 0 5 0 0 0




Division 0.1
Solution 0
Output 0

STEP 1 Excavation to 1.1
Output 0
Iteration 10 0.1
Rankine 1.0 0.0 0.0
Surcharge 1.3
Excavation 1.1

STEP 2 Excavation to 4.27 and Strut 1
Cons Strut 1
Excavation 4.27
Ground Settlement
Insertion Check


END



S U N E X Ver w5.5 ,Copyright 1994 by Geo Group Eng Co., Ltd.
Serial No. : 2005-N-91
Input Data File = 1.5.dat Date : 2006-03-27
Project : 아양로 NO.11+7.10(F) SECTION STRUT TYPE Time : 09:53:49
--------------------------------------------------------------------------------
Step No. 1 << Excavation to 1.1 >>

RESULTANTS OF PRESSURE, DISPLACEMENT, ROTATION, SHEAR, MOMENT etc.
EXCAVATION DEPTH = 1.10
*1 *2 *3
Node Depth Final Wall Rotation Shear Bending Strt/Anchr Strt/Anchr
No. Press Disp. Angle Force Moment Slab Pinit Slab React
(m) (t/m2) (mm) (deg) (t/m) (t-m/m) (t/ea) (t/ea)

1 0.00 0.43 -3.50 0.086 0.00 0.00
6 0.50 0.61 -2.76 0.085 -0.28 -0.06
7 0.60 0.67 -2.61 0.085 -0.34 -0.09
12 1.10 0.94 -1.89 0.080 -0.71 -0.36
44 4.27 1.00 -0.05 0.000 0.21 -0.11
45 4.30 0.66 -0.05 0.000 0.20 -0.10
50 4.80 0.53 -0.06 -0.002 0.10 -0.03
55 5.30 0.31 -0.08 -0.002 0.03 0.00
60 5.80 0.08 -0.10 -0.002 0.00 0.00
65 6.30 -0.14 -0.11 -0.002 -0.01 0.00
Note 1) Final pressure shown are resultant one including earth press., water
press. and other press. both side of wall. (+) when pushes to exca. side
2) Sign of support force is (+) when it pushes to wall side
3) Pressure, Shear and Moment is per m
4) Support Force is (t/ea). For Anchor, inclination was included in the
Calculation
노트 1) Final Pressure는 주동측 및 수동측 양측의 토압, 수압 기타 압력을
모두 고려한 합력이다
굴착측으로 작용할때 (+) 이다
2) 지보공의 반력은 배면측으로 밀때 (+) 이다
3) 압력, 전단력 및 모멘트는 벽체폭 1m 당이다
4) 지보공의 축력은 1개당의 값이며, 앵커의 경우, 경사로 인하여
증가된 값이 포함 되어있다







S U N E X Ver w5.5 ,Copyright 1994 by Geo Group Eng Co., Ltd.
Serial No. : 2005-N-91
Input Data File = 1.5.dat Date : 2006-03-27
Project : 아양로 NO.11+7.10(F) SECTION STRUT TYPE Time : 09:53:49
--------------------------------------------------------------------------------
Step No. -2 << DISPLACEMENT CALCULATION DUE TO INITIAL STRUT LOADS >>

RESULTANTS OF PRESSURE, DISPLACEMENT, ROTATION, SHEAR, MOMENT etc.
EXCAVATION DEPTH = 1.10
*1 *2 *3
Node Depth Final Wall Rotation Shear Bending Strt/Anchr Strt/Anchr
No. Press Disp. Angle Force Moment Slab Pinit Slab React
(m) (t/m2) (mm) (deg) (t/m) (t-m/m) (t/ea) (t/ea)

1 0.00 2.34 1.41 -0.042 -0.04 0.00
6 0.50 6.13 1.03 -0.044 -1.37 -0.29
7 0.60 5.83 0.96 -0.046 3.04 -0.46
12 1.10 4.22 0.55 -0.044 0.67 0.40
44 4.27 -0.19 -0.17 0.003 -0.13 0.01
45 4.30 -0.75 -0.17 0.003 -0.11 0.01
50 4.80 -0.42 -0.14 0.003 -0.02 -0.03
55 5.30 -0.15 -0.12 0.002 0.02 -0.02
60 5.80 0.07 -0.10 0.002 0.03 -0.01
65 6.30 0.27 -0.08 0.002 -0.01 0.00
Note 1) Final pressure shown are resultant one including earth press., water
press. and other press. both side of wall. (+) when pushes to exca. side
2) Sign of support force is (+) when it pushes to wall side
3) Pressure, Shear and Moment is per m
4) Support Force is (t/ea). For Anchor, inclination was included in the
Calculation
노트 1) Final Pressure는 주동측 및 수동측 양측의 토압, 수압 기타 압력을
모두 고려한 합력이다
굴착측으로 작용할때 (+) 이다
2) 지보공의 반력은 배면측으로 밀때 (+) 이다
3) 압력, 전단력 및 모멘트는 벽체폭 1m 당이다
4) 지보공의 축력은 1개당의 값이며, 앵커의 경우, 경사로 인하여
증가된 값이 포함 되어있다







S U N E X Ver w5.5 ,Copyright 1994 by Geo Group Eng Co., Ltd.
Serial No. : 2005-N-91
Input Data File = 1.5.dat Date : 2006-03-27
Project : 아양로 NO.11+7.10(F) SECTION STRUT TYPE Time : 09:53:49
--------------------------------------------------------------------------------
Step No. -2 << DISPLACEMENT CALCULATION DUE TO INITIAL STRUT LOADS >>

Ground Settlement by Caspe(1966) method
(see FOUNDATION ANALYSIS AND DESIGN 4th ed. p659)

Excavation Depth (HW) = 1.10 m
Average Phi to ex. depth = 32.92 Deg
Width of Excavation (B) = 20.00 m
Hp = (0.5 B tan(45+PHI/2) = 18.39 m
Ht = (Hw+Hp) = 19.49 m
Distance of Influnce D=Ht*tan(45-PHI/2)) = 10.60 m

Volume of deflection (Vs) = -0.00111 m3
Settlement at wall Sw = 4 Vs/D = 0.00042 m = 0.42 mm

Distance 0.0*D 0.1*D 0.2*D 0.3*D 0.5*D 1.0*D
( m ) 0.0 1.1 2.1 3.2 5.3 10.6

Settlement(mm) 0.42 0.34 0.27 0.21 0.10 0.00

Note. The results shown are approximation recommended by Caspe.







S U N E X Ver w5.5 ,Copyright 1994 by Geo Group Eng Co., Ltd.
Serial No. : 2005-N-91
Input Data File = 1.5.dat Date : 2006-03-27
Project : 아양로 NO.11+7.10(F) SECTION STRUT TYPE Time : 09:53:49
--------------------------------------------------------------------------------
Step No. 2 << EXCAVATION TO 4.27 AND STRUT 1 >>

RESULTANTS OF PRESSURE, DISPLACEMENT, ROTATION, SHEAR, MOMENT etc.
EXCAVATION DEPTH = 4.30
*1 *2 *3
Node Depth Final Wall Rotation Shear Bending Strt/Anchr Strt/Anchr
No. Press Disp. Angle Force Moment Slab Pinit Slab React
(m) (t/m2) (mm) (deg) (t/m) (t-m/m) (t/ea) (t/ea)

1 0.00 3.90 2.84 -0.181 0.00 0.00
6 0.50 7.22 1.25 -0.185 -1.90 -0.44
7 0.60 5.68 0.93 -0.187 3.48 -0.67 5.000 5.560(ST 1)
12 1.10 0.94 -0.72 -0.186 2.30 0.66
44 4.27 2.66 -2.88 0.113 -3.31 0.58
45 4.30 0.00 -2.82 0.114 -3.29 0.47
50 4.80 -11.35 -1.83 0.110 -1.01 -0.58
55 5.30 -6.34 -0.93 0.095 0.45 -0.68
60 5.80 1.60 -0.16 0.083 0.91 -0.28
65 6.30 8.35 0.55 0.081 0.03 0.00
Note 1) Final pressure shown are resultant one including earth press., water
press. and other press. both side of wall. (+) when pushes to exca. side
2) Sign of support force is (+) when it pushes to wall side
3) Pressure, Shear and Moment is per m
4) Support Force is (t/ea). For Anchor, inclination was included in the
Calculation
노트 1) Final Pressure는 주동측 및 수동측 양측의 토압, 수압 기타 압력을
모두 고려한 합력이다
굴착측으로 작용할때 (+) 이다
2) 지보공의 반력은 배면측으로 밀때 (+) 이다
3) 압력, 전단력 및 모멘트는 벽체폭 1m 당이다
4) 지보공의 축력은 1개당의 값이며, 앵커의 경우, 경사로 인하여
증가된 값이 포함 되어있다







S U N E X Ver w5.5 ,Copyright 1994 by Geo Group Eng Co., Ltd.
Serial No. : 2005-N-91
Input Data File = 1.5.dat Date : 2006-03-27
Project : 아양로 NO.11+7.10(F) SECTION STRUT TYPE Time : 09:53:49
--------------------------------------------------------------------------------
Step No. 2 << EXCAVATION TO 4.27 AND STRUT 1 >>

Ground Settlement by Caspe(1966) method
(see FOUNDATION ANALYSIS AND DESIGN 4th ed. p659)

Excavation Depth (HW) = 4.30 m
Average Phi to ex. depth = 34.56 Deg
Width of Excavation (B) = 20.00 m
Hp = (0.5 B tan(45+PHI/2) = 19.03 m
Ht = (Hw+Hp) = 23.33 m
Distance of Influnce D=Ht*tan(45-PHI/2)) = 12.26 m

Volume of deflection (Vs) = 0.00974 m3
Settlement at wall Sw = 4 Vs/D = 0.00318 m = -3.18 mm

Distance 0.0*D 0.1*D 0.2*D 0.3*D 0.5*D 1.0*D
( m ) 0.0 1.2 2.5 3.7 6.1 12.3

Settlement(mm) -3.18 -2.57 -2.03 -1.56 -0.79 0.00

Note. The results shown are approximation recommended by Caspe.







S U N E X Ver w5.5 ,Copyright 1994 by Geo Group Eng Co., Ltd.
Serial No. : 2005-N-91
Input Data File = 1.5.dat Date : 2006-03-27
Project : 아양로 NO.11+7.10(F) SECTION STRUT TYPE Time : 09:53:49
--------------------------------------------------------------------------------
Step No. 2 << EXCAVATION TO 4.27 AND STRUT 1 >>

WALL DEPTH CHECK

Lowest Support Depth = 0.60, Node No. = 7
Node Depth Active Other Active Passive Other Passive
No. Press Press Moment Press Press Moment
(m) (t/m2) (t/m2) (tm) (t/m2) (t/m2) (tm)
7 0.60 0.67 0.00 0.00
8 0.70 0.72 0.00 0.01
9 0.80 0.78 0.00 0.02
10 0.90 0.83 0.00 0.02
11 1.00 0.88 0.00 0.04
12 1.10 0.94 0.00 0.05
13 1.20 0.99 0.00 0.06
14 1.30 1.05 0.00 0.07
15 1.40 1.10 0.00 0.09
16 1.50 1.15 0.00 0.10
17 1.60 1.21 0.00 0.12
18 1.70 1.26 0.00 0.14
19 1.80 1.32 0.00 0.16
20 1.90 1.37 0.00 0.18
21 2.00 1.43 0.00 0.20
22 2.10 1.48 0.00 0.22
23 2.20 1.53 0.00 0.25
24 2.30 1.59 0.00 0.27
25 2.40 1.64 0.00 0.30
26 2.50 1.70 0.00 0.32
27 2.60 1.75 0.00 0.35
28 2.70 1.80 0.00 0.38
29 2.80 1.86 0.00 0.41
30 2.90 1.91 0.00 0.44
31 3.00 1.97 0.00 0.47
32 3.10 2.02 0.00 0.51
33 3.20 2.08 0.00 0.54
34 3.30 2.13 0.00 0.58
35 3.40 2.18 0.00 0.61
36 3.50 2.24 0.00 0.65
37 3.60 2.29 0.00 0.69
38 3.70 2.35 0.00 0.73
39 3.80 2.40 0.00 0.77
40 3.90 2.46 0.00 0.81
41 4.00 2.51 0.00 0.85
42 4.10 2.56 0.00 0.90
43 4.20 2.62 0.00 0.80
44 4.27 2.66 0.00 0.49
45 4.30 0.00 0.00 0.00 -12.87 0.00 -1.03
46 4.40 0.00 0.00 0.00 -13.83 0.00 -1.75
47 4.50 0.00 0.00 0.00 -14.80 0.00 -1.92
48 4.60 0.00 0.00 0.00 -15.76 0.00 -2.10
49 4.70 0.00 0.00 0.00 -16.73 0.00 -2.29
50 4.80 0.00 0.00 0.00 -17.70 0.00 -2.48
51 4.90 0.00 0.00 0.00 -18.66 0.00 -2.67
52 5.00 0.00 0.00 0.00 -19.63 0.00 -2.88




53 5.10 0.00 0.00 0.00 -20.59 0.00 -3.09
54 5.20 0.00 0.00 0.00 -21.56 0.00 -3.31
55 5.30 0.00 0.00 0.00 -22.52 0.00 -3.53
56 5.40 0.00 0.00 0.00 -23.49 0.00 -3.76
57 5.50 0.00 0.00 0.00 -24.46 0.00 -3.99
58 5.60 0.00 0.00 0.00 -25.42 0.00 -4.24
59 5.70 0.00 0.00 0.00 -26.39 0.00 -4.49
60 5.80 0.03 0.00 0.01 -27.35 0.00 -4.74
61 5.90 0.08 0.00 0.01 -28.32 0.00 -5.00
62 6.00 0.12 0.00 0.02 -29.29 0.00 -5.27
63 6.10 0.17 0.00 0.03 -30.25 0.00 -5.55
64 6.20 0.21 0.00 0.04 -31.22 0.00 -5.83
65 6.30 0.26 0.00 0.02 -32.18 0.00 -3.06

64.29 0.00 13.71 -473.02 0.00 -72.97

Total Active Moment (Ma) = 13.71
Total Passive Moment (Mp) = -72.97
Factor Of Safety (Mp/Ma) = 5.32


TOTAL SOLUTION TIME = 0.22 SEC