수고하십니다. 맨마지막에 에러가 발생하였는데 문의드립니다.

-----------------------------------------------------------------------

S U N E X Ver w5.5

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. : 96-195 User : 삼성중공업주식회사

Geo Group Eng Co., Ltd. grants you the Software and Printed
materials in the SUNEX package under the terms of the Software Licence
Agreement, a paid-up, non-transferable, personal license to use SUNEX
on one computer work station. You do not become the owner of the package
nor do you have the right to copy (except permitted backups of the software)
or alter the software or printed materials. You are legally accountable
for any violation of the License Agreement and copyright, trademark, or
trade secret law.

Any fatal results due to unfavorable data are user's responsibility. Checking
of input data as well as the results are recommended.

This program may be changed without prior notice for improvement.
Any suggestion or advice on the program or manual would be welcomed at 561-3131
or FAX 561-3135




---------------------------------------
E C H O O F I N P U T D A T A
-----------------------------------------
PROJECT 인천 열배관 가시설 검토(시공성 검토)

SOIL 1 상부 토사
1.8 0.9 0 30 3500 0 0 0
2 하부 경암
2.2 1.2 150 45 12000 0 0 0

PROFILE 1 1 1 1
2 17 2 2

VWALL 1 10.225 0.009218 0.000108 2.1E+07 2 0.3 0 0





Division 0.5
Solution 0
Output 1

STEP 1
OUTPUT 1
INTERATION 10 0.1
RANKINE 1.0 0.0 50
SURCHARGE 1.3
GWL 6.0

STEP 2 EXCA TO 6.0
EXCA 6.0

STEP 3 LONG TERM CHECK
LOAD2 1 0.0 1.3 5.0 1.3
GROUND SETTLEMENT
DEPTH CHECK

DESIGN

HPILE 0 10.225
HPFAC
HPSIZE H-250x250x9x14 0.000867
HPOPTION 1.5 2.5

TIMBER 0 8.225
TIOPTION 135 10.5 0.3 15


END


>> Unit = Metric <<


>> SOIL PROPERTY DATA <<
Soil rt rsub C Phi Ks
No. (t/m3) (t/m3) (t/m2) (deg) (t/m3)

1 상부 토사
Top : 1.80 0.90 0.00 30.0 3500.0
Bot : 1.80 0.90 0.00 30.0 3500.0

2 하부 경암
Top : 2.20 1.20 150.00 45.0 12000.0
Bot : 2.20 1.20 150.00 45.0 12000.0

>> PROFILE OF SOIL STRATA <<
Profile Top Bottom Active Passive
no. Depth Depth Soil no. Soil no.
1 0.00 1.00 1 1
2 1.00 17.00 2 2

>> VERTICAL WALL DATA <<
*1 *2 *3
Vwall Depth Area i E Space pRatio aRatio Myield
No (m) (t/m2) (m4) (t/m2) (m) (t-m/ea)

1 10.2 0.009218000 0.000108000 21000000.0 2.00 0.150 0.150 0.00
( 0.004609000 0.000054000 10500000.0 ) (divided by space)

Note 1) pRatio is effective earth acting width of wall at Passive side
to unit width ( k*B/1m ) for vertical wall below excavation line
2) aRatio is effective earth acting width of wall at Active side
to unit width ( k*B/1m ) for vertical wall below excavation line
3) If Myield is not 0.0, elasto-plastic check is done and if actual wall
moment exeeds Myield, beam inertia is changed as plastic hinge to
carry only Myield

>> Minimum Soil Spring Constant = 10.00


>> VERTICAL POINTS ARE GENERATED AT SPECIFIC POINTS AS SOIL BOUNDARY,
STRUT,ANCHOR AND SLAB LOCATION,LOADING LOCATION ETC.

ADITIONAL POINTS ARE GENERATED IN 0.50 m INTERVAL

>> VERTICAL DIVISION POINTS <<

( 1) 0.00 ( 2) 0.50 ( 3) 1.00 ( 4) 1.50 ( 5) 2.00
( 6) 2.50 ( 7) 3.00 ( 8) 3.50 ( 9) 4.00 ( 10) 4.50
( 11) 5.00 ( 12) 5.50 ( 13) 5.80 ( 14) 6.00 ( 15) 6.20
( 16) 6.40 ( 17) 6.50 ( 18) 7.00 ( 19) 7.50 ( 20) 8.00
( 21) 8.50 ( 22) 9.00 ( 23) 9.50 ( 24) 10.00 ( 25) 10.20

>> PRINT OUT POINTS <<





( 1) 0.00 ( 2) 0.50 ( 3) 1.00 ( 4) 6.00 ( 5) 6.50
( 6) 7.00 ( 7) 7.50 ( 8) 8.00 ( 9) 8.50 ( 10) 9.00
( 11) 9.50 ( 12) 10.00 ( 13) 10.20







S U N E X Ver w5.5 ,Copyright 1994 by Geo Group Eng Co., Ltd.
Serial No. : 96-195 User : 삼성중공업주식회사
Input Data File = 열배관 가시설(압입구)-시공성검토-1.dat Date : 2006-01-11
Project : 인천 열배관 가시설 검토(시공성 검토) Time : 13:17:30
--------------------------------------------------------------------------------
Step No. 1 << >>
OUTPUT 1

>> OUTPUT OPTION IS SET AS FOLLOWING UNTILL IT IS NOT CHANGED

CURRENT OUPPUT OPTION = 1
0 : Resultant Press., disp., rotation, shear and moment
1 : 0 + Step Input Data
2 : 1 + Earth Press. at active and passive side
3 : 2 + Earth Press. calculation at each iteration

INTERATION 10 0.1
RANKINE 1.0 0.0 50

>> RANKINE EARTH PRESSURE IS USED UNTILL IT IS CHANGED TO PECK'S
MINIMUM PRESSURE WILL BE ( 1.0 * Pa + 0.0 * Po )
FRICTION BETWEEN SOIL - WALL IS 0.5 % OF PHI OF EACH LAYER

SURCHARGE 1.3
>> SURCHARGE LOAD OF 1.3 (t/m2) IS ADDED TO 0.0 (t/m2), TOTAL OF 1.3 (t/m2)
AT WALL SIDE

GWL 6.0

>> GROUND WATER LEVEL AT PASSIVE SIDE IS CHANGED TO 0.00
>> NEW GROUND WATER LEVEL IS AS FOLLOWING (*1)
GWL AT WALL SIDE = 6.00
GWL AT EXCAVATION SIDE = 6.00
UNIT OF MULTIPLICATION = 1.00
Note 1) Water pressure is calculated using GWL unless direct WATER PRESS
is input, if direct water pressure is input GWL is used only
for effective vertical pressure calculation,see WATERPRESS command

>> SOIL SPRING CONSTANT BETWEEN 0.00 m TO 0.00 m IS RECHANGED







S U N E X Ver w5.5 ,Copyright 1994 by Geo Group Eng Co., Ltd.
Serial No. : 96-195 User : 삼성중공업주식회사
Input Data File = 열배관 가시설(압입구)-시공성검토-1.dat Date : 2006-01-11
Project : 인천 열배관 가시설 검토(시공성 검토) Time : 13:17:30
--------------------------------------------------------------------------------
Step No. 1 << >>

RESULTANTS OF PRESSURE, DISPLACEMENT, ROTATION, SHEAR, MOMENT etc.
EXCAVATION DEPTH = 0.00
*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 0.41 -0.07 0.002 0.00 0.00
2 0.50 0.29 -0.05 0.002 -0.03 0.00
3 1.00 -0.47 -0.04 0.002 -0.02 -0.02
14 6.00 0.00 -0.02 0.000 0.00 0.00
17 6.50 0.00 -0.02 0.000 0.01 0.00
18 7.00 0.00 -0.02 0.000 0.00 0.00
19 7.50 0.00 -0.02 0.000 0.00 0.00
20 8.00 0.00 -0.02 0.000 0.00 0.00
21 8.50 0.00 -0.02 0.000 0.00 0.00
22 9.00 0.00 -0.02 0.000 0.00 0.00
23 9.50 0.00 -0.02 0.000 0.00 0.00
24 10.00 0.01 -0.02 0.000 0.00 0.00
25 10.20 0.01 -0.02 0.000 0.00 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. : 96-195 User : 삼성중공업주식회사
Input Data File = 열배관 가시설(압입구)-시공성검토-1.dat Date : 2006-01-11
Project : 인천 열배관 가시설 검토(시공성 검토) Time : 13:17:30
--------------------------------------------------------------------------------
Step No. 2 << EXCA TO 6.0 >>
EXCA 6.0
>> EXCAVATION DATA <<

0.00 m to 6.00 m is excavated

>> GROUND WATER LEVEL AT PASSIVE SIDE IS CHANGED TO 6.00
>> NEW GROUND WATER LEVEL IS AS FOLLOWING (*1)
GWL AT WALL SIDE = 6.00
GWL AT EXCAVATION SIDE = 6.00
UNIT OF MULTIPLICATION = 1.00
Note 1) Water pressure is calculated using GWL unless direct WATER PRESS
is input, if direct water pressure is input GWL is used only
for effective vertical pressure calculation,see WATERPRESS command

>> SOIL SPRING CONSTANT BETWEEN 0.00 m TO 6.00 m IS RECHANGED







S U N E X Ver w5.5 ,Copyright 1994 by Geo Group Eng Co., Ltd.
Serial No. : 96-195 User : 삼성중공업주식회사
Input Data File = 열배관 가시설(압입구)-시공성검토-1.dat Date : 2006-01-11
Project : 인천 열배관 가시설 검토(시공성 검토) Time : 13:17:30
--------------------------------------------------------------------------------
Step No. 2 << EXCA TO 6.0 >>

RESULTANTS OF PRESSURE, DISPLACEMENT, ROTATION, SHEAR, MOMENT etc.
EXCAVATION DEPTH = 6.00
*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 0.38 -14.47 0.185 0.02 0.02
2 0.50 0.64 -12.85 0.185 -0.19 -0.02
3 1.00 0.00 -11.25 0.182 -0.29 -0.17
14 6.00 0.00 -0.53 0.040 0.05 -0.77
17 6.50 -2.22 -0.27 0.022 0.48 -0.62
18 7.00 0.89 -0.14 0.009 0.44 -0.38
19 7.50 1.86 -0.10 0.001 0.33 -0.18
20 8.00 1.73 -0.10 -0.002 0.20 -0.05
21 8.50 1.19 -0.12 -0.003 0.09 0.01
22 9.00 0.63 -0.15 -0.003 0.02 0.04
23 9.50 0.16 -0.17 -0.002 -0.01 0.03
24 10.00 -0.20 -0.18 -0.001 -0.06 0.01
25 10.20 -0.32 -0.19 -0.001 -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. : 96-195 User : 삼성중공업주식회사
Input Data File = 열배관 가시설(압입구)-시공성검토-1.dat Date : 2006-01-11
Project : 인천 열배관 가시설 검토(시공성 검토) Time : 13:17:30
--------------------------------------------------------------------------------
Step No. 3 << LONG TERM CHECK >>
LOAD2 1 0.0 1.3 5.0 1.3

>> FOLLOWING LOAD(2) IS CONVERTED TO Sigma V AND ADDEDED TO SURCHARGED

LOADING PLANE DEPTH = 1.00
AT X = 0.0 P = 1.30
AT X = 5.0 P = 1.30

GROUND SETTLEMENT
DEPTH CHECK

DESIGN

HPILE 0 10.225
HPFAC
HPSIZE H-250X250X9X14 0.000867
HPOPTION 1.5 2.5

TIMBER 0 8.225
TIOPTION 135 10.5 0.3 15


END
>> GROUND WATER LEVEL AT PASSIVE SIDE IS CHANGED TO 6.00
>> NEW GROUND WATER LEVEL IS AS FOLLOWING (*1)
GWL AT WALL SIDE = 6.00
GWL AT EXCAVATION SIDE = 6.00
UNIT OF MULTIPLICATION = 1.00
Note 1) Water pressure is calculated using GWL unless direct WATER PRESS
is input, if direct water pressure is input GWL is used only
for effective vertical pressure calculation,see WATERPRESS command

>> SOIL SPRING CONSTANT BETWEEN 0.00 m TO 6.00 m IS RECHANGED







S U N E X Ver w5.5 ,Copyright 1994 by Geo Group Eng Co., Ltd.
Serial No. : 96-195 User : 삼성중공업주식회사
Input Data File = 열배관 가시설(압입구)-시공성검토-1.dat Date : 2006-01-11
Project : 인천 열배관 가시설 검토(시공성 검토) Time : 13:17:31
--------------------------------------------------------------------------------
Step No. 3 << LONG TERM CHECK >>

RESULTANTS OF PRESSURE, DISPLACEMENT, ROTATION, SHEAR, MOMENT etc.
EXCAVATION DEPTH = 6.00
*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 0.38 -14.46 0.185 0.02 0.02
2 0.50 0.64 -12.85 0.185 -0.19 -0.02
3 1.00 0.00 -11.24 0.182 -0.29 -0.17
14 6.00 0.00 -0.54 0.040 0.05 -0.77
17 6.50 -2.15 -0.28 0.022 0.49 -0.62
18 7.00 0.92 -0.15 0.009 0.44 -0.38
19 7.50 1.86 -0.11 0.001 0.33 -0.18
20 8.00 1.72 -0.11 -0.002 0.20 -0.05
21 8.50 1.18 -0.14 -0.003 0.09 0.02
22 9.00 0.62 -0.16 -0.002 0.02 0.04
23 9.50 0.16 -0.18 -0.002 -0.01 0.04
24 10.00 -0.19 -0.19 -0.001 -0.06 0.01
25 10.20 -0.31 -0.20 -0.001 -0.04 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. : 96-195 User : 삼성중공업주식회사
Input Data File = 열배관 가시설(압입구)-시공성검토-1.dat Date : 2006-01-11
Project : 인천 열배관 가시설 검토(시공성 검토) Time : 13:17:31
--------------------------------------------------------------------------------
Step No. 3 << LONG TERM CHECK >>

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

Excavation Depth (HW) = 6.00 m
Average Phi to ex. depth = 42.86 Deg
Width of Excavation (B) = 10.00 m
Hp = (0.5 B tan(45+PHI/2) = 11.46 m
Ht = (Hw+Hp) = 17.46 m
Distance of Influnce D=Ht*tan(45-PHI/2)) = 7.62 m

Volume of deflection (Vs) = 0.03707 m3
Settlement at wall Sw = 4 Vs/D = 0.01946 m = -19.46 mm

Distance 0.0*D 0.1*D 0.2*D 0.3*D 0.5*D 1.0*D
( m ) 0.0 0.8 1.5 2.3 3.8 7.6

Settlement(mm) -19.46 -15.76 -12.46 -9.54 -4.87 0.00

Note. The results shown are approximation recommended by Caspe.
Error ! Lowest Support Depth <= 0


TOTAL SOLUTION TIME = 0.23 SEC