ercap users manual-mod

7/25/2019 Ercap Users Manual-mod

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//F|/...CHNICS/5.TECHNICAL%20RESOURCES/COFFEY%20INHOUSE%20SOFTWARE-UPDATED-HGP/ERCAP/EX1mout.txt[2/15/2011 11:45

*******************************************************************************

PROGRAM ERCAP7F...LATERALLY LOADED PILE OR GROUPVERSION DATED 15/02/2011

*******************************************************************************

INPUT FILE NAME ... ERCEX1.dat

OUTPUT FILE NAME ... ERCEX1m.out

===============================================================================

ERCAP-EXAMPLE NO.1..ROW OF PILES SUBJECTED TO SOIL SLIDE MOVEMENTS.CONT'M SOLN

===============================================================================

ELASTIC CONTINUUM ANALYSIS

LAYERED SOIL INPUT OPTION

DEPTH TO W.T. = 10.0000AVERAGE UNIT WEIGHT OF SOIL = 0.0170

DETAILS OF SOIL LAYERSLAYER NO. NLS NLF COHESION FI ANGLE PY MULT FAC

1 1 7 0.03000 0.00000 2.000002 8 11 0.05000 0.00000 4.50000

===============================================================================

PILE DETAILS

APPENDIX E1 - OUTPUT FOR EXAMPLE 1


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LENGTH = 10.0000DIAM = 0.7500POISSONS RATIO = 0.50000NO OF ELS = 10

FLOATING PILE

FREE HEAD

PINNED TIP

UNRESTRAINED HEAD

EI OF PILE = 0.64213599E+03DIMENSIONLESS KR = 0.32106799E-02

PILE MODULUS = 0.210000E+06

PILE WALL THICKNESS = 0.02000PILE YIELD STRESS = 0.26000E+03

PILE IS NOT CONCRETE

YIELD MOMENT OF PILE SECTION = 2.120068E+00

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

SLOPE DETAILS

DISTANCE OF PILE FROM TOP OF SLOPE = 1000.000000

SLOPE HEIGHT = 0.000000

SLOPE ANGLE = 0.000000

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

SOIL PROFILE DETAILS


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PY VALUES IN SLIDE ZONE SET TO VALUES FROM MATSUI & ITO EQUNS

SHIELDING FACTOR FOR LOADING TOWARDS SLOPE = 1.0000SHIELDING FACTOR FOR LOADING AWAY FROM SLOPE = 1.0000

CHARACTERISTIC ES IS WEIGHTED AV. BETWEEN I & J

ELEMENT ESOIL PY TOWARDS SLOPE PY AWAY

1 12.00000000 0.11999992 0.119999922 12.00000000 0.15399989 0.153999893 12.00000000 0.18799986 0.18799986

4 12.00000000 0.22199981 0.221999815 12.00000000 0.25599977 0.255999776 12.00000000 0.28999975 0.289999757 12.00000000 0.32399970 0.323999708 20.00000000 0.98549914 0.985499149 20.00000000 1.06199908 1.0619990810 20.00000000 1.13849902 1.1384990211 20.00000000 1.21499896 1.21499896

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

GROUP DETAILS

NUMBER OF DIFFERENT PILES = 8

X COORD Y COORD RELATIVE LOADING

0.00000 1.50000 1.000000.00000 3.00000 1.00000

0.00000 4.50000 1.000000.00000 6.00000 1.000000.00000 7.50000 1.000000.00000 9.00000 1.000000.00000 10.50000 1.00000

COORDINATES OF PILE BEING ANALYSED

X = 0.0000 Y = 0.0000


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BASIC SPACING OF PILES = 1.50000

*******************************************************************************

LOAD SEQUENCE NO. 1

*******************************************************************************

NUMBER OF ITERATIONS PER LOAD INCREMENT = 10

===============================================================================

SOIL SLIDE MOVEMENT ANALYSIS

REFERENCE SOIL MOVEMENTS

ELEMENT DEPTH SOIL MOVEMENT

1 0.12500 1.0000002 1.00000 1.0000003 2.00000 1.0000004 3.00000 1.0000005 4.00000 1.000000

6 5.00000 1.0000007 6.00000 1.0000008 7.00000 0.0000009 8.00000 0.000000

10 9.00000 0.00000011 9.87500 0.000000

SOIL LIMITING PRESSURES IN SLIDE ZONE SET TO VALUES FROM MATSUI & ITO EQUN


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===============================================================================

LOAD INCREMENT NO 5

APPLIED LOAD = 0.00000000APPLIED MOMENT = 0.00000000

REFERENCE SOIL MOVEMENT = 0.050000

ELEM DEFLN ROTN MOMENT SHEAR PRESS STATUS

1 0.029818 0.005695 0.000004 0.000000 0.112214 12 0.024123 0.005722 -0.034319 -0.054990 0.034425 03 0.018375 0.005822 -0.094486 -0.054951 -0.034529 0

4 0.012479 0.005996 -0.128728 -0.000774 -0.109942 05 0.006383 0.006159 -0.080517 0.101659 -0.163214 -16 0.000162 0.006151 0.090089 0.228851 -0.175964 -17 -0.005919 0.005775 0.392683 0.365606 -0.188714 -18 -0.011388 0.004818 0.836807 0.084050 0.939529 09 -0.015555 0.003718 0.576276 -0.296083 0.074158 010 -0.018823 0.003066 0.260131 -0.295880 -0.074699 011 -0.021687 0.002864 0.000001 0.000000 -0.714315 0

TIP FORCE = 0.00000000

HEAD LOAD = 0.00000000

===============================================================================

LOAD INCREMENT NO 10





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1 0.068116 0.010905 -0.000053 0.000000 0.112214 12 0.057211 0.010929 -0.030418 -0.062153 0.053527 03 0.046259 0.011031 -0.101097 -0.050036 -0.085839 04 0.035149 0.011193 -0.107340 0.038578 -0.150464 -15 0.023872 0.011277 -0.000743 0.156208 -0.163214 -16 0.012594 0.011100 0.228281 0.283400 -0.175964 -17 0.001672 0.010464 0.589265 0.420154 -0.188714 -18 -0.008333 0.009155 1.091812 0.121360 0.985499 19 -0.016638 0.007639 0.855178 -0.352322 0.277652 0

10 -0.023611 0.006653 0.410360 -0.439188 -0.046008 011 -0.029944 0.006334 0.000008 0.000000 -1.125161 0

TIP FORCE = 0.00000000

HEAD LOAD = 0.00000000

===============================================================================





1 0.097616 0.016272 -0.000005 0.000000 0.112214 12 0.081343 0.016295 -0.029557 -0.070068 0.074633 03 0.065025 0.016408 -0.115203 -0.047961 -0.133583 04 0.048527 0.016576 -0.100726 0.058556 -0.150464 -15 0.031873 0.016634 0.026793 0.176186 -0.163214 -16 0.015260 0.016398 0.276593 0.303378 -0.175964 -1

7 -0.000923 0.015670 0.658399 0.440132 -0.188714 -18 -0.016079 0.014237 1.181771 0.141338 0.985499 19 -0.029396 0.012564 0.965963 -0.381719 0.409319 010 -0.041208 0.011467 0.443219 -0.495419 -0.106119 011 -0.052330 0.011122 0.000010 0.000000 -1.214999 -1

TIP FORCE = 0.00000000

HEAD LOAD = 0.00000000


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===============================================================================





1 0.115179 0.020987 0.000134 0.000000 0.112214 12 0.094193 0.021010 -0.029572 -0.066769 0.065836 03 0.073160 0.021117 -0.108606 -0.039814 -0.137714 -14 0.051958 0.021268 -0.084379 0.068253 -0.150464 -15 0.030625 0.021292 0.052692 0.185882 -0.163214 -16 0.009374 0.021008 0.312324 0.313074 -0.175964 -17 -0.011391 0.020217 0.703749 0.449829 -0.188714 -18 -0.031060 0.018706 1.236878 0.151034 0.985499 19 -0.048802 0.016940 1.030733 -0.409261 0.508622 010 -0.064940 0.015792 0.443183 -0.527809 -0.192493 011 -0.080387 0.015447 -0.000019 0.000000 -1.214999 -1

TIP FORCE = 0.00000000

HEAD LOAD = 0.00000000

===============================================================================

TABULAR SUMMARY OF KEY PERFORMANCE DETAILS

INCR SOIL MOVT MAX DISP MAX BM MIN BM MAX SHR RESP LOCNS

1 0.0100 0.0114 0.1126 -0.0902 0.0994 1 8 5 72 0.0200 0.0187 0.2744 -0.1329 0.1863 1 8 5 73 0.0300 0.0243 0.4518 -0.1547 0.2647 1 8 5 74 0.0400 0.0282 0.6438 -0.1455 0.3209 1 8 4 75 0.0500 0.0298 0.8368 -0.1287 0.3656 1 8 4 76 0.0600 0.0371 0.9232 -0.1281 0.3861 1 8 4 7


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7 0.0700 0.0465 0.9647 -0.1331 0.3970 1 8 4 78 0.0800 0.0537 1.0070 -0.1245 0.4047 1 8 4 79 0.0900 0.0609 1.0494 -0.1159 0.4124 1 8 4 7

10 0.1000 0.0681 1.0918 -0.1073 0.4202 1 8 4 711 0.1100 0.0753 1.1342 -0.1010 0.4279 1 8 3 712 0.1200 0.0811 1.1502 -0.1040 0.4316 1 8 3 713 0.1300 0.0866 1.1608 -0.1077 0.4344 1 8 3 714 0.1400 0.0921 1.1713 -0.1115 0.4373 1 8 3 715 0.1500 0.0976 1.1818 -0.1152 0.4401 1 8 3 7

16 0.1600 0.1020 1.1926 -0.1160 0.4424 1 8 3 717 0.1700 0.1053 1.2037 -0.1141 0.4443 1 8 3 718 0.1800 0.1086 1.2147 -0.1123 0.4461 1 8 3 719 0.1900 0.1119 1.2258 -0.1104 0.4480 1 8 3 720 0.2000 0.1152 1.2369 -0.1086 0.4498 1 8 3 7

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

ERCAP-EXAMPLE NO.1..ROW OF PILES SUBJECTED TO SOIL SLIDE MOVEMENTS.CONT'M SOLN

PILE LENGTH = 10.0000DIAMETER = 0.7500


MAX. PILE RESISTANCE PER UNIT WIDTH = 0.299886

MAX. PILE RESISTANCE PER UNIT WIDTH = 0.299886

===============================================================================

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

*******************************************************************************


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//F|/...ECHNICS/5.TECHNICAL%20RESOURCES/COFFEY%20INHOUSE%20SOFTWARE-UPDATED-HGP/ERCAP/ercex2m.txt[2/15/2011 11:45

*******************************************************************************

PROGRAM ERCAP7F...LATERALLY LOADED PILE OR GROUPVERSION DATED 15/02/2011

*******************************************************************************

INPUT FILE NAME ... ercex2.dat

OUTPUT FILE NAME ... ercex2m.txt

===============================================================================

ERCAP..EXAMPLE NO.2..SINGLE PILE NEAR A SLOPE...CONTINUUM ANALYSIS

===============================================================================

ELASTIC CONTINUUM ANALYSIS

===============================================================================

PILE DETAILS

LENGTH = 9.0000DIAM = 0.4000POISSONS RATIO = 0.50000NO OF ELS = 18

FLOATING PILEFREE HEAD

PINNED TIP

APPENDIX E2 - OUTPUT FOR EXAMPLE 2


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SHEAR RESTRAINT AT PILE HEAD(S)

STIFFNESS = 1.000000ULTIMATE VALUES FOR +VE & -VE DIRECTIONS ARE 0.250000 AND 0.250000

EI OF PILE = 0.25134085E+02

DIMENSIONLESS KR = 0.15961798E-03

PILE MODULUS = 0.200000E+05PILE WALL THICKNESS = 0.20000PILE YIELD STRESS = 0.25000E+03

PILE IS CONCRETE

PERCENTAGE REINFORCEMENT = 2.000000AV DISTCE.OF REINFORCEMENT FROM CENTRE = 0.12500

YIELD MOMENT OF PILE SECTION = 4.908750E-02

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

SLOPE DETAILS

DISTANCE OF PILE FROM TOP OF SLOPE = 1.500000

SLOPE HEIGHT = 15.000000

SLOPE ANGLE = 90.000000

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

SOIL PROFILE DETAILS

SHIELDING FACTOR FOR LOADING TOWARDS SLOPE = 1.0000


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SHIELDING FACTOR FOR LOADING AWAY FROM SLOPE = 1.0000

CHARACTERISTIC ES IS WEIGHTED AV. BETWEEN I & J

ELEMENT ESOIL PY TOWARDS SLOPE PY AWAY

1 0.01000000 0.00100000 0.001000002 0.01000000 0.00100000 0.001000003 24.00000000 0.60000002 0.720000034 24.00000000 0.60000002 0.720000035 24.00000000 0.60000002 0.720000036 24.00000000 0.60000002 0.720000037 24.00000000 0.60000002 0.720000038 24.00000000 0.60000002 0.720000039 24.00000000 0.60000002 0.7200000310 24.00000000 0.60000002 0.72000003

11 24.00000000 0.60000002 0.7200000312 24.00000000 0.60000002 0.7200000313 24.00000000 0.60000002 0.7200000314 24.00000000 0.60000002 0.7200000315 24.00000000 0.60000002 0.7200000316 24.00000000 0.60000002 0.7200000317 24.00000000 0.60000002 0.7200000318 24.00000000 0.60000002 0.7200000319 24.00000000 0.60000002 0.72000003

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

SINGLE PILE

COORDINATES OF PILE BEING ANALYSED

X = 0.0000 Y = 0.0000


*******************************************************************************


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LOAD SEQUENCE NO. 1

*******************************************************************************

NUMBER OF ITERATIONS PER LOAD INCREMENT = 10

===============================================================================

LOAD INCREMENT NO 1



1 0.006150 0.005962 0.045000 0.053850 0.000901 02 0.003393 0.004800 0.071881 0.053743 0.000167 03 0.001350 0.003102 0.098745 -0.006273 0.600000 14 0.000290 0.001468 0.065609 -0.065332 -0.009410 05 -0.000117 0.000483 0.033414 -0.053064 -0.113275 06 -0.000192 0.000025 0.012547 -0.031308 -0.104287 07 -0.000143 -0.000120 0.002108 -0.014280 -0.065995 08 -0.000072 -0.000124 -0.001731 -0.004429 -0.032510 09 -0.000019 -0.000084 -0.002319 -0.000007 -0.011706 010 0.000012 -0.000043 -0.001736 0.001324 -0.001609 011 0.000025 -0.000016 -0.000993 0.001291 0.001946 012 0.000028 -0.000002 -0.000444 0.000860 0.002359 0

13 0.000027 0.000004 -0.000131 0.000450 0.001746 014 0.000024 0.000005 0.000007 0.000178 0.000970 015 0.000022 0.000004 0.000049 0.000036 0.000445 016 0.000020 0.000003 0.000045 -0.000020 0.000114 017 0.000018 0.000003 0.000031 -0.000032 0.000010 018 0.000017 0.000002 0.000015 -0.000032 -0.000006 019 0.000016 0.000002 0.000000 0.000000 -0.000319 0

TIP FORCE = 0.00000000


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HEAD LOAD = 0.05385010

NEG PLAS WORK ADJUSTMENTS FOR EACH INCR ARE :

0 0 0 0 0 0 0 0 0 0

===============================================================================

DISPLACEMENTS WITHIN SOIL

X Y Z ES ROX ROY ROZ

-2.00 0.00 0.00 24.000 0.00094 0.00000 0.00000-2.00 0.00 6.00 24.000 0.00018 0.00000 0.00000

===============================================================================

*******************************************************************************

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