DAFTAR PUSTAKA. ASTM D-2049 (1989) Cara Menentukan Sudut Geser Berdasarkan Kepadatan Relatif.

Transcription

1 DAFTAR PUSTAKA American Petroleum Institute (1986) API Recommended Practice for Planning, Designing, and Constructing Fixed Offshore Platforms, Report RP-2A, American Petroleum Institute (1987) API Recommended Practice for Planning, Designing, and Constructing Fixed Offshore Platforms, Report RP-2A, ASTM D-2049 (1989) Cara Menentukan Sudut Geser Berdasarkan Kepadatan Relatif. ASTM D (1989) Load Testing Procedures. Bowles, Joseph E. (1996) Foundation Analysis and Design, Fifth Edition, Mc Graw Hill International Edition Broms, B (1964) The Lateral Resistance Of Piles In Cohesive Soils, Journal of The Soil Mechanic Division, American Society of Civil Engineering, Vol.90, March Broms, B (1964) The Lateral Resistance Of Piles In Cohesionless Soils, Journal of The Soil Mechanic Division, American Society of Civil Engineering, Vol.90, May Das, Braja M. (1990) Principle of Geotechnical Engineering. Terjemahan oleh Noor Endah & Indra Surya Mochtar. Penerbit Erlangga, 1995 Das, Braja M. (1999) Principles of Foundation Engineering, 4 th edition, PWS Publishing, Pacific Groove Davisson, M. T. (1972) High Capacity Piles Proceedings, Lecture Series Innovations in Foundation Construction, ASCE, Illinois Section, Chicago. De Beer, E. E. and Wallays (1967), Framki Piles With Overexpanded Bases, La Technique des Travaux. Ensoft, Inc. (2004) Manual Computer Program APILE Plus. GRL (1988) GRL WEAP Manual of Practice, 2 th edition, GRL, USA. Hansen, J. B. (1961) The Ultimate Resistance of Rigid Piles Against Transversal Forces Danish Geotechnical Institute, Bulletin No.12, Copenhagen, Holtz, Robert D dan Kovacs, William D. (1981) An Introduction to Geotechnical Engineering. Prentice-Hall International, Inc., London Irsyam, Masyhur (1996) Geotechnical Analysis of PLTGU Tambak Lorok, To Be Submitted to Sumitomo Corporation

2 Irsyam, Masyhur (2004) Catatan Kuliah Rekayasa Pondasi. Penerbit ITB, Bandung Poulos, H.G., Davis. (1980) Pile Foundation Analysis and Design. John Wiley & Sons, Inc. Prakash, S., and Sharma, H.D. (1990) Pile Foundation in Engineering Practice. Wiley Interscience, New York. Reese, L. C., COX, W. R. and Koop, F. B. (1974) Analysis of Laterally Loaded Piles in Sand, Proceedings of the Offshore Technology Conference, Houston, Texas, Terzaghi, K. (1955) Evaluation of Coefficients of Subgrade Reaction, Geotechnique, Vol. 5, Tomlinson, MJ. (1977) Pile Design and Construction Practice. A Viewpoint Publication.

3 LAMPIRAN

4 AXIALLY LOADING PILE ANALYSIS PROGRAM - APILEplus VERSION (C) COPYRIGHT ENSOFT,INC.,1998. BH 4 MAKNYUSS DESIGNER : Dimas DATE : PILE PROPERTIES : PERIMETER OF PILE WITH NONCIRCULAR SECTION=.00 MM. TIP AREA OF PILE WITH NONCIRCULAR SECTION =.00 SQM OUTSIDE DIAMETER OF CIRCULAR PILE = MM. INTERNAL DIAMETER OF CIRCULAR PILE =.00 MM. PILE LENGTH = M. MODULUS OF ELASTICITY =.303E+08 KPA LENGTH OF SURFACE SECTION WITH ZERO SKIN FRICTION =.00 M. INCREMENT OF PILE LENGTH USED IN COMPUTATION = 1.00 M. SOIL INFORMATIONS : LATERAL EFFECTIVE FRICTION BEARING SOIL EARTH UNIT ANGLE CAPACITY DEPTH TYPE PRESSURE WEIGHT DEGREES FACTOR M. KN/CM.00 SAND SAND CLAY CLAY CLAY CLAY SAND SAND CLAY CLAY SAND SAND CLAY CLAY MAXIMUM MAXIMUM UNDISTURB REMOLDED UNIT UNIT SHEAR SHEAR BLOW UNIT SKIN UNIT END FRICTION BEARING STRENGTH STRENGTH COUNT FRICTION BEARING KPA KPA KPA KPA KPA KPA

5 * COMPUTATION RESULT * * API RP-2A (1994) * PILE TOTAL SKIN END ULTIMATE PENETRATION FRICTION BEARING CAPACITY M. KN. KN. KN AN ASTERISK WILL BE PLACED IN THE END-BEARING COLUMN IF THE TIP RESISTANCE IS CONTROLLED BY THE FRICTION OF SOIL PLUG INSIDE AN OPEN-ENDED PIPE PILE.

6 AXIALLY LOADING PILE ANALYSIS PROGRAM - APILEplus VERSION (C) COPYRIGHT ENSOFT,INC.,1998. BH 5 MAKNYUSS DESIGNER : Dimas DATE : PILE PROPERTIES : PERIMETER OF PILE WITH NONCIRCULAR SECTION=.00 MM. TIP AREA OF PILE WITH NONCIRCULAR SECTION =.00 SQM OUTSIDE DIAMETER OF CIRCULAR PILE = MM. INTERNAL DIAMETER OF CIRCULAR PILE =.00 MM. PILE LENGTH = M. MODULUS OF ELASTICITY =.303E+08 KPA LENGTH OF SURFACE SECTION WITH ZERO SKIN FRICTION =.00 M. INCREMENT OF PILE LENGTH USED IN COMPUTATION = 1.00 M. SOIL INFORMATIONS : LATERAL EFFECTIVE FRICTION BEARING SOIL EARTH UNIT ANGLE CAPACITY DEPTH TYPE PRESSURE WEIGHT DEGREES FACTOR M. KN/CM.00 SAND SAND CLAY CLAY CLAY CLAY CLAY CLAY SAND SAND CLAY CLAY SAND SAND CLAY CLAY MAXIMUM MAXIMUM UNDISTURB REMOLDED UNIT UNIT SHEAR SHEAR BLOW UNIT SKIN UNIT END FRICTION BEARING STRENGTH STRENGTH COUNT FRICTION BEARING KPA KPA KPA KPA KPA KPA

7 * COMPUTATION RESULT * * API RP-2A (1994) * PILE TOTAL SKIN END ULTIMATE PENETRATION FRICTION BEARING CAPACITY M. KN. KN. KN AN ASTERISK WILL BE PLACED IN THE END-BEARING COLUMN IF THE TIP RESISTANCE IS CONTROLLED BY THE FRICTION OF SOIL PLUG INSIDE AN OPEN-ENDED PIPE PILE.

8 AXIALLY LOADING PILE ANALYSIS PROGRAM - APILEplus VERSION (C) COPYRIGHT ENSOFT,INC.,1998. BH16 DESIGNER : dim DATE : PILE PROPERTIES : PERIMETER OF PILE WITH NONCIRCULAR SECTION=.00 MM. TIP AREA OF PILE WITH NONCIRCULAR SECTION =.00 SQM OUTSIDE DIAMETER OF CIRCULAR PILE = MM. INTERNAL DIAMETER OF CIRCULAR PILE =.00 MM. PILE LENGTH = M. MODULUS OF ELASTICITY =.303E+08 KPA LENGTH OF SURFACE SECTION WITH ZERO SKIN FRICTION =.00 M. INCREMENT OF PILE LENGTH USED IN COMPUTATION = 1.00 M. SOIL INFORMATIONS : LATERAL EFFECTIVE FRICTION BEARING SOIL EARTH UNIT ANGLE CAPACITY DEPTH TYPE PRESSURE WEIGHT DEGREES FACTOR M. KN/CM.00 SAND SAND CLAY CLAY CLAY CLAY CLAY CLAY SAND SAND CLAY CLAY MAXIMUM MAXIMUM UNDISTURB REMOLDED UNIT UNIT SHEAR SHEAR BLOW UNIT SKIN UNIT END FRICTION BEARING STRENGTH STRENGTH COUNT FRICTION BEARING KPA KPA KPA KPA KPA KPA

9 * COMPUTATION RESULT * * API RP-2A (1994) * PILE TOTAL SKIN END ULTIMATE PENETRATION FRICTION BEARING CAPACITY M. KN. KN. KN AN ASTERISK WILL BE PLACED IN THE END-BEARING COLUMN IF THE TIP RESISTANCE IS CONTROLLED BY THE FRICTION OF SOIL PLUG INSIDE AN OPEN-ENDED PIPE PILE.

10 AXIALLY LOADING PILE ANALYSIS PROGRAM - APILEplus VERSION (C) COPYRIGHT ENSOFT,INC.,1998. BH21 DESIGNER : DIM DATE : PILE PROPERTIES : PERIMETER OF PILE WITH NONCIRCULAR SECTION=.00 MM. TIP AREA OF PILE WITH NONCIRCULAR SECTION =.00 SQM OUTSIDE DIAMETER OF CIRCULAR PILE = MM. INTERNAL DIAMETER OF CIRCULAR PILE =.00 MM. PILE LENGTH = M. MODULUS OF ELASTICITY =.303E+08 KPA LENGTH OF SURFACE SECTION WITH ZERO SKIN FRICTION =.00 M. INCREMENT OF PILE LENGTH USED IN COMPUTATION = 1.00 M. SOIL INFORMATIONS : LATERAL EFFECTIVE FRICTION BEARING SOIL EARTH UNIT ANGLE CAPACITY DEPTH TYPE PRESSURE WEIGHT DEGREES FACTOR M. KN/CM.00 SAND SAND CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY CLAY SAND SAND CLAY CLAY MAXIMUM MAXIMUM UNDISTURB REMOLDED UNIT UNIT SHEAR SHEAR BLOW UNIT SKIN UNIT END FRICTION BEARING STRENGTH STRENGTH COUNT FRICTION BEARING KPA KPA KPA KPA KPA KPA

11 * COMPUTATION RESULT * * API RP-2A (1994) * PILE TOTAL SKIN END ULTIMATE PENETRATION FRICTION BEARING CAPACITY M. KN. KN. KN AN ASTERISK WILL BE PLACED IN THE END-BEARING COLUMN IF THE TIP RESISTANCE IS CONTROLLED BY THE FRICTION OF SOIL PLUG INSIDE AN OPEN-ENDED PIPE PILE.

12 AXIALLY LOADING PILE ANALYSIS PROGRAM - APILEplus VERSION (C) COPYRIGHT ENSOFT,INC.,1998. BH 22 DESIGNER : Dim DATE : PILE PROPERTIES : PERIMETER OF PILE WITH NONCIRCULAR SECTION=.00 MM. TIP AREA OF PILE WITH NONCIRCULAR SECTION =.00 SQM OUTSIDE DIAMETER OF CIRCULAR PILE = MM. INTERNAL DIAMETER OF CIRCULAR PILE =.00 MM. PILE LENGTH = M. MODULUS OF ELASTICITY =.303E+08 KPA LENGTH OF SURFACE SECTION WITH ZERO SKIN FRICTION =.00 M. INCREMENT OF PILE LENGTH USED IN COMPUTATION = 1.00 M. SOIL INFORMATIONS : LATERAL EFFECTIVE FRICTION BEARING SOIL EARTH UNIT ANGLE CAPACITY DEPTH TYPE PRESSURE WEIGHT DEGREES FACTOR M. KN/CM.00 SAND SAND CLAY CLAY SAND SAND CLAY CLAY MAXIMUM MAXIMUM UNDISTURB REMOLDED UNIT UNIT SHEAR SHEAR BLOW UNIT SKIN UNIT END FRICTION BEARING STRENGTH STRENGTH COUNT FRICTION BEARING KPA KPA KPA KPA KPA KPA

13 * COMPUTATION RESULT * * API RP-2A (1994) * PILE TOTAL SKIN END ULTIMATE PENETRATION FRICTION BEARING CAPACITY M. KN. KN. KN AN ASTERISK WILL BE PLACED IN THE END-BEARING COLUMN IF THE TIP RESISTANCE IS CONTROLLED BY THE FRICTION OF SOIL PLUG INSIDE AN OPEN-ENDED PIPE PILE.

14 ECHO PRINT OF INPUT DATA BH04 EFF 80% KOBE K WEAP87: WAVE EQUATION ANALYSIS OF PILE FOUNDATIONS 1987, VERSION 3.00 BH04 EFF 80% HAMMER MODEL OF: K 45 MADE BY: KOBE ELEMENT WEIGHT STIFFNESS COEFF. OF D-NL. CAP DAMPG (KIPS) (K/IN) RESTITUTION FT (K/FT/S) IMP. BLK CAP/RAM CUSHION HAMMER OPTIONS: HAMMER NO. FUEL SETTG. STROKE OPT. HAMMER TYPE DAMPNG-HAMR HAMMER PERFORMANCE DATA RAM WEIGHT RAM LENGTH MAX STROKE STROKE EFFICIENCY (KIPS) (IN) (FT) (FT) MAX PRESS. ACT PRESS. TIME DELAY COMP/EXPN V START INJ. (PSI) (PSI) (S) (IN3) / THE HAMMER DATA INCLUDES ESTIMATED (NON-MEASURED) QUANTITIES HAMMER CUSHION AREA E-MODULUS THICKNESS STIFFNESS (IN2) (KSI) (IN) (KIPS/IN) PILE CUSHION AREA E-MODULUS THICKNESS STIFFNESS (IN2) (KSI) (IN) (KIPS/IN) WEAP OF 1987 BH04 EFF 80% PILE PROFILE: LBT AREA E-MOD SP.W. WAVE SP EA/C (FT) (IN2) (KSI) (LB/FT3) (FT/S) (K/FT/S) WAVE TRAVEL TIME - 2L/C - = MS

15 PILE AND SOIL MODEL FOR RULT = KIPS NO WEIGHT STIFFN D-NL SPLICE COR SOIL-S SOIL-D QUAKE L BT AREA (KIPS) (K/IN) (FT) (FT) (KIPS) (S/FT) (IN) (FT) (IN**2) TOE PILE OPTIONS: N/UNIFORM AUTO S.G. SPLICES DAMPNG-P D-P VALUE (K/FT/S) SOIL OPTIONS: % SKIN FR % END BG DIS. NO. S DAMPING SMITH-1 ANALYSIS/OUTPUT OPTIONS: ITERATNS DTCR/DT(%) RES STRESS IOUT AUTO SGMNT OUTPT INCR MAX T(MS) WEAP OF 1987 BH04 EFF 80% R ULT BL CT STROKE (FT) MINSTR I,J MAXSTR I,J ENTHRU BL RT KIPS BPF DOWN UP KSI KSI FT-KIP BPM ( 9,265) 1.94( 1, 73) ( 8,265) 2.05( 1, 70) ( 7,266) 2.04( 1, 69) ( 7,266) 2.00( 1, 69) ( 8,266) 1.94( 1, 69) ( 9,264) 1.90( 1, 71) (21, 31) 1.86( 1, 71) (21, 28) 1.84( 1, 72) (20, 23) 1.83( 7, 96) ( 7,390) 1.84( 7, 97)

16 ECHO PRINT OF INPUT DATA BH 5 EFF 80% KOBE K WEAP87: WAVE EQUATION ANALYSIS OF PILE FOUNDATIONS 1987, VERSION 3.00 BH 5 EFF 80% HAMMER MODEL OF: K 45 MADE BY: KOBE ELEMENT WEIGHT STIFFNESS COEFF. OF D-NL. CAP DAMPG (KIPS) (K/IN) RESTITUTION FT (K/FT/S) IMP. BLK CAP/RAM CUSHION HAMMER OPTIONS: HAMMER NO. FUEL SETTG. STROKE OPT. HAMMER TYPE DAMPNG-HAMR HAMMER PERFORMANCE DATA RAM WEIGHT RAM LENGTH MAX STROKE STROKE EFFICIENCY (KIPS) (IN) (FT) (FT) MAX PRESS. ACT PRESS. TIME DELAY COMP/EXPN V START INJ. (PSI) (PSI) (S) (IN3) / THE HAMMER DATA INCLUDES ESTIMATED (NON-MEASURED) QUANTITIES HAMMER CUSHION AREA E-MODULUS THICKNESS STIFFNESS (IN2) (KSI) (IN) (KIPS/IN) PILE CUSHION AREA E-MODULUS THICKNESS STIFFNESS (IN2) (KSI) (IN) (KIPS/IN) WEAP OF 1987 BH 5 EFF 80% PILE PROFILE: LBT AREA E-MOD SP.W. WAVE SP EA/C (FT) (IN2) (KSI) (LB/FT3) (FT/S) (K/FT/S) WAVE TRAVEL TIME - 2L/C - = MS

17 PILE AND SOIL MODEL FOR RULT = KIPS NO WEIGHT STIFFN D-NL SPLICE COR SOIL-S SOIL-D QUAKE L BT AREA (KIPS) (K/IN) (FT) (FT) (KIPS) (S/FT) (IN) (FT) (IN**2) TOE PILE OPTIONS: N/UNIFORM AUTO S.G. SPLICES DAMPNG-P D-P VALUE (K/FT/S) SOIL OPTIONS: % SKIN FR % END BG DIS. NO. S DAMPING SMITH-1 ANALYSIS/OUTPUT OPTIONS: ITERATNS DTCR/DT(%) RES STRESS IOUT AUTO SGMNT OUTPT INCR MAX T(MS) WEAP OF 1987 BH 5 EFF 80% R ULT BL CT STROKE (FT) MINSTR I,J MAXSTR I,J ENTHRU BL RT KIPS BPF DOWN UP KSI KSI FT-KIP BPM (14,264) 2.06( 1, 74) ( 7,282) 2.14( 1, 70) ( 7,282) 2.10( 1, 69) ( 8,283) 2.05( 1, 69) ( 8,284) 2.00(26,165) (11,273) 2.04(26,166) (29, 1) 2.08(26,167) (23,423) 2.09(26,168) (26, 1) 2.10(26,169) ( 7,408) 2.11(26,171)

18 ECHO PRINT OF INPUT DATA BH 16 EFF 80% KOBE K WEAP87: WAVE EQUATION ANALYSIS OF PILE FOUNDATIONS 1987, VERSION 3.00 BH 16 EFF 80% HAMMER MODEL OF: K 35 MADE BY: KOBE ELEMENT WEIGHT STIFFNESS COEFF. OF D-NL. CAP DAMPG (KIPS) (K/IN) RESTITUTION FT (K/FT/S) IMP. BLK CAP/RAM CUSHION HAMMER OPTIONS: HAMMER NO. FUEL SETTG. STROKE OPT. HAMMER TYPE DAMPNG-HAMR HAMMER PERFORMANCE DATA RAM WEIGHT RAM LENGTH MAX STROKE STROKE EFFICIENCY (KIPS) (IN) (FT) (FT) MAX PRESS. ACT PRESS. TIME DELAY COMP/EXPN V START INJ. (PSI) (PSI) (S) (IN3) / THE HAMMER DATA INCLUDES ESTIMATED (NON-MEASURED) QUANTITIES HAMMER CUSHION AREA E-MODULUS THICKNESS STIFFNESS (IN2) (KSI) (IN) (KIPS/IN) PILE CUSHION AREA E-MODULUS THICKNESS STIFFNESS (IN2) (KSI) (IN) (KIPS/IN) WEAP OF 1987 BH 16 EFF 80% PILE PROFILE: LBT AREA E-MOD SP.W. WAVE SP EA/C (FT) (IN2) (KSI) (LB/FT3) (FT/S) (K/FT/S) WAVE TRAVEL TIME - 2L/C - = MS

19 PILE AND SOIL MODEL FOR RULT = KIPS NO WEIGHT STIFFN D-NL SPLICE COR SOIL-S SOIL-D QUAKE L BT AREA (KIPS) (K/IN) (FT) (FT) (KIPS) (S/FT) (IN) (FT) (IN**2) TOE PILE OPTIONS: N/UNIFORM AUTO S.G. SPLICES DAMPNG-P D-P VALUE (K/FT/S) SOIL OPTIONS: % SKIN FR % END BG DIS. NO. S DAMPING SMITH-1 ANALYSIS/OUTPUT OPTIONS: ITERATNS DTCR/DT(%) RES STRESS IOUT AUTO SGMNT OUTPT INCR MAX T(MS) WEAP OF 1987 BH 16 EFF 80% R ULT BL CT STROKE (FT) MINSTR I,J MAXSTR I,J ENTHRU BL RT KIPS BPF DOWN UP KSI KSI FT-KIP BPM ( 6,237) 2.16( 1, 74) ( 7,234) 2.21( 1, 61) ( 8,234) 2.14( 1, 61) (23, 42) 2.05( 1, 61) ( 4,396) 2.02( 1, 76) ( 6,380) 2.02( 2, 81) ( 4,368) 2.03( 2, 82) ( 4,362) 2.05( 2, 83) ( 4,357) 2.10(24,173) ( 5,354) 2.12(24,174)

20 ECHO PRINT OF INPUT DATA BH 21 EFF 80% KOBE K WEAP87: WAVE EQUATION ANALYSIS OF PILE FOUNDATIONS 1987, VERSION 3.00 BH 21 EFF 80% HAMMER MODEL OF: K 45 MADE BY: KOBE ELEMENT WEIGHT STIFFNESS COEFF. OF D-NL. CAP DAMPG (KIPS) (K/IN) RESTITUTION FT (K/FT/S) IMP. BLK CAP/RAM CUSHION HAMMER OPTIONS: HAMMER NO. FUEL SETTG. STROKE OPT. HAMMER TYPE DAMPNG-HAMR HAMMER PERFORMANCE DATA RAM WEIGHT RAM LENGTH MAX STROKE STROKE EFFICIENCY (KIPS) (IN) (FT) (FT) MAX PRESS. ACT PRESS. TIME DELAY COMP/EXPN V START INJ. (PSI) (PSI) (S) (IN3) / THE HAMMER DATA INCLUDES ESTIMATED (NON-MEASURED) QUANTITIES HAMMER CUSHION AREA E-MODULUS THICKNESS STIFFNESS (IN2) (KSI) (IN) (KIPS/IN) PILE CUSHION AREA E-MODULUS THICKNESS STIFFNESS (IN2) (KSI) (IN) (KIPS/IN) WEAP OF 1987 BH 21 EFF 80% PILE PROFILE: LBT AREA E-MOD SP.W. WAVE SP EA/C (FT) (IN2) (KSI) (LB/FT3) (FT/S) (K/FT/S) WAVE TRAVEL TIME - 2L/C - = MS

21 PILE AND SOIL MODEL FOR RULT = KIPS NO WEIGHT STIFFN D-NL SPLICE COR SOIL-S SOIL-D QUAKE L BT AREA (KIPS) (K/IN) (FT) (FT) (KIPS) (S/FT) (IN) (FT) (IN**2) TOE PILE OPTIONS: N/UNIFORM AUTO S.G. SPLICES DAMPNG-P D-P VALUE (K/FT/S) SOIL OPTIONS: % SKIN FR % END BG DIS. NO. S DAMPING SMITH-1 ANALYSIS/OUTPUT OPTIONS: ITERATNS DTCR/DT(%) RES STRESS IOUT AUTO SGMNT OUTPT INCR MAX T(MS) WEAP OF 1987 BH 21 EFF 80% R ULT BL CT STROKE (FT) MINSTR I,J MAXSTR I,J ENTHRU BL RT KIPS BPF DOWN UP KSI KSI FT-KIP BPM ( 9,264) 2.05( 1, 74) ( 7,263) 2.14( 1, 70) ( 7,264) 2.13( 1, 69) ( 7,265) 2.07( 1, 69) ( 8,264) 2.01( 1, 69) ( 9,261) 1.97(22,150) ( 1, 0) 2.00(22,153) ( 1, 0) 2.03(22,154) (19,394) 2.05(21,152) (15,411) 2.08(21,153)

22 ECHO PRINT OF INPUT DATA BH 22 EFF 80% KOBE K WEAP87: WAVE EQUATION ANALYSIS OF PILE FOUNDATIONS 1987, VERSION 3.00 BH 22 EFF 80% HAMMER MODEL OF: K 45 MADE BY: KOBE ELEMENT WEIGHT STIFFNESS COEFF. OF D-NL. CAP DAMPG (KIPS) (K/IN) RESTITUTION FT (K/FT/S) IMP. BLK CAP/RAM CUSHION HAMMER OPTIONS: HAMMER NO. FUEL SETTG. STROKE OPT. HAMMER TYPE DAMPNG-HAMR HAMMER PERFORMANCE DATA RAM WEIGHT RAM LENGTH MAX STROKE STROKE EFFICIENCY (KIPS) (IN) (FT) (FT) MAX PRESS. ACT PRESS. TIME DELAY COMP/EXPN V START INJ. (PSI) (PSI) (S) (IN3) / THE HAMMER DATA INCLUDES ESTIMATED (NON-MEASURED) QUANTITIES HAMMER CUSHION AREA E-MODULUS THICKNESS STIFFNESS (IN2) (KSI) (IN) (KIPS/IN) PILE CUSHION AREA E-MODULUS THICKNESS STIFFNESS (IN2) (KSI) (IN) (KIPS/IN) WEAP OF 1987 BH 22 EFF 80% PILE PROFILE: LBT AREA E-MOD SP.W. WAVE SP EA/C (FT) (IN2) (KSI) (LB/FT3) (FT/S) (K/FT/S) WAVE TRAVEL TIME - 2L/C - = MS

23 PILE AND SOIL MODEL FOR RULT = KIPS NO WEIGHT STIFFN D-NL SPLICE COR SOIL-S SOIL-D QUAKE L BT AREA (KIPS) (K/IN) (FT) (FT) (KIPS) (S/FT) (IN) (FT) (IN**2) TOE PILE OPTIONS: N/UNIFORM AUTO S.G. SPLICES DAMPNG-P D-P VALUE (K/FT/S) SOIL OPTIONS: % SKIN FR % END BG DIS. NO. S DAMPING SMITH-1 ANALYSIS/OUTPUT OPTIONS: ITERATNS DTCR/DT(%) RES STRESS IOUT AUTO SGMNT OUTPT INCR MAX T(MS) WEAP OF 1987 BH 22 EFF 80% R ULT BL CT STROKE (FT) MINSTR I,J MAXSTR I,J ENTHRU BL RT KIPS BPF DOWN UP KSI KSI FT-KIP BPM ( 7,256) 2.22(19,122) ( 6,258) 2.34( 1, 56) ( 6,258) 2.31( 1, 56) ( 6,258) 2.25( 1, 56) ( 6,259) 2.19(18,118) (22,403) 2.17(18,119) ( 7,249) 2.15(18,121) ( 1, 0) 2.14(18,127) (15,363) 2.14(18,129) ( 1, 0) 2.09(19,136)