HomeMy WebLinkAbout16401 LAKESHORE DR_ 02-1330 (5)16401 LAKESHORE DR. 02 -1330 5 OF 6
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I I 1 1 I I I p Load: 20100
Licensed to: ENG3
Engineered Endeavors, Inc.
PROGRAM LPILE plus Version 3.0
C) COPYRIGHT 1997 ENSOFT, INC.
ALL RIGHTS RESERVED
MACHADO /CA -6748
UNITS -- ENGLISH UNITS
I N P U T I N F O R M A T I O N
THE LOADING IS STATIC
PILE GEOMETRY AND PROPERTIES
a 48.00 IN
X AT THE
PILE LENGTH
228.00 IN
288.00 IN
OF SUBGRADE REACTION
2 POINTS
LB_° /IN * *3
LAYER 2
X DIAMETER MOMENT OF AREA MODULUS OF
X AT THE TOP OF THE LAYER
INERTIA
IN
ELASTICITY
IN' IN IN * *4 IN * *2 LBS /IN * *2
00 66.000 931E +06 342E +04 300E +07
288.00 66.000 931E +06 342E +04 300E +07
SOILS INFORMATION
X AT THE GROUND SURFACE = 48.00 IN
SLOPE ANGLE AT THE GROUND SURFACE - .00 DEG.
2 LAYER(S) OF SOIL
LAYER 1
THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974
X AT THE TOP OF THE LAYER a 48.00 IN
X AT THE BOTTOM OF THE LAYER 228.00 IN
MODULUS OF SUBGRADE REACTION 700E +02 LB_° /IN * *3
LAYER 2
THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974
X AT THE TOP OF THE LAYER 228.00 IN
X AT THE BOTTOM OF THE LAYER 324.00 IN
MODULUS OF SUBGRADE REACTION 900E +02 LBS /IN * *3
C_
A
Bending Moment on-kips)
I.— =A ROM IE4 1.2121 1.464 1.6E4
DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH
4 POINTS
X,IN WEIGHT,LBS /IN * *3
12.00 .67E -01
228.00 .67E -01
228.00 .72E -01
324.00 .72E -01
DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH
4 POINTS
X,IN C,LBS /IN * *2 PHI,DEGREES E50
12.00 .000E +00 .300E +02 - - - --
228.00 .000E+00 .300E +02 - - - --
228.00 .000E +00 .340E +02 - - - --
324.00 .000E +00 .340E +02 - - - --
BOUNDARY AND LOADING CONDITIONS
LOADING NUMBER 1
BOUNDARY - CONDITION CODE 1
LATERAL LOAD AT THE PILE HEAD 201E +05 LBS
MOMENT AT THE PILE HEAD = 142E +08 IN -LBS
AXIAL LOAD AT THE PILE HEAD 132E +05 LBS
FINITE - DIFFERENCE PARAMETERS
NUMBER OF PILE INCREMENTS 100
DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE a 100E -03 IN
MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = i00
MAXIMUM ALLOWABLE DEFLECTION 10E +03 IN
OUTPUT CODES
KOr)TPT = 1
KPYOP = 0
INC = 5
O U T P U T I N F O R M A T I O N
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COMPUTE LOAD-DISTRIBUTION AND LOAD - DEFLECTION
CURVES FOR LATERAL LOADING
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LOADING NUMBER 1
BOUNDARY CONDITION CODE = 1
LATERAL LOAD AT THE PILE HEAD = .201E +05 LBS
Pier overturning 5tability Check
EU Project No.
Base Moment, kip ft Pier Diameter, It RM Date
1,11210 j
Shear Force, kips 20.1. Groundwater, ft Fill
Vertical Force, kips 15.2 Pie, Embedment. M R
Disregard, It
Soil Properties Information
Soil Layer Depth, ft y C, psf Kp
SANDY SILT 26 2.17
Zero Line, tt 16.9 Force 1.463%
Resisting 3,100.98 Overturning 1,541.99
Moment, k•ft Moment, k•f
Safety Factor
2.01
MOMENT AT THE PILE HEAD = .142E +08 IN -LBS
AXIAL LOAD AT THE PILE HEAD .132E +05 LBS
X DEFLECTION MOMENT SHEAR SLOPE TOTAL FLEXURAL SOIL
STRESS RIGIDITY REACTION
IN IN LBS -IN LBS RAD. LBS /IN * *2 LBS -IN * *2 LBS /IN
i }ii i }iii }i }a 4 #a }i #a #} ###aii }ka #ii #iii ## #ii *iaiia #iiia#ii4 #ak# # #i #}
0 .648E +00 .112E +08 .201E +05 - .358E -02 .506E +03 .279E +13 .000E +00
14.4 .596E +00 .145E +08 .201E +05 - .351E -02 .517E +03 .279E +13 .000E +00
28.8 .546E +00 .148E +08 .201E +05 - .343E -02 .527E +03 .279E +13 .000E +00
43.2 .498E +00 .151E +08 .201E +05 - .336E -02 .537E +03 .279E +13 .000E +00
57.6 .450E +00 .153E +08 .186E +05 - .328E -02 .547E +03 .279E +13 - .302E +03
72.0 .403E +00 .156E +08 .114E +05 - .320E -02 .555E +03 .279E +13 - .677E +03
86.4 .358E +00 .157E +08 - .473E +03 - .312E -02 .558E +03 .279E +13 - .961E +03
100.8 .313E +00 .155E +08 - .158E +05 - .304E -02 .554E +03 .279E +13 - .116E +04
115.2 .270E +00 .152E +08 - .334E +05 - .296E -02 .542E +03 .279E +13 - .127E +04
129.6 .228E +00 .146E +08 - .520E +05 - .288E -02 .520E +03 .279E +13 - .130E +04
144.0 .187E +00 .137E +08 - .705E +05 - .281E -02 .489E +03 .279E +13 - .126E +04
158.4 .147E +00 .125E +08 - .879E +05 - .274E -02 .448E +03 .279E +13 - .114E +04
172.8 .108E +00 .112E +08 - .103E +06 - .268E -02 .400E +03 .279E +13 - .944E +03
187.2 .698E -01 .960E +07 - .115E +06 - .263E -02 .344E +03 .279E +13 - .680E +03
201.6 .323E -01 .789E +07 - .122E +06 - .258E -02 .283E +03 .279E +13 - .348E +03
216.0 - .459E -02 .611E +07 - .124E +06 - .255E -02 .220E +03 .279E +13 .539E +02
230.4 - .410E -01 .434E+07 - .120E +06 - .252E -02 .157E +03 .279E +13 .628E +03
244.8 - .772E -01 .269E +07 - .106E +06 - .250E -02 .992E +02 .279E +13 .128E +04
259.2 - .113E +00 .132E +07 - .828E +05 - .249E -02 .505E +02 .279E +13 .202E +04
273.6 - .149F, +00 .361E +06 - .477E +05 - .249E -02 .166E +02 .279E +13 .286E +04
288.0 - .185E -00 .000E +00 .000E +00 - .249E -02 .386E +01 .279E +13 .379E +04
OUTPUT VEPIFICATION
THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT - - .793E -03 IN -LBS
THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT a .141E -03 LBS
OUTPUT SUMMARY
PILE -HEAD DEFLECTION
COMPUTED SLOPE AT PILE HEAD =
MAXIMUM BENDING MOMENT =
MAXIMUM SHEAR FORCE
NO. OF ITERATIONS
NO. OF ZERO DEFLECTION POINTS =
648E +00 IN
358E -02
157E +08 LBS -IN -
124E +06 LBS
3
1
S U M M A R Y T A B L E
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BOUNDARY BOUNDARY AXIAL PILE HEAD MAX. MAX.
CONDITION CONDITION LOAD DEFLECTION MOMENT SHEAR
BC1 BC2 LBS IN IN -LBS LBS
2010E +05 .1419E +08 .1320E +05 .6476E +00 .1565E +09 - .1244E+06