HomeMy WebLinkAbout16401 LAKESHORE DR_ 00-880 THRU 898 (3)16401 LAKESHORE 00 -880 thru 898 3 OF 4
UNFACTORED MOMENT
UNFACTORED SHEAR
TENION ZONE
MAXIMUM RENDING MOMENT
NUMBER a
MAXIMUM SHEAR FORCE
BARAREA
PIER DIAMETER
BAR AREA
CONCRETE
REBAR SPACING
REINFORCEMENT
REBARS 48 QUANTITY
DESIGN REBARS QUANTITY
MINIMUM REINFORCEMENT RATIO:
ACTUAL REINFORCEMENT RA110:
CONCRETE COVER
5.13
RE13AR LAYOUT RADIUS
8.86
NUMBER ANGLE COORD.
phi cl
1 0 27.88
2 30 24.14
3 60 13.94
4 90 0.00
5 120 13.94
6 150 24.14
7 180 27.88
8 210 24.14
9 240 13.94
10 270 0.00
11 300 13.94
12 330 24.14
LOCATION OF NEUTRAL- AXIS
COMPRESSION ZONE,
9
PIER STRUCTURAL DESIGN
15650000 in -lbs
124400 lbs
1695.4 ft-kips
161.7 kips
66 in
3 ksi
TENION ZONE
60 ksi
NUMBER a
22 BARAREA
12 BAR AREA
0.0050 REBAR SPACING
0.0051
4 in HORIZONTAL TIES
27.8750 in
1 0.001640584
EDGE DIST.
di
0.0021
5.13
2 0.000649989
8.86
19.06
0.0058
33.00
12 0.000649989
46.94
57.14
0.0095
60.88
57.14
46.94
0.0122
33.00
19.06
8.86
0.0131
e- 11.310 In
a- 9.6141n
0.79 inA2
1.45 inA2
7.96 in
25
COMPRESSION ZONE TENION ZONE
NUMBER a FORCE NUMBER a FORCE
kips kips
1 0.001640584 65.21 3 0.0021 86.37
2 0.000649989 23.61 4 0.0058 86.90
12 0.000649989 23.61 5 0.0095 86.90
6 0.0122 66.90
7 0.0131 86.90
8 0.0122 86.90
9 0.0095 86.90
10 0.0058 86.90
11 0.0021 86.37
CONCRETE 668.40
COMPRESSION 780.83 kips TENSION 781.04 kips
MAXIMUM MOMENT CAPACITY
MOMENT TO TO COMPRESSION MOMENT DUE TO TENSION
REBARS FORCE MOM. ARM MOMENT REBARS FORCE MOM. AR.M MOMENT
kips in fl -kips kips in i -kips
1 65.21 27.88 151.49 3 86.37 13.94 100.32
2 23.61 24.14 47.49 4 86.90 0.00 0.00
12 23.61 24.14 47.49 5 86.90 13.94 100.93
6 86.90 24.14 174.82
CONCRETE 668.40 26.59 1481.13 7 86.90 27.88 201.86
86.90 24.14 174.82
9 86.90 13.94 100.93
10 86.90 0.00 0.00
11 86.37 13.94 100.32
1727.60 552.73
DESIGN MOMENT 2052.29 ft-kips
MOMENT AT THE PILE HEAD = .142E +08 IN -LBS
AXIAL LOAD AT THE PILE HEAD = .132E +05 LBS
X DEFLECTION MOMENT SHEAR SLOPE TOTAL
STRESS
IN IN LBS -IN LBS RAD. LBS /IN * *2
0 .648E +00 .142E +08 .201E +05 - .358E -02 .506E +03
14.4 .596E +00 .145E +08 .201E +05 - .351E -02 .517E +03
28.8 .546E +00 .148E+08 .201E +05 - .343E -02 .527E +03
43.2 .498E +00 .151E +08 .201E +05 - .336E -02 .537E +03
57.6 .450E +00 .153Ei08 .186E +05 - .328E -02 .547E +03
72.0 .403E +00 .156E +08 .114E +05 - .320E -02 .555E +03
66.4 .358E +00 .157E +08 - .473E +03 - .312E -02 .558E +03
100.8 .313E +00 .155E +08 - .158E +05 - .304E -02 .554E +03
115.2 .270E +00 .152E +08 - .334E +05 - .2.96E -02 .542E +03
129.6 .228E +00 .146E +08 - .520E +05 - .288E -02 .520E +03
144.0 .187E +00 .137E +08 - .705E +05 - .281E -02 .489E +03
158.4 .147E +00 .125E +08 - .879E +05 - .274E -02 .448E +03
172.8 .108E +00 .112E +08 - .103E +06 - .268E -02 .400E +03
187.2 .698E -01 .960E +07 - .115E +06 - .263E -02 .344E +03
201.6 .323E -01 .789E +07 - .122E +06 - .258E -02 .283E +03
216.0 - .459E -02 .61 ".E +07 - .124E +06 - .255E -02 .220E +03
230.4 - .410E -01 .434E +07 - .120E +06 - .2.52E -02 .157E +03
244.8 - .772E -01 .269E +07 - .106E +06 - 250E -02 .992E +02
259.2 - .113 " +00 .132E +07 - .828E +05 - .249E -02 .505E +02
273.6 - .1492 +00 .361E +06 - .477E +05 - .249E -02 .166E +02
288.0 - .185E +00 .000E +00 .000h ;f00 - .249E -02 .386E +01
OUTPUT VERIFICATION
FLEXURAL SOIL
RIGIDITY REACTION
LBS -IN * *2 LBS /IN
279E +13 .000E +00
279E +13 .000E +00
279E +13 .000E +00
279E +13 .000E +00
279E +13 - .302E +03
279E +13 - .677E +03
279E +13 - .961E +03
279E +13 - .116E +04
279E +13 -.127E +04
279E +13 - .130E +04
279E +13 - .126E +04
279E +13 - .114E+04
279E +13 - .944E +03
2791: +13 - .680E +03
279E +13 - .348E +03
279E +13 .539E +02
279E +13 .628E +03
279E +13 .128,E +04
279E +13 .202E +04
279E +13 .266E +04
279E +13 .379E +04
THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = - .793E -03 IN -LBS
THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = .141E -03 LBS
OUTPUT SUMMARY
PILE -HEAD DEFLECTION = .648E +00 IN
COMPUTED SLOPE AT PILE HEAD = - .358E -02
MAXIMUM BENDING 140MENT = .157E +08 LBS -IN
RAXIISUM SHEAR FORCE _ - .124E +06 LBS
NO. OF ITERATIONS = 3
NO. OF ZERO DEFLECTION POINTS = 1
S U M M A R Y T A B L E
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 +08 - .1244E +06
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
PILE LENGTH 288.00 IN
2 POINTS
IS A SAND P -Y CRITERIA BY REESE ET AL, 1974
X DIAMETER MOMENT OF AREA MODULUS OF
X AT THE BOTTOM OF
INERTIA
324.00
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
1 ryxi 1
THe. SOIL IS A SAND - P -Y CRITERIA BY REESE ET 1974
X AT THE TOP OF THE LAYER = 48.00 IN
X AT THE BOTTOM OF THE LAYER = 228.00 IN
MODULUS OF SUBGRADE REACTION = .700E +02 LBS /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
0.2
0-
s
g
o _
Deflection (In)
0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7
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F, Load: 20100
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 _ .100E -03 I17
MAXIMUM NUMBER OF ITEPATIONS ALLOWED FOR PILE ANALYSIS = 100
MAXIMUM ALLOWABLE DEFLECTION = .10E +03 IN
OUTPUT CODES
KOUTPT = 1
KPYOP = 0
INC = 5
O U T P U T I N F O R M A T I O N
COMPUTE LOAD- DISTRIBUTION AND LOAD - DEFLECTION
CURVES FOR LATERAL LOADING
LOADING NUMBER 1
BOUNDARY CONDITION CODE = 1
LATERAL LOAD AT THE PILE HEAD = .201E +05 LBS
G
ry
Bending Moment (In -kips)
2000 4000 6000 6000 IE4 1.2E4 1.4F.4 1.6F4
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v Load: 20100