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18 July 2007
360.0 INVESTMENT LANE • SUITE 104 - WEST PAL.M-BEACH, FLORIDA 33404 • (561) 881-1939
F, Phoenix Realty Homes, Inc.
4540 PGA Boulevard, Suite 216
Palm Beach Gardens, FI 33418
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Subject: Report of Geotechnical Services -- Proposed 3-Story Home
Lot 9, Watersong Way, Hutchinson Island, Florida
Dear Client;
Allterra Engineering & Testing respectfully submits this report of subsurface exploration for the subject
project. Allterra's services have been performed to meet certain requirements of chapter 18 of the
2004 edition of the Florida Building Code and local amendments. This report is Allterra's instrument -of -
service provided for your sole reliance. and use. Third parties' may read this report for information
7 purposes only.
Understanding of Project {
Allterra was provided reduced -scale copies of certain drawings (S-1 through S-3)) by Agsten
-' Engineering and Randal Stofft Architects for reference in performing its services. According to the
-t drawings, the project is the construction of a 3-story home upon the subject property. The footprint of
the home is approximately 52 by 28 feet in plan dimensions. The first story of the home is at grade and
` the second floor is at elevation 17 feet NGVD (National Geodetic Vertical Datum of 1929). Part of the
home site is located seaward of the local Coastal Construction Control Line. For this reason, the home
is to be supported upon a deep -foundation system of piles. Preliminary design includes 16-inch auger
=i cast piles of length to be determined. Allterra was tasked with performing on -site exploratory borings
and preparing recommendations for length, diameter and capacity of piles. For purposes of this report,
Allterra assumed a ground surface elevation of approximately 6 feet NGVD.
Design Wave Force Conditions
The following information was extracted from a report dated 31 July 2006 entitled Storm Surge & Wave
Load Analysis for the subject property by Coastal Technology Corporation (signed by Michael,Walther,
PE) for BHD Corporation -
Breaking -Wave -Crest Elevation = +19.0 feet NGVD
Still Water Elevation = +12.1 feet NGVD
Eroded Grade Elevation = +2.7 feet NGVD
Lateral Resultant Force on 14-inch diameter pile = 3700 pounds at +12.9 feet NGVD
Lateral Resultant Force on 16-inch diameter pile = 4200 pounds at +12.9 feet NGVD
Lateral Resultant Force on 18-inch diameter pile = 4800 pounds at +12.9 feet NGVD
J
• Geotechnical Report 1 Lot 9, Watersong Way, Hutchinson Is., FL
18 July 2007 '07 - 196
from the borehole. Piles shall be extended above grade to connect to the structural beams of the
second floor.
y �� e V,�art Pile Dep�� �Ulta�ac % (Io,a�le aPac�' � �Ul��.m oWu
14 inches 36 ft-bgs 91 tons 40 tons 2.3
6inc k ` 26fiBE .`tansf 3
l �m ��`
18 inches 36 ft-bgs 164 tons 40 tons 4.1
Construction -Phase Testing and Inspection. Allterra recommends it be engaged to monitor the
installation of production piles and, if required, load -test piles. The inspector's role shall include
observation and record -keeping to verify proper position of pile, acceptable depth of installation, fully-
F: penetrating reinforcement, and acceptable grout strength. If load tests are required, the contractor shall
provide materials and equipment for test piles.
i
Qualification
Allterra has based it recommendations upon certain client -provided information and interpretation of
rl data obtained at discrete points within the limits of exploration. It is possible that conditions may vary
` between boring locations or beyond the limits of the boring array. Project designs may also change. If
additional information about the project or site is discovered that does -not appear to conform to the
-, conditions presented in this report, Allterra reserves the right to review'the new information and modify
its conclusions and/or recommendations where appropriate.
Closing
Thank you for engaging Allterra as your geotechnical consultant. Please call the undersigned if you
have questions about this report or need other services.
Yours truly,
e r E i e ri .Te ting
- � 0
J
endell_ K. `dgers; PE
--, Principal Engineer
FL Lc.: No.'.;55960
- Attachments
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J - Geotechnical Report 3 Lot 9, Watersong Way, Hutchinson Is., FL
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18 July 2007 07 - 196
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42868 ,RC
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PRIOR TO CONSTRU TION
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--- 10 . a—R,'TY EASEMENT
MENT
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Base Plan Source: Site Plan (drawing S-1) dated 1/26/07 (revised) by
^' Randall Stofft Architects
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Legend
• Approximate Location of Soil -Test .Boring
O Approximate Location of Auger Boring
' BORING LOCATION PLAN
3600 INVESTMENT LANE - S*UIT.E 104 - WEST PALM BEACH, FLORIDA 33404 • (561) 881-1939
PROJECT Watersong -LOT #9 - WATERSONG WAY -Hutchinson Island, Florida
LOCATION B-1 (Approximate) BORING NO. 1
FPROPOSED THREE-STORY RESIDENCE
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CLIENT Phillips c/o Phoenix Realty Homes, Inc. JOB NO. 07-196
LDRILLER DG/JE WATER TABLE 2.5' DATE 7/2/07
TEST DATA In general accordance with ASTM D-1586
These Soil Boring Tests are Representative of and Apply to the Exact Location and Depth of the Boring.
AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM
OR REGARDING OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL.
DEPTH
DESCRIPTION OF MATERIAL
Sample
No
slows
Per Foot
DEPTH
1
0"-3" Brown Fine Sand, trace of roots (topsoil)
3"-1' Brown Fine Sand
1'-8' Grey Coarse to Fine Sand, some shell
8'-10, Muck
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13'-15' Grey Coarse to Fine Sand, and shell
18'-20' Grey Coarse to Fine Sand, and shell
23'-25' GreyCoarse to Fine Sand and shell
28'-30' Grey Fine Sand, trace of shell
33'-35' Grey Fine Sand, trace of shell
38'-40' Grey Coarse to Fine Sand, some shell and rock
2-3
1
2
5-7
2
3
6-9'
3
4
8-12
4
5
10-10
5
6
6-4
6
7
4-3
7
8
3-4
8
9
5-2
9
10
2-2
10
11
11
12
12
13
13
14
11-15
14
15
14-15
15
16
16
17
.17
18
18
19
24-34
19
20
47-42•
20
21
21
22
22
23
23
24
20-22
24
25
27-33
25
26
6
27
27
28
28
29
17-21
29
30
24-26
30
31
31
32
32
33
33
34
15-18
34
35
22-23
35
36
36
37
37
38
38
39
10-12
39
40
13-16
40
41
41
42
42
43
43
44
44
45
45
46
46
47
47
48
48
49
50
49
50
Job Name '^ �r� l ��' Cj
Job Number 07-7'
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Job Name L-C
Job Number (0-7 -
Date &7, 1�--7 lo Page of
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MOMENT AND DEFLECTION COMPUTATION FOR LATERALLY LOADED PILE
Input Shear at top of soil Qg in kips
Input Moment at top of soil Mg in ft-kips
Input Pile Moment of Inertia (inches to the fourth power)
Input Pile Modulus
of Elasticity ( pounds per square inch)
In put nh (pounds per
cubic foot) (Select from table below)
ok
R6presentative Values of nh
Soil type
nh (pounds per cubic-fobt)
Dry or moist sand
Loose:11,500 to 14,000
Medium: 35,000 to 44,500
Dense: 95,500 to 114,500
Submerged sand
Loose:6,500 to 0,000
Medium: 22,060,to 28,500
-.Dense: 57,000 to 76,000
Compute nh in pounds per cubic inch 31.25
Compute characteristic length of soil -pile system, T in feet. 3.875181734,
Table of Z, Am and Bm
z Am
Bm z (ft) f,-7,. do
0.0 0.000
1.000 0.00
0.1 0.100
1.000
0.2 0.198
0.999 0.00°''
0.3 0,291
0.994
0.4 0.379
0.987 1. 55
0.5 0.459
0.976 1.04'"4342
0.6' 0.532
d.960 2.33 ;443.`66_-
0.7 0.595-
0.939 271 N43-i
0.8 0.649
0.914 3.1010....'
0.9 0.693
0.885 3.49 4334
1.0 0.727
0.852 - 3 88 4
1.2 0.767
0.775 4.65':i�',"":;%,:;':'!��z:z:�".�,.i:''
1.4 0.772
0.688 5.43
1.6 0.746
0.594 6.20
1.8 0.696
0.498 6. 9 8 'g'
2.0 0.628
0.404 T75 1 5.
3.0 0.225
0.059 11.63.
4.0 0.000
-0.042 15.50
5.0 -0.033
-0.026- 19.38 .
Maximum deflection in inches 0-'36122;
COMPUTATIONS BASED ON
ART. 8.11 LATERALLY LOADED VERTICAL PILES OF
"PRINCIPLES OF FOUNDATION ENGINEERING" BY BRAJA M. DAS, SECOND -
EDITION, PAGE 484
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Job Name
Job Number
Date !S%�% Page . `� of (�-
MOMENT AND DEFLECTION COMPUTATION FOR LATERALLY LOADED PILE
Input Shear at top of soil Qg in kips ;1w
InputMoment at top of soil Mg in ft-kipsInput Pile Moment of Inertia (inches to the fourth power)
Input Pile Modulus of Elasticity ( pounds per square inch)In put nh. (pounds per cubic foot) (Select from table below) , .
Soil type
nh (pounds per cubic foot)
Dry or moist sand
Loose: 11,500 to 14,000
Medium: 35,000 to 44,500
Dense: 95,500 to 114,500
.Submerged sand
Loose:6,500 to 9,000
Medium: 22,000 to 28,500
Dense: 57,000 to 76,000
Compute nh in pounds per cubic inch 31.25
Compute characteristic length of soil -pile system, T in feet. 4.312409714
'Table
of Z , Am and Bm
Z
Am
Bm
z (ft) 1kf_lE=;kips
0.0
0.000
1.000
0.00 � ' '',� -$
P ;
0.1
0.100
1.000
W. .
0.43 uF,gy
0.2
0.198
0.999
0.00 sti4638<
0.3
0.291
0.994
1.29t=z
0.4
0.379
0.987
1.72rxf,£��
0.5
0.459
0.976
2.16
0.6
0.532
0.960
2.59-'= Y � 7
0.7
0.595
0.939
3.02
0.8
0:649
0.914
3.45
- 0.9
0.693
0.885
3.88,=
1.0
0.727
0.852
4.31 ;_l3,
.1.2
0.767
0.775
5.17 t x ��4rD
.
1.4
0.772
0.688
6.04 is ti �.y f�j3
1.6
0.746
0:594
6.90 w; -t :$�'9"
1.8
0.696
0.498
7.76 r w 9
2.0
0.628
0.404
8.62 ` azS;; 2fi8'
3.0
0.225
0.059
12.94��rf.0
4.0
0.000
-0.042.
17.25
5.0
-0.033
-0.026
21.56
Maximum deflection minches=`:,z1C86z
COMPUTATIONS BASED ON ART. 8.11 LATERALLY LOADED VERTICAL PILES OF
"PRINCIPLES OF FOUNDATION ENGINEERING"'BY BRAJA M. DAS, SECOND
EDITION, PAGE 484
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Job Number 0�'! — /'?—&
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Job Number
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E. N G I N E E. R I N G & T E S T I N G! Date 011107 Page
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•
GENERAL PROJECT INFORMATION
Filename:
Project Name: Lot 9 Watersong Project Date: 07/18/2007
Project 'Client: Phoenix Realty Homes
Computed By: W. Rodgers .
Project Manager: W. Rodgers
PILE INFORMATION
Pile Type: Concrete Pile
Top of Pile: 0.00 ft a
-
Length of Square Side: 12.00 in I s i 4
L.
ULTIMATE CONSIDERATIONS
Water Table Depth At Time Of: -Drilling:
0.00 ft
- Driving/Restrike
0.00 ft
- Ultimate:
0.00 ft
Ultimate Considerations: - Local Scour:
0.00 ft
- Long Term Scour:
0.00 ft
- Soft Soil:
10.00 ft
ULTIMATE PROFILE
Layer -Type Thickness Driving Loss Unit Weight
Strength
Ultimate Curve
1 Cohesionless 2.70 ft 0.00% 115.00 pcf
30.0/30.0
Nordlund
2 Cohesive 7.00 ft 50.00% 100:00 pcf
100.00 psf
T-80 Clay
3 Cohesionless 23.00 ft. 0.00% 125.00 pcf
36.0/36.0
Nordlund
^
--
---- -
---- -- ------ Bearing Capacity Graph - Ultimate
0 Concrete Pile^
Skin
Friction
3
.s €
-
Encl
--P— Total
Bearing
Cap kcity
10
f ?
�
r
^,
CL
t
s
S t
�
200
167 '
33 0
33 67 100 • 133
Capacity (Kips)
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N G I
N
E E
R I N
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Job Name J
Job Number 07 -
Date ID 7-&P ,1):7 Page of
ULTIMATE - SKIN FRICTION
Depth
Soil Type
Effective Stress
Sliding
Adhesion
Skin
At Midpoint
Friction Angle
Friction
0.01 ft
Cohesionless
0.00 psf
0.00
N/A
0.00 Kips
2.69 ft
Cohesionless
0.00 psf
0.00
N/A-
0.00 Kips
2.71 ft
Cohesive
N/A
N/A
0.00 psf
0.00 Kips
9.69 ft
Cohesive
N/A
N/A
0.00 psf
0.00"Kips
9.71 ft
Cohesionless
0.00 psf
.0.00
N/A
0.00 Kips
9.99 ft
Cohesionless
0.00 psf
0.00
N/A
0.00 Kips
10;00 ft
Cohesionless
0.00 psf
0.00
N/A
0.00 Kips
18.71 ft
Cohesionless
696.62 psf
27.61
N/A
19.86 Kips
27.71 ft
Cohesionless -
978.32 psf.
27.61
N/A
56.71 Kips
32.69 ft
Cohesionless
1134.20 psf
27.61
N/A
84.24 Kips
ULTIMATE - END -BEARING
Depth
Soil Type
Effective Stress
Bearing Cap.
Limiting End
End
At Tip
Factor
Bearing
Bearing
0.01.ft
Cohesionless
0.00 psf
0.00
0.00 Kips
0.00 Kips
2.69 ft
Cohesionless
0.00 psf
0.00
0.00 Kips
0.00 Kipss
2.71 ft
Cohesive
N/A
N/A
N/A
0.00 Kips
9.69 ft
Cohesive
N/A
N/A
-N/A
0.00 Kips
9.71 ft
Cohesionless
0.00 psf -
0.00
0.00 Kips
0.00 Kips
9.99 ft
Cohesionless
0.00 psf
0.00
0.00 Kips
0.00 Kips
10.00 ft-
Cohesionless
424.00 psf
77.60
151.60 Kips
22.81 Kips
18.71 ft
Cohesionless
969.25 psf
71.60
151.60 Kips
52.15 Kips
27.71 ft
Cohesionless
1532.65 psf .
77.60
151.60 Kips
82.15 Kips
32.60 ft
Cohesionless
1844.39 psf
77.60
151.60 Kips
98.67 Kips
ULTIMATE - SUMMARY OF CAPACITIES
Depth Skin Friction End Bearing Total Capacity
0.01 ft
0.00 Kips
0.00 Kips
0.00 Kips
2.69 ft
0.00 Kips .
0.00 Kips
0.00 Kips
" 2.71 ft
0.00 Kips
0.00 Kips
0.00 Kips
9.69 ft
0.00 Kips
0.00 Kips
0.00 Kips
9.71 ft
0.00 Kips
0.00 Kips
0.00 Kips
9.99 ft
0.00 Kips
0.00 Kips
0.00 Kips
10.00 ft
0.00 Kips
22.81 Kips
22.81 Kips
18.71 ft
19.86 Kips
52.15 Kips
72.01 Kips
27.71 ft
56.71 Kips
82.15 Kips
138.87 Kips
32.69 ft
i
84,24 Kips
98.67 Kips
182.91 Kips
%!A : -0 N1 Pig t
PWU CA- T/ t7Aj gH WA- 5r G 74---.
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Job Name
Job Number CYT_
Date (37/f�& 7 Page
E N G I N E E R I N G & T E S T I
of �Z _
I
GENERAL PROJECT INFORMATION
FProject
Filename:
Name: Lot 9 Watersong Project Date: 07/18/2007
Project Client: Phoenix Realty Homes
Computed By: W. Rodgers
Project Manager: W. Rodgers
PILE INFORMATION
F,
Pile Type: Concrete Pile
Top of Pile: 0.00 ft
Length of Square Side: 14.00 io A = !'T(,
L-'
ULTIMATE -CONSIDERATIONS
Water Table Depth At Time Of: - Drilling:
0.00 ft
t `
- Driving/Restrike
0.00 ft
- Ultimate:
'0.00 ft
Ultimate Considerations: - Local Scour:
0.00 ft
- Long Term Scout:
0.00 ft
- Soft Soil:
10.00 ft .
ULTIMATE PROFILE
Layer Type Thickness Driving Loss Unit Weight
Strength
Ultimate Curve
1 Cohesionless 2.70 ft 0.00% 115.00 pcf
30.0/30.0
Nordlund
-s
2 Cohesive 7.00 ft 50.00% 100.00 pcf
100.00 psf.
T-80 Clay
3 Cohesionless 23.00/ft 0.00% 125.00 pcf
36.0/36.0
Nordlund
Bearing Capacity Graph : Ultimate
i
O Concrexe Pile
—skin
Frict4ion
ksearipg,
3E-Fici
'
t j
i
I
Total Capacity
t
J
• u
l+
1
10
{
J
G%
s
J
t
1 f
!
250
300
33
0
50 100 150 200
J
Capacity (Kips)
Job Name D�1-C
Job Number (!) r
Date% 9 d Page of
ULTIMATE - SKIN FRICTION
Depth Soil Type
Effective Stress
Sliding
Adhesion
Skin
At Midpoint
Friction Angle
Friction
0.01 ft Cohesionless
2.69 ft Cohesionless
0.00 psf
0.00 psf
0.00
0.-00
N/A
N/A.
0.00 Kips
0.00 Kips
2.71 ft Cohesive
N/A
N/A
0.00 psf
0.00 Kips
9.69 ft Cohesive
N/A
N/A
0.00 psf
0.00 Kips
9.71 ft Cohesionless
0.00 psf
0..00
N/A
0.00 Kips
9.99 ft Cohesionless
0.00 psf
0.00
N/A
0.00 Kips
10.00 ft Cohesionless
0.00 psf
0.00
N/A
0.00 Kips
18.71 ft Cohesionless
27.71 ft Cohesionless
696.62 psf
978.32 psf
30.30
30.30
N/A
N/A
27:86 Kips.
79.54 Kips
32.69 ft Cohesionless
1134.20 psf
30.30
N/A
118.15 Kips
ULTIMATE - END BEARING
r�
Depth Soil. Type
Effective Stress
Bearing Cap.
Limiting End
End
At Tip
Factor
r Bearing
Bearing
0.01 ft Cohesionless
6.00 psf
0.00
0.00-Kips
0.00 Kips
2.69 ft Cohesionless
0.00 psf
0.00
0.00 Kips
0.00 Kips
2.71 ft Cohesive
N/A
N/A
N/A
0.00 Kips
9.69 ft Cohesive
N/A
N/A
N/A
0.00,Kips
9.71 ft Cohesionless
0.00 psf
0.00
0.00 Kips
0.00 Kips
-�
9.99 ft Cohesionless
0.00 psf
0.00
0.00 Kips.
0.00 Kips
10.00-ft Cohesionless
' 424.00 psf
77.60
206.34 Kips
31.05 Kips
_T
18.71 ft Cohesionless
969.25. psf
77.60
206:34 Kips
70.98 Kips
j
27.71 ft Cohesionless
1532.65 psf -
77.60
206.34 Kips
112.04 Kips
32.69 ft Cohesionless
1844.39 psf
77.60
206.34 Kips
134.55 Kips
-.
ULTIMATE - SUMMARY OF CAPACITIES
i
Depth
. Skin Friction
End Bearing
Total Capacity
0.01 ft
0.00 Kips
0.00.Kips
0.00.Kips
2.69 ft
0.00 Kips
0.00 Kips
0.00 Kips
2.71 ft
0.00 Kips
0.00 Kips
0.00 Kips
9.69 ft
0.00 Kips
0.00 Kips
0.00, Kips
9.71 ft
0.00 Kips
0.00 Kips
0.00 Kips
1
9.99 ft
0.00 Kips
0.00 Kips
0.00.Kips
10.00 ft
0:00 Kips
31.05 Kips
31.05 Kips
-
18.71 ft
27.86 Kips
70.98.Kips -
98.83 Kips
27.71-ft
79.54 Kips,
112.04 Kips
191.58 Kips
-�
32.69 ft
118.15 Kips .
134.55 Kips
252.69 Kips
F *
Job Name_LOT a,,,7
Oro
Job Number 0 -"
-
Date d 7A)Page
E N G I. NME E It I N G & T E S T I N G
of
GENERAL PROJECT INFORMATION
"
Filename:
Project Name: Lot 9 Watersong Project Date: 07/18/2007
Project Client: Phoenix Realty Homes .
Computed By: W. Rodgers
F
Project Manager: W. Rodgers
PILE INFORMATION
l ;
Pile Type: Concrete.Pile
Top of Pile: 0.00 ft
C
Length of Square Side: 16.00 in
- .
ULTIMATE CONSIDERATIONS
(
Water Table Depth At Time Of: - Drilling: 0.00 ft
IP i
- Driving/Restrike . 0.00 ft
- Ultimate: 0.00 ft
rUltimate
Considerations: - Local Scour: 0.00 ft
l._
- Long Term Scour: 0.00 ft
- Soft Soil: 10.00 ft
ULTIMATE PROFILE
Layer Type Thickness Driving Loss Unit Weight Strength
Ultimate Curve
1 Cohesionless 2.70 ft 0.00% 115.00 pcf 30.0/30.0
Nordlund
_s
2 Cohesive 7.00 ft 50.00% 100.00 pcf 100.00 psf
T-80 -Clay
3 Cohesionless 23.00 ft 0.00% 125.00 pcf 36.0/36.0
Nordlund
Bearing .Capacity Graph - Ultimate
?
I Concrete Pile I �--Skin.
Frict on
3
Encl Esearlhg
i —Total
Capacity
•
10
a
s
}
Q
j
33 0 -
67 133 200 267 333
Capacity (Kips)
T
E S T
I N"
G
1
Job Name
Job Number
Date 07 8 ! Page It Z of t' �-
ULTIMATE - SKIN FRICTION
"
Adhesion
Skin
l t
Depth
Soil Type
Effective Stress
Sliding
At Midpoint
Friction Angle
Friction
0.01 ft
Cohesionless
0.00 psf
0.00
N/A
0.00 Kips
l ;
2.69 ft
Cohesionless
0.00 psf
0.00
N/A
0.00 Kips
2.71 ft
Cohesive
N/A
N/A
0.00 psf
UP Kips
9.69 ft
Cohesive
N/A
N/A
0.00 psf
0.00 Kips
9.71 ft
Cohesionless
0.00 psf
0.00
N/A
0.00 Kips
9.99 ft
Cohesionless
0.00 psf
0.00
N/A
0.00 Kips
10.00 ft
Cohesionless
0.00 psf
0.00
N/A
0.00 Kips
r
18.71 ft
Cohesionless
696.62 psf
32.44
N/A
36.23.
1 i
27.71 ft
Cohesionless
978.32 psf
32.44
N/A
103.47 Kips
32.69 ft
Cohesionless
1184.20 psf
32.44
N/A
153.68 Kips
ULTIMATE - END BEARING
'
Depth
Soil Type
Effective Stress
Bearing Cap.
Limiting End
End
}
At Tip
Factor
Bearing
Bearing
f0.01
ft
Cohesionless
0.00 psf
0.00
0.00 Kips
0.00 Kips
2.69 ft
Cohesionless
0.00 psf
0.00
0.00 Kips
0.,00 Kips
2.71 ft
Cohesive
N/A
N/A
N/A
0.00 Kips
9.69 ft'
Cohesive
N/A
N/A
N/A
0.00 Kips
C'
9.71 ft
Cohesionless
0.00 psf
0.00
0.00 Kips
0.00 Kips
9.99 ft
Cohesionless
0.00 psf
0.00
0.00.Kips
0.00 Kips
10.00 ft.
18.71 ft
Cohesionless
Cohesionless
424.00 psf
969.25 psf
77.60
77.60•
269.51 Kips
269.51 Kips
40.56 Kips
92.71 Kips
27.71 ft
Cohesionless
1532.65 psf
77.60
269.51 Kips
146.54 Kips
32.69 ft
Cohesionless
1844.39 psf
77.60
269.51 Kips
176.03 Kips
ULTIMATE - SUMMARY OF CAPACITIES
Depth Skin Friction End Bearing Total Capacity
0.01 ft
0.00 Kips
0.00 Kips
0.00 Kips
2.69 ft
0.00 Kips
0.00 Kips
0.00 Kips
2.71 ft
0.00 Kips
0.00 Kips
0.00 Kips
9.69 ft
0.00 Kips
0.00 Kips
0.00 Kips
9.71 ft
0.00 Kips
0.00 Kips
0.00 Kips
9.99 ft
0.00 Kips
0.00 Kips
0.00 Kips
10.00 ft
0.00 Kips
40.56" Kips
40.56 Kips
18.71 ft
36.23 Kips
02.71 Kips
128.94 Kips
'27.71 ft
103.47 Kips
146.54 Kips
250.01.Kips
32.69 ft
153.68 Kips
176.03 Kips
329.71 Kips
- -AA-t-(+UJ.4 P10-AQ017/690 -F/j LJA iin�4-
t air r=
1