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20172735.001A.001A | GSO17R69180 Page i of iii November 17, 2017 © 2017 Kleinfelder www.kleinfelder.com
FOUNDATION RECOMMENDATION REPORT
REPLACEMENT OF CULVERT NO. 407
FAYETTEVILLE, NORTH CAROLINA
KLEINFELDER PROJECT NO. 20172735.001A
NOVEMBER 17, 2017
Copyright 2017 Kleinfelder All Rights Reserved
ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC
PROJECT FOR WHICH THIS REPORT WAS PREPARED.
20172735.001A.001A | GSO17R69180 Page iii of iii November 17, 2017 © 2017 Kleinfelder www.kleinfelder.com
TABLE OF CONTENTS
1 REPORT OF FOUNDATION RECOMMENDATIONS .........................................................1
APPENDIX
20172735.001A.001A | GSO17R69180 Page 1 of 1 November 17, 2017 © 2017 Kleinfelder www.kleinfelder.com
1 REPORT OF FOUNDATION RECOMMENDATIONS
Based on the geologic conditions encountered and our foundation analyses, driven pile foundations for the End Bent 1 and End Bent 2 locations are the most appropriate foundation systems for the Structure. End Bents 1 and 2 (Recommendations for Piles) At the end bent locations, HP12x53, 50 ksi steel H-piles will achieve a factored resistance of 130 tons (required driving resistance of 220 tons). The following table summarizes the average expected pile lengths at each end bent.
LOCATION ESTIMATED AVERAGE PILE LENGTHS
End Bent 1 50 feet
End Bent 2 45 feet
Bearing capacity for the piles will be achieved primarily from skin friction developed within the coastal plain soils. Wave equation analyses were performed using the program GRLWEAP 2010 for the HP 12x53 piles at the End Bent 1 and End Bent 2 location. An open-end diesel pile hammer (Delmag D19-32; rated energy 42.440 kip-ft) was utilized in the analyses. A hammer cushion with a total thickness of 2 inches (1 inch aluminum plus 1 inch conbest) was utilized. The Delmag D19-32 indicated a driving resistance of 140 blows per foot, for the HP 12x53 piles when driven to the required driving resistance of 220 tons. Compressive driving stresses were on the order of 43.17 ksi, which is below the driving stress limit of 45 ksi for ASTM A572 Grade 50 steel HP piles. The wave equation analyses indicated that the HP 12x53 piles for the End Bent 1 and 2 locations could be adequately driven to the required factored resistance and recommended depths by a Delmag D19-32 pile hammer.
Embankment Slopes
An embankment slope stability analysis was conducted using the SLOPE/W computer program.
Total stress analyses were conducted to model the post-construction embankment stability. The
proposed slope of 1.5(H):1(V) and class II rip rap slope protection was analyzed. Analyses resulted
in factors of safety (FOS) exceeding 1.3, which is required. The critical failure mechanism is a circular
failure surface shown on the attached SLOPE/W output, with a minimum FOS of 1.788.
20172735.001A | GSO17R November 17, 2017 © 2017 Kleinfelder www.kleinfelder.com
APPENDIX
Replacement of Culvert No. 407 on Sykes Pond Road Cumberland County
FOR PILES, SEE GEOTECHNICAL SPECIAL PROVISIONS AND SECTION 450 OF THE STANDARD SPECIFICATIONS.
PILES AT END BENT NO. 1 AND END BENT NO. 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 130 TONS PER PILE.
DRIVE PILES AT END BENT NO. 1 AND END BENT NO. 2 TO A REQUIRED DRIVING RESISTANCE OF 220 TONS PER PILE.
TESTING PILES WITH THE PDA DURING DRIVING, RESTRIKING OR REDRIVING IS REQUIRED. FOR PDA TESTING, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS.
BRIDGE APPROACH FILLS ARE REQUIRED FOR END BENT NO. 1 AND END BENT NO. 2.
THE FACTORED AXIAL LOAD FOR END BENT NO.1 IS 126 TONS PER PILE.
THE FACTORED AXIAL LOAD FOR END BENT NO. 2 IS 126 TONS PER PILE.
ESTIMATED BOTTOM OF RETAINING WALL FOR END BENT NO.1 IS AT ELEVATION 165.6± FT.
ESTIMATED BOTTOM OF RETAINING WALL FOR END BENT NO.2 IS AT ELEVATION 163.5± FT.
4.
7.
8.
4.
5.
1.
FOUNDATION RECOMMENDATIONS COMMENTS
FOUNDATION RECOMMENDATIONS NOTES ON PLANS
3.
2.
1.
PROJECT DATE 10/20/2017
TIP NO. DESIGNED BY DHK
COUNTY CHECKED BY XCB
STATION
DESCRIPTION
NUMBER OF BENTS WITH PILESNUMBER OF PILES PER BENT
NUMBER OF END BENTS WITH PILES 2NUMBER OF PILES PER END BENT 7 (EB1), 7 (EB2)
SteelPile Pipe Pile Predrilling Pile PDA
Bent # or Points Plates For Piles Redrives In Not In TestingEnd Bent # (yes/no) (yes/no/maybe) (per linear ft) (per each) Soil Soil (per each)
End Bent 1 No No 0 0 0 0End Bent 2 No No 0 0 0 0
TOTALS 0 0 0 0 1
Notes:
Replacement of Culvert No. 407 on Sykes Pond Road
PILE PAY ITEM QUANTITIESPile
Excavation(per linear ft)
13+60 -L-
PILE PAY ITEMS(Revised 8/11/15)
20172735.001A
N/A
Cumberland
Only required for "Predrilling for Piles" & "Pile
Excavation" pay items
PROJECT TIP NO.: COUNTY:
SUBJECT:
PREPARED BY: DATE:
CHECKED BY: DATE: OF
END BENT 1
Pile Type : HP 12x53 steel pilesBottom of Cap Elevation: (Reported by Structure Design)
Avg. Bearing Elevation: ft (Reported from Subsurface Borings)
Required Pile Length: ft (BOC Elev. - Bearing El.)
Pile Length for Contract: ftNumber of Piles: (Reported by Structure Design)
Max Factored Resistance without PDA: Tons (Sent to Structure Design)
Factored Resistance, (RR): Tons (Must be >= the Maximum Factored Load)
Required Driving Resistance, (RR / dyn): Tons (PDA will be used, dyn = 0.60)
END BENT 2
Pile Type : HP 12x53 steel pilesBottom of Cap Elevation: ft (Reported by Structure Design)
Avg. Bearing Elevation: ft (Reported from Subsurface Borings)
Required Pile Length: ft (BOC Elev. - Bearing El.)
Pile Length for Contract: ftNumber of Piles: (Reported by Structure Design)
Max Factored Resistance without PDA: Tons (Sent to Structure Design)
Factored Resistance, (RR): Tons (Must be >= the Maximum Factored Load)
Required Driving Resistance, (RR / dyn): Tons (PDA will be used, dyn = 0.60)
20172735.001A N/A CumberlandReplacement of Culvert No. 407 on Sykes Pond Road
1 1
End Bents SummaryDHK 11/9/17 13+60 -L-
130
XB 11/17/17 SHEET:
165.60115.60
50.0507
130
130
220
130
163.50118.50
45.0
220
457
Axial Capacity (kips)D
ep
th (
ft)
0 50 100 150 200 250 300 350 400 450 500 550 6000
24
68
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
Skin Friction
Tip Resistance
Total Capacity
HP12x53_EB1-C+.ap7o
=========================================================================
APILE for Windows, Version 2015.7.3
Serial Number : 419704826
A Program for Analyzing the Axial Capacity
and Short-term Settlement of Driven Piles
under Axial Loading.
(c) Copyright ENSOFT, Inc., 1987-2015
All Rights Reserved
=========================================================================
This program is licensed to :
Kleinfelder
Various, Global License
Path to file locations : W:\share\_GEOTECHNICAL\Projects\Active
Projects\20172735.001A MoffattNichol_Sykes Pond\2.7 Calculations and Analyses\
Name of input data file : HP12x53_EB1-C+.ap7d
Name of output file : HP12x53_EB1-C+.ap7o
Name of plot output file : HP12x53_EB1-C+.ap7p
-------------------------------------------------------------------------
Time and Date of Analysis
-------------------------------------------------------------------------
Date: October 18, 2017 Time: 14:59:09
1
*********************
* INPUT INFORMATION *
*********************
HP 12x53 - EB1-C
DESIGNER : B. Johnson
JOB NUMBER : 20172735.001A
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HP12x53_EB1-C+.ap7o
METHOD FOR UNIT LOAD TRANSFERS :
- FHWA (Federal Highway Administration)
Unfactored Unit Side Friction and Unit Side Resistance are used.
COMPUTATION METHOD(S) FOR PILE CAPACITY :
- FHWA (Federal Highway Administration)
- USACE (U.S. Army Corps of Engineers)
# Critical Depth Method for Sand:
10 to 20 Pile Diameter based on the Density
TYPE OF LOADING :
- COMPRESSION
PILE TYPE :
H-Pile/Steel Pile
DATA FOR AXIAL STIFFNESS :
- MODULUS OF ELASTICITY = 0.290E+08 PSI
- CROSS SECTION AREA = 15.50 IN2
NONCIRCULAR PILE PROPERTIES :
- TOTAL PILE LENGTH, TL = 50.00 FT.
- PILE STICKUP LENGTH, PSL = 0.00 FT.
- ZERO FRICTION LENGTH, ZFL = 9.20 FT.
- PERIMETER OF PILE = 69.80 IN.
- TIP AREA OF PILE = 15.50 IN2
- INCREMENT OF PILE LENGTH
USED IN COMPUTATION = 1.00 FT.
SOIL INFORMATIONS :
LATERAL EFFECTIVE FRICTION BEARING
SOIL EARTH UNIT ANGLE CAPACITY
Page 2
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DEPTH TYPE PRESSURE WEIGHT DEGREES FACTOR
FT. LB/CF
0.00 CLAY 0.00 31.00 0.00 0.00
8.20 CLAY 0.00 31.00 0.00 0.00
8.20 CLAY 0.00 70.00 0.00 0.00
13.20 CLAY 0.00 70.00 0.00 0.00
13.20 CLAY 0.00 58.00 0.00 0.00
18.20 CLAY 0.00 58.00 0.00 0.00
18.20 CLAY 0.00 68.00 0.00 0.00
23.20 CLAY 0.00 68.00 0.00 0.00
23.20 CLAY 0.00 78.00 0.00 0.00
28.20 CLAY 0.00 78.00 0.00 0.00
28.20 CLAY 0.00 58.00 0.00 0.00
38.20 CLAY 0.00 58.00 0.00 0.00
38.20 CLAY 0.00 78.00 0.00 0.00
43.20 CLAY 0.00 78.00 0.00 0.00
43.20 CLAY 0.00 42.00 0.00 0.00
60.00 CLAY 0.00 42.00 0.00 0.00
MAXIMUM MAXIMUM UNDISTURB REMOLDED
UNIT UNIT SHEAR SHEAR BLOW UNIT SKIN UNIT END
FRICTION BEARING STRENGTH STRENGTH COUNT FRICTION BEARING
KSF KSF KSF KSF KSF KSF
0.10E+08* 0.10E+08* 0.40 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.40 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 10.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 10.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 3.90 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 3.90 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 7.90 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 7.90 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 10.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 10.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 3.20 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 3.20 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 10.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 10.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 1.30 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 1.30 0.00 0.00 0.00 0.00
* MAXIMUM UNIT FRICTION AND/OR MAXIMUM UNIT BEARING
WERE SET TO BE 0.10E+08 BECAUSE THE USER DOES NOT
PLAN TO LIMIT THE COMPUTED DATA.
Page 3
HP12x53_EB1-C+.ap7o
LRFD FACTOR LRFD FACTOR
ON UNIT ON UNIT
DEPTH FRICTION BEARING
FT.
0.00 1.000 1.000
8.20 1.000 1.000
8.20 1.000 1.000
13.20 1.000 1.000
13.20 1.000 1.000
18.20 1.000 1.000
18.20 1.000 1.000
23.20 1.000 1.000
23.20 1.000 1.000
28.20 1.000 1.000
28.20 1.000 1.000
38.20 1.000 1.000
38.20 1.000 1.000
43.20 1.000 1.000
43.20 1.000 1.000
60.00 1.000 1.000
1
**********************
* COMPUTATION RESULT *
**********************
**********************
* FED. HWY. METHOD *
**********************
PILE TOTAL SKIN END ULTIMATE
PENETRATION FRICTION BEARING CAPACITY
FT. KIP KIP KIP
0.00 0.0 0.2 0.2
1.00 0.0 0.2 0.2
2.00 0.0 0.3 0.3
3.00 0.0 0.4 0.4
4.00 0.0 0.4 0.4
5.00 0.0 0.4 0.4
6.00 0.0 0.4 0.4
7.00 0.0 1.7 1.7
8.00 0.0 3.4 3.4
9.00 0.0 5.0 5.0
10.00 5.4 6.7 12.1
Page 4
HP12x53_EB1-C+.ap7o
11.00 16.2 8.4 24.6
12.00 27.0 8.9 35.9
13.00 37.9 7.8 45.7
14.00 48.7 6.7 55.4
15.00 56.5 5.7 62.1
16.00 61.2 4.6 65.8
17.00 66.0 4.3 70.3
18.00 71.8 5.0 76.8
19.00 78.7 5.7 84.4
20.00 88.4 6.4 94.8
21.00 101.1 7.1 108.2
22.00 113.8 7.9 121.7
23.00 128.6 8.3 136.9
24.00 145.7 8.7 154.3
25.00 165.0 9.0 174.0
26.00 186.6 9.4 196.0
27.00 208.2 8.8 216.9
28.00 232.5 7.6 240.1
29.00 261.8 6.4 268.2
30.00 283.3 5.2 288.5
31.00 294.7 4.0 298.7
32.00 306.2 3.1 309.3
33.00 317.6 3.1 320.7
34.00 329.1 3.1 332.2
35.00 340.5 3.1 343.6
36.00 352.0 3.1 355.1
37.00 363.4 4.0 367.4
38.00 374.9 5.2 380.1
39.00 386.3 6.4 392.7
40.00 407.7 7.6 415.3
41.00 439.2 8.8 447.9
42.00 470.6 8.5 479.1
43.00 502.0 7.0 509.0
44.00 533.4 5.5 538.9
45.00 551.8 4.0 555.7
46.00 557.2 2.4 559.6
47.00 562.6 1.3 563.9
48.00 568.0 1.3 569.3
49.00 573.4 1.3 574.7
50.00 578.8 1.3 580.1
**********************
* ARMY CORPS METHOD *
**********************
PILE TOTAL SKIN END ULTIMATE
Page 5
HP12x53_EB1-C+.ap7o
PENETRATION FRICTION BEARING CAPACITY
FT. KIP KIP KIP
0.00 0.0 0.2 0.2
1.00 0.0 0.2 0.2
2.00 0.0 0.3 0.3
3.00 0.0 0.4 0.4
4.00 0.0 0.4 0.4
5.00 0.0 0.4 0.4
6.00 0.0 0.4 0.4
7.00 0.0 1.7 1.7
8.00 0.0 3.4 3.4
9.00 0.0 5.0 5.0
10.00 14.5 6.7 21.3
11.00 43.6 8.4 52.0
12.00 72.7 8.9 81.6
13.00 101.8 7.8 109.6
14.00 130.9 6.7 137.6
15.00 151.1 5.7 156.8
16.00 162.4 4.6 167.0
17.00 173.8 4.3 178.1
18.00 185.1 5.0 190.1
19.00 196.5 5.7 202.2
20.00 213.6 6.4 220.0
21.00 236.6 7.1 243.7
22.00 259.6 7.9 267.5
23.00 282.5 8.3 290.8
24.00 305.5 8.7 314.2
25.00 331.5 9.0 340.6
26.00 360.6 9.4 370.0
27.00 389.7 8.8 398.5
28.00 418.8 7.6 426.4
29.00 447.9 6.4 454.3
30.00 467.1 5.2 472.3
31.00 476.4 4.0 480.4
32.00 485.7 3.1 488.8
33.00 495.0 3.1 498.1
34.00 504.3 3.1 507.4
35.00 513.6 3.1 516.7
36.00 522.9 3.1 526.0
37.00 532.2 4.0 536.2
38.00 541.5 5.2 546.7
39.00 550.8 6.4 557.2
40.00 570.0 7.6 577.6
41.00 599.1 8.8 607.9
42.00 628.2 8.5 636.7
43.00 657.3 7.0 664.3
44.00 686.4 5.5 691.8
45.00 703.2 4.0 707.1
Page 6
HP12x53_EB1-C+.ap7o
46.00 707.7 2.4 710.2
47.00 712.2 1.3 713.5
48.00 716.8 1.3 718.0
49.00 721.3 1.3 722.6
50.00 725.9 1.3 727.1
NOTES:
- AN ASTERISK IS PLACED IN THE END-BEARING COLUMN
IF THE TIP RESISTANCE IS CONTROLLED BY THE FRICTION
OF SOIL PLUG INSIDE AN OPEN-ENDED PIPE PILE.
*************************************************
* COMPUTE LOAD-DISTRIBUTION AND LOAD-SETTLEMENT *
* CURVES FOR AXIAL LOADING *
*************************************************
T-Z CURVE NO. OF DEPTH TO CURVE LOAD TRANSFER PILE MOVEMENT
NO. POINTS FT. PSI IN.
1 10 0.0000E+00
0.0000E+00 0.0000E+00
0.0000E+00 0.3555E-01
0.0000E+00 0.6888E-01
0.0000E+00 0.1266E+00
0.0000E+00 0.1777E+00
0.0000E+00 0.2222E+00
0.0000E+00 0.4444E+00
0.0000E+00 0.6665E+00
0.0000E+00 0.1111E+01
0.0000E+00 0.4444E+01
2 10 0.4125E+01
0.0000E+00 0.0000E+00
0.0000E+00 0.3555E-01
0.0000E+00 0.6888E-01
0.0000E+00 0.1266E+00
0.0000E+00 0.1777E+00
0.0000E+00 0.2222E+00
0.0000E+00 0.4444E+00
0.0000E+00 0.6665E+00
0.0000E+00 0.1111E+01
0.0000E+00 0.4444E+01
3 10 0.8158E+01
0.0000E+00 0.0000E+00
0.1937E+01 0.3555E-01
Page 7
HP12x53_EB1-C+.ap7o
0.3229E+01 0.6888E-01
0.4844E+01 0.1266E+00
0.5812E+01 0.1777E+00
0.6458E+01 0.2222E+00
0.5812E+01 0.4444E+00
0.5812E+01 0.6665E+00
0.5812E+01 0.1111E+01
0.5812E+01 0.4444E+01
4 10 0.8200E+01
0.0000E+00 0.0000E+00
0.1937E+01 0.3555E-01
0.3229E+01 0.6888E-01
0.4844E+01 0.1266E+00
0.5812E+01 0.1777E+00
0.6458E+01 0.2222E+00
0.5812E+01 0.4444E+00
0.5812E+01 0.6665E+00
0.5812E+01 0.1111E+01
0.5812E+01 0.4444E+01
5 10 0.1073E+02
0.0000E+00 0.0000E+00
0.3875E+01 0.3555E-01
0.6458E+01 0.6888E-01
0.9687E+01 0.1266E+00
0.1162E+02 0.1777E+00
0.1292E+02 0.2222E+00
0.1162E+02 0.4444E+00
0.1162E+02 0.6665E+00
0.1162E+02 0.1111E+01
0.1162E+02 0.4444E+01
6 10 0.1316E+02
0.0000E+00 0.0000E+00
0.3333E+01 0.3555E-01
0.5555E+01 0.6888E-01
0.8332E+01 0.1266E+00
0.9998E+01 0.1777E+00
0.1111E+02 0.2222E+00
0.9998E+01 0.4444E+00
0.9998E+01 0.6665E+00
0.9998E+01 0.1111E+01
0.9998E+01 0.4444E+01
7 10 0.1320E+02
0.0000E+00 0.0000E+00
0.3333E+01 0.3555E-01
0.5555E+01 0.6888E-01
0.8332E+01 0.1266E+00
0.9998E+01 0.1777E+00
0.1111E+02 0.2222E+00
Page 8
HP12x53_EB1-C+.ap7o
0.9998E+01 0.4444E+00
0.9998E+01 0.6665E+00
0.9998E+01 0.1111E+01
0.9998E+01 0.4444E+01
8 10 0.1573E+02
0.0000E+00 0.0000E+00
0.1706E+01 0.3555E-01
0.2844E+01 0.6888E-01
0.4266E+01 0.1266E+00
0.5119E+01 0.1777E+00
0.5687E+01 0.2222E+00
0.5119E+01 0.4444E+00
0.5119E+01 0.6665E+00
0.5119E+01 0.1111E+01
0.5119E+01 0.4444E+01
9 10 0.1816E+02
0.0000E+00 0.0000E+00
0.2975E+01 0.3555E-01
0.4959E+01 0.6888E-01
0.7438E+01 0.1266E+00
0.8925E+01 0.1777E+00
0.9917E+01 0.2222E+00
0.8925E+01 0.4444E+00
0.8925E+01 0.6665E+00
0.8925E+01 0.1111E+01
0.8925E+01 0.4444E+01
10 10 0.1820E+02
0.0000E+00 0.0000E+00
0.2975E+01 0.3555E-01
0.4959E+01 0.6888E-01
0.7438E+01 0.1266E+00
0.8925E+01 0.1777E+00
0.9917E+01 0.2222E+00
0.8925E+01 0.4444E+00
0.8925E+01 0.6665E+00
0.8925E+01 0.1111E+01
0.8925E+01 0.4444E+01
11 10 0.2073E+02
0.0000E+00 0.0000E+00
0.4536E+01 0.3555E-01
0.7559E+01 0.6888E-01
0.1134E+02 0.1266E+00
0.1361E+02 0.1777E+00
0.1512E+02 0.2222E+00
0.1361E+02 0.4444E+00
0.1361E+02 0.6665E+00
0.1361E+02 0.1111E+01
0.1361E+02 0.4444E+01
Page 9
HP12x53_EB1-C+.ap7o
12 10 0.2316E+02
0.0000E+00 0.0000E+00
0.6515E+01 0.3555E-01
0.1086E+02 0.6888E-01
0.1629E+02 0.1266E+00
0.1954E+02 0.1777E+00
0.2172E+02 0.2222E+00
0.1954E+02 0.4444E+00
0.1954E+02 0.6665E+00
0.1954E+02 0.1111E+01
0.1954E+02 0.4444E+01
13 10 0.2320E+02
0.0000E+00 0.0000E+00
0.6515E+01 0.3555E-01
0.1086E+02 0.6888E-01
0.1629E+02 0.1266E+00
0.1954E+02 0.1777E+00
0.2172E+02 0.2222E+00
0.1954E+02 0.4444E+00
0.1954E+02 0.6665E+00
0.1954E+02 0.1111E+01
0.1954E+02 0.4444E+01
14 10 0.2573E+02
0.0000E+00 0.0000E+00
0.7733E+01 0.3555E-01
0.1289E+02 0.6888E-01
0.1933E+02 0.1266E+00
0.2320E+02 0.1777E+00
0.2578E+02 0.2222E+00
0.2320E+02 0.4444E+00
0.2320E+02 0.6665E+00
0.2320E+02 0.1111E+01
0.2320E+02 0.4444E+01
15 10 0.2816E+02
0.0000E+00 0.0000E+00
0.9081E+01 0.3555E-01
0.1514E+02 0.6888E-01
0.2270E+02 0.1266E+00
0.2724E+02 0.1777E+00
0.3027E+02 0.2222E+00
0.2724E+02 0.4444E+00
0.2724E+02 0.6665E+00
0.2724E+02 0.1111E+01
0.2724E+02 0.4444E+01
16 10 0.2820E+02
0.0000E+00 0.0000E+00
0.9081E+01 0.3555E-01
0.1514E+02 0.6888E-01
Page 10
HP12x53_EB1-C+.ap7o
0.2270E+02 0.1266E+00
0.2724E+02 0.1777E+00
0.3027E+02 0.2222E+00
0.2724E+02 0.4444E+00
0.2724E+02 0.6665E+00
0.2724E+02 0.1111E+01
0.2724E+02 0.4444E+01
17 10 0.3323E+02
0.0000E+00 0.0000E+00
0.4101E+01 0.3555E-01
0.6836E+01 0.6888E-01
0.1025E+02 0.1266E+00
0.1230E+02 0.1777E+00
0.1367E+02 0.2222E+00
0.1230E+02 0.4444E+00
0.1230E+02 0.6665E+00
0.1230E+02 0.1111E+01
0.1230E+02 0.4444E+01
18 10 0.3816E+02
0.0000E+00 0.0000E+00
0.5888E+01 0.3555E-01
0.9814E+01 0.6888E-01
0.1472E+02 0.1266E+00
0.1767E+02 0.1777E+00
0.1963E+02 0.2222E+00
0.1767E+02 0.4444E+00
0.1767E+02 0.6665E+00
0.1767E+02 0.1111E+01
0.1767E+02 0.4444E+01
19 10 0.3820E+02
0.0000E+00 0.0000E+00
0.5888E+01 0.3555E-01
0.9814E+01 0.6888E-01
0.1472E+02 0.1266E+00
0.1767E+02 0.1777E+00
0.1963E+02 0.2222E+00
0.1767E+02 0.4444E+00
0.1767E+02 0.6665E+00
0.1767E+02 0.1111E+01
0.1767E+02 0.4444E+01
20 10 0.4073E+02
0.0000E+00 0.0000E+00
0.1125E+02 0.3555E-01
0.1875E+02 0.6888E-01
0.2812E+02 0.1266E+00
0.3375E+02 0.1777E+00
0.3750E+02 0.2222E+00
0.3375E+02 0.4444E+00
Page 11
HP12x53_EB1-C+.ap7o
0.3375E+02 0.6665E+00
0.3375E+02 0.1111E+01
0.3375E+02 0.4444E+01
21 10 0.4316E+02
0.0000E+00 0.0000E+00
0.8921E+01 0.3555E-01
0.1487E+02 0.6888E-01
0.2230E+02 0.1266E+00
0.2676E+02 0.1777E+00
0.2974E+02 0.2222E+00
0.2676E+02 0.4444E+00
0.2676E+02 0.6665E+00
0.2676E+02 0.1111E+01
0.2676E+02 0.4444E+01
22 10 0.4320E+02
0.0000E+00 0.0000E+00
0.8921E+01 0.3555E-01
0.1487E+02 0.6888E-01
0.2230E+02 0.1266E+00
0.2676E+02 0.1777E+00
0.2974E+02 0.2222E+00
0.2676E+02 0.4444E+00
0.2676E+02 0.6665E+00
0.2676E+02 0.1111E+01
0.2676E+02 0.4444E+01
23 10 0.5163E+02
0.0000E+00 0.0000E+00
0.1936E+01 0.3555E-01
0.3227E+01 0.6888E-01
0.4840E+01 0.1266E+00
0.5808E+01 0.1777E+00
0.6453E+01 0.2222E+00
0.5808E+01 0.4444E+00
0.5808E+01 0.6665E+00
0.5808E+01 0.1111E+01
0.5808E+01 0.4444E+01
24 10 0.5996E+02
0.0000E+00 0.0000E+00
0.1936E+01 0.3555E-01
0.3227E+01 0.6888E-01
0.4840E+01 0.1266E+00
0.5808E+01 0.1777E+00
0.6453E+01 0.2222E+00
0.5808E+01 0.4444E+00
0.5808E+01 0.6665E+00
0.5808E+01 0.1111E+01
0.5808E+01 0.4444E+01
Page 12
HP12x53_EB1-C+.ap7o
TIP LOAD TIP MOVEMENT
KIP IN.
0.0000E+00 0.0000E+00
0.7871E-01 0.1111E-01
0.1574E+00 0.2222E-01
0.3148E+00 0.4444E-01
0.6297E+00 0.2888E+00
0.9445E+00 0.9332E+00
0.1133E+01 0.1622E+01
0.1259E+01 0.2222E+01
0.1259E+01 0.3333E+01
0.1259E+01 0.4444E+01
LOAD VERSUS SETTLEMENT CURVE
****************************
TOP LOAD TOP MOVEMENT TIP LOAD TIP MOVEMENT
KIP IN. KIP IN.
0.1266E+01 0.9379E-03 0.7085E-03 0.1000E-03
0.1279E+02 0.9425E-02 0.7085E-02 0.1000E-02
0.6537E+02 0.4802E-01 0.3543E-01 0.5000E-02
0.1263E+03 0.9490E-01 0.7085E-01 0.1000E-01
0.4095E+03 0.3567E+00 0.3220E+00 0.5000E-01
0.5508E+03 0.5412E+00 0.3864E+00 0.1000E+00
0.6060E+03 0.1012E+01 0.7329E+00 0.5000E+00
0.6063E+03 0.1512E+01 0.9629E+00 0.1000E+01
0.6065E+03 0.2512E+01 0.1213E+01 0.2000E+01
Page 13
Axial Capacity (kips)D
ep
th (
ft)
0 50 100 150 200 250 300 350 400 450 500 550 6000
24
68
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
Skin Friction
Tip Resistance
Total Capacity
HP12x53_EB2-C+.ap7o
=========================================================================
APILE for Windows, Version 2015.7.3
Serial Number : 419704826
A Program for Analyzing the Axial Capacity
and Short-term Settlement of Driven Piles
under Axial Loading.
(c) Copyright ENSOFT, Inc., 1987-2015
All Rights Reserved
=========================================================================
This program is licensed to :
Kleinfelder
Various, Global License
Path to file locations : W:\share\_GEOTECHNICAL\Projects\Active
Projects\20172735.001A MoffattNichol_Sykes Pond\2.7 Calculations and Analyses\
Name of input data file : HP12x53_EB2-C+.ap7d
Name of output file : HP12x53_EB2-C+.ap7o
Name of plot output file : HP12x53_EB2-C+.ap7p
-------------------------------------------------------------------------
Time and Date of Analysis
-------------------------------------------------------------------------
Date: October 18, 2017 Time: 16:11:37
1
*********************
* INPUT INFORMATION *
*********************
HP 12x53 - EB2-C
DESIGNER : B. Johnson
JOB NUMBER : 20172735.001A
Page 1
HP12x53_EB2-C+.ap7o
METHOD FOR UNIT LOAD TRANSFERS :
- FHWA (Federal Highway Administration)
Unfactored Unit Side Friction and Unit Side Resistance are used.
COMPUTATION METHOD(S) FOR PILE CAPACITY :
- FHWA (Federal Highway Administration)
- USACE (U.S. Army Corps of Engineers)
# Critical Depth Method for Sand:
10 to 20 Pile Diameter based on the Density
TYPE OF LOADING :
- COMPRESSION
PILE TYPE :
H-Pile/Steel Pile
DATA FOR AXIAL STIFFNESS :
- MODULUS OF ELASTICITY = 0.290E+08 PSI
- CROSS SECTION AREA = 15.50 IN2
NONCIRCULAR PILE PROPERTIES :
- TOTAL PILE LENGTH, TL = 45.00 FT.
- PILE STICKUP LENGTH, PSL = 0.00 FT.
- ZERO FRICTION LENGTH, ZFL = 8.90 FT.
- PERIMETER OF PILE = 69.80 IN.
- TIP AREA OF PILE = 15.50 IN2
- INCREMENT OF PILE LENGTH
USED IN COMPUTATION = 1.00 FT.
SOIL INFORMATIONS :
LATERAL EFFECTIVE FRICTION BEARING
SOIL EARTH UNIT ANGLE CAPACITY
Page 2
HP12x53_EB2-C+.ap7o
DEPTH TYPE PRESSURE WEIGHT DEGREES FACTOR
FT. LB/CF
0.00 SAND 0.00 95.00 28.00 0.00
4.90 SAND 0.00 95.00 28.00 0.00
4.90 CLAY 0.00 28.00 0.00 0.00
8.90 CLAY 0.00 28.00 0.00 0.00
8.90 SAND 0.00 36.00 30.00 0.00
19.90 SAND 0.00 36.00 30.00 0.00
19.90 SAND 0.00 78.00 44.00 0.00
24.90 SAND 0.00 78.00 44.00 0.00
24.90 CLAY 0.00 68.00 0.00 0.00
29.90 CLAY 0.00 68.00 0.00 0.00
29.90 SAND 0.00 55.00 36.00 0.00
34.90 SAND 0.00 55.00 36.00 0.00
34.90 CLAY 0.00 65.00 0.00 0.00
39.90 CLAY 0.00 65.00 0.00 0.00
39.90 CLAY 0.00 52.00 0.00 0.00
59.90 CLAY 0.00 52.00 0.00 0.00
59.90 CLAY 0.00 68.00 0.00 0.00
64.90 CLAY 0.00 68.00 0.00 0.00
64.90 CLAY 0.00 61.00 0.00 0.00
92.90 CLAY 0.00 61.00 0.00 0.00
MAXIMUM MAXIMUM UNDISTURB REMOLDED
UNIT UNIT SHEAR SHEAR BLOW UNIT SKIN UNIT END
FRICTION BEARING STRENGTH STRENGTH COUNT FRICTION BEARING
KSF KSF KSF KSF KSF KSF
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.30 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.30 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 10.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 10.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 4.90 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 4.90 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 2.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 2.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 8.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 8.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 2.90 0.00 0.00 0.00 0.00
Page 3
HP12x53_EB2-C+.ap7o
0.10E+08* 0.10E+08* 2.90 0.00 0.00 0.00 0.00
* MAXIMUM UNIT FRICTION AND/OR MAXIMUM UNIT BEARING
WERE SET TO BE 0.10E+08 BECAUSE THE USER DOES NOT
PLAN TO LIMIT THE COMPUTED DATA.
LRFD FACTOR LRFD FACTOR
ON UNIT ON UNIT
DEPTH FRICTION BEARING
FT.
0.00 1.000 1.000
4.90 1.000 1.000
4.90 1.000 1.000
8.90 1.000 1.000
8.90 1.000 1.000
19.90 1.000 1.000
19.90 1.000 1.000
24.90 1.000 1.000
24.90 1.000 1.000
29.90 1.000 1.000
29.90 1.000 1.000
34.90 1.000 1.000
34.90 1.000 1.000
39.90 1.000 1.000
39.90 1.000 1.000
59.90 1.000 1.000
59.90 1.000 1.000
64.90 1.000 1.000
64.90 1.000 1.000
92.90 1.000 1.000
1
**********************
* COMPUTATION RESULT *
**********************
**********************
* FED. HWY. METHOD *
**********************
PILE TOTAL SKIN END ULTIMATE
PENETRATION FRICTION BEARING CAPACITY
Page 4
HP12x53_EB2-C+.ap7o
FT. KIP KIP KIP
0.00 0.0 0.1 0.1
1.00 0.0 0.1 0.1
2.00 0.0 0.2 0.2
3.00 0.0 0.3 0.3
4.00 0.0 0.4 0.4
5.00 0.0 0.4 0.4
6.00 0.0 0.4 0.4
7.00 0.0 0.4 0.4
8.00 0.0 0.6 0.6
9.00 0.9 0.7 1.6
10.00 2.3 0.9 3.2
11.00 3.4 1.1 4.5
12.00 4.6 1.3 5.9
13.00 5.8 1.3 7.2
14.00 7.1 1.4 8.5
15.00 8.5 1.4 9.9
16.00 9.9 1.4 11.3
17.00 11.4 1.4 12.8
18.00 12.9 6.0 18.9
19.00 14.6 12.2 26.8
20.00 16.2 18.9 35.1
21.00 19.4 26.1 45.5
22.00 24.2 33.7 57.9
23.00 29.3 35.4 64.7
24.00 34.8 30.9 65.6
25.00 40.6 25.9 66.5
26.00 72.6 20.5 93.1
27.00 130.8 14.6 145.4
28.00 189.0 9.7 198.7
29.00 247.1 9.9 257.0
30.00 305.3 10.0 315.3
31.00 337.0 10.3 347.2
32.00 342.2 10.5 352.8
33.00 347.6 9.9 357.5
34.00 353.2 8.9 362.1
35.00 358.9 7.9 366.8
36.00 376.1 6.8 382.9
37.00 404.6 5.7 410.3
38.00 433.1 4.4 437.5
39.00 461.5 3.8 465.4
40.00 489.8 3.3 493.1
41.00 509.7 2.8 512.6
42.00 521.4 2.3 523.7
43.00 533.0 1.9 534.9
44.00 544.6 1.9 546.5
45.00 556.2 1.9 558.1
Page 5
HP12x53_EB2-C+.ap7o
**********************
* ARMY CORPS METHOD *
**********************
PILE TOTAL SKIN END ULTIMATE
PENETRATION FRICTION BEARING CAPACITY
FT. KIP KIP KIP
0.00 0.0 0.1 0.1
1.00 0.0 0.2 0.2
2.00 0.0 0.4 0.4
3.00 0.0 0.5 0.5
4.00 0.0 0.5 0.5
5.00 0.0 0.5 0.5
6.00 0.0 0.5 0.5
7.00 0.0 0.5 0.5
8.00 0.0 0.7 0.7
9.00 0.9 0.9 1.8
10.00 2.9 1.2 4.1
11.00 5.2 1.5 6.6
12.00 7.6 1.7 9.3
13.00 10.1 1.8 12.0
14.00 12.8 1.9 14.7
15.00 15.6 2.0 17.6
16.00 18.6 2.1 20.7
17.00 21.7 2.2 23.8
18.00 24.9 4.6 29.5
19.00 28.2 8.0 36.1
20.00 31.5 11.6 43.1
21.00 36.2 15.4 51.7
22.00 42.6 19.6 62.2
23.00 49.4 20.9 70.3
24.00 56.7 19.0 75.7
25.00 64.4 16.9 81.3
26.00 82.9 14.6 97.5
27.00 112.0 11.9 123.9
28.00 141.1 9.8 150.9
29.00 170.1 10.0 180.1
30.00 199.2 10.1 209.4
31.00 217.7 10.3 228.0
32.00 225.7 10.5 236.2
33.00 234.0 9.8 243.8
34.00 242.4 8.8 251.2
35.00 251.2 7.7 258.9
36.00 262.7 6.6 269.4
37.00 277.0 5.6 282.6
38.00 291.2 4.4 295.6
Page 6
HP12x53_EB2-C+.ap7o
39.00 305.5 3.8 309.3
40.00 319.7 3.3 323.1
41.00 329.8 2.8 332.6
42.00 335.6 2.3 337.9
43.00 341.4 1.9 343.3
44.00 347.2 1.9 349.2
45.00 353.0 1.9 355.0
NOTES:
- AN ASTERISK IS PLACED IN THE END-BEARING COLUMN
IF THE TIP RESISTANCE IS CONTROLLED BY THE FRICTION
OF SOIL PLUG INSIDE AN OPEN-ENDED PIPE PILE.
*************************************************
* COMPUTE LOAD-DISTRIBUTION AND LOAD-SETTLEMENT *
* CURVES FOR AXIAL LOADING *
*************************************************
T-Z CURVE NO. OF DEPTH TO CURVE LOAD TRANSFER PILE MOVEMENT
NO. POINTS FT. PSI IN.
1 10 0.0000E+00
0.0000E+00 0.0000E+00
0.0000E+00 0.1000E-01
0.0000E+00 0.2000E-01
0.0000E+00 0.4000E-01
0.0000E+00 0.6000E-01
0.0000E+00 0.8000E-01
0.0000E+00 0.9000E-01
0.0000E+00 0.1000E+00
0.0000E+00 0.5000E+00
0.0000E+00 0.2000E+01
2 10 0.2475E+01
0.0000E+00 0.0000E+00
0.0000E+00 0.1000E-01
0.0000E+00 0.2000E-01
0.0000E+00 0.4000E-01
0.0000E+00 0.6000E-01
0.0000E+00 0.8000E-01
0.0000E+00 0.9000E-01
0.0000E+00 0.1000E+00
0.0000E+00 0.5000E+00
0.0000E+00 0.2000E+01
3 10 0.4858E+01
Page 7
HP12x53_EB2-C+.ap7o
0.0000E+00 0.0000E+00
0.0000E+00 0.1000E-01
0.0000E+00 0.2000E-01
0.0000E+00 0.4000E-01
0.0000E+00 0.6000E-01
0.0000E+00 0.8000E-01
0.0000E+00 0.9000E-01
0.0000E+00 0.1000E+00
0.0000E+00 0.5000E+00
0.0000E+00 0.2000E+01
4 10 0.4900E+01
0.0000E+00 0.0000E+00
0.0000E+00 0.3555E-01
0.0000E+00 0.6888E-01
0.0000E+00 0.1266E+00
0.0000E+00 0.1777E+00
0.0000E+00 0.2222E+00
0.0000E+00 0.4444E+00
0.0000E+00 0.6665E+00
0.0000E+00 0.1111E+01
0.0000E+00 0.4444E+01
5 10 0.6925E+01
0.0000E+00 0.0000E+00
0.0000E+00 0.3555E-01
0.0000E+00 0.6888E-01
0.0000E+00 0.1266E+00
0.0000E+00 0.1777E+00
0.0000E+00 0.2222E+00
0.0000E+00 0.4444E+00
0.0000E+00 0.6665E+00
0.0000E+00 0.1111E+01
0.0000E+00 0.4444E+01
6 10 0.8858E+01
0.0000E+00 0.0000E+00
0.5063E+00 0.3555E-01
0.8439E+00 0.6888E-01
0.1266E+01 0.1266E+00
0.1519E+01 0.1777E+00
0.1688E+01 0.2222E+00
0.1519E+01 0.4444E+00
0.1519E+01 0.6665E+00
0.1519E+01 0.1111E+01
0.1519E+01 0.4444E+01
7 10 0.8900E+01
0.0000E+00 0.0000E+00
0.1688E+00 0.1000E-01
0.3375E+00 0.2000E-01
0.6751E+00 0.4000E-01
Page 8
HP12x53_EB2-C+.ap7o
0.1013E+01 0.6000E-01
0.1350E+01 0.8000E-01
0.1519E+01 0.9000E-01
0.1688E+01 0.1000E+00
0.1688E+01 0.5000E+00
0.1688E+01 0.2000E+01
8 10 0.1443E+02
0.0000E+00 0.0000E+00
0.1665E+00 0.1000E-01
0.3331E+00 0.2000E-01
0.6662E+00 0.4000E-01
0.9993E+00 0.6000E-01
0.1332E+01 0.8000E-01
0.1499E+01 0.9000E-01
0.1665E+01 0.1000E+00
0.1665E+01 0.5000E+00
0.1665E+01 0.2000E+01
9 10 0.1986E+02
0.0000E+00 0.0000E+00
0.2887E+00 0.1000E-01
0.5775E+00 0.2000E-01
0.1155E+01 0.4000E-01
0.1732E+01 0.6000E-01
0.2310E+01 0.8000E-01
0.2599E+01 0.9000E-01
0.2887E+01 0.1000E+00
0.2887E+01 0.5000E+00
0.2887E+01 0.2000E+01
10 10 0.1990E+02
0.0000E+00 0.0000E+00
0.2887E+00 0.1000E-01
0.5775E+00 0.2000E-01
0.1155E+01 0.4000E-01
0.1732E+01 0.6000E-01
0.2310E+01 0.8000E-01
0.2599E+01 0.9000E-01
0.2887E+01 0.1000E+00
0.2887E+01 0.5000E+00
0.2887E+01 0.2000E+01
11 10 0.2243E+02
0.0000E+00 0.0000E+00
0.6317E+00 0.1000E-01
0.1263E+01 0.2000E-01
0.2527E+01 0.4000E-01
0.3790E+01 0.6000E-01
0.5054E+01 0.8000E-01
0.5686E+01 0.9000E-01
0.6317E+01 0.1000E+00
Page 9
HP12x53_EB2-C+.ap7o
0.6317E+01 0.5000E+00
0.6317E+01 0.2000E+01
12 10 0.2486E+02
0.0000E+00 0.0000E+00
0.2261E+01 0.1000E-01
0.4521E+01 0.2000E-01
0.9042E+01 0.4000E-01
0.1356E+02 0.6000E-01
0.1808E+02 0.8000E-01
0.2034E+02 0.9000E-01
0.2261E+02 0.1000E+00
0.2261E+02 0.5000E+00
0.2261E+02 0.2000E+01
13 10 0.2490E+02
0.0000E+00 0.0000E+00
0.6782E+01 0.3555E-01
0.1130E+02 0.6888E-01
0.1695E+02 0.1266E+00
0.2034E+02 0.1777E+00
0.2261E+02 0.2222E+00
0.2034E+02 0.4444E+00
0.2034E+02 0.6665E+00
0.2034E+02 0.1111E+01
0.2034E+02 0.4444E+01
14 10 0.2743E+02
0.0000E+00 0.0000E+00
0.2083E+02 0.3555E-01
0.3472E+02 0.6888E-01
0.5208E+02 0.1266E+00
0.6250E+02 0.1777E+00
0.6944E+02 0.2222E+00
0.6250E+02 0.4444E+00
0.6250E+02 0.6665E+00
0.6250E+02 0.1111E+01
0.6250E+02 0.4444E+01
15 10 0.2986E+02
0.0000E+00 0.0000E+00
0.1609E+02 0.3555E-01
0.2681E+02 0.6888E-01
0.4022E+02 0.1266E+00
0.4826E+02 0.1777E+00
0.5363E+02 0.2222E+00
0.4826E+02 0.4444E+00
0.4826E+02 0.6665E+00
0.4826E+02 0.1111E+01
0.4826E+02 0.4444E+01
16 10 0.2990E+02
0.0000E+00 0.0000E+00
Page 10
HP12x53_EB2-C+.ap7o
0.5363E+01 0.1000E-01
0.1073E+02 0.2000E-01
0.2145E+02 0.4000E-01
0.3218E+02 0.6000E-01
0.4290E+02 0.8000E-01
0.4826E+02 0.9000E-01
0.5363E+02 0.1000E+00
0.5363E+02 0.5000E+00
0.5363E+02 0.2000E+01
17 10 0.3243E+02
0.0000E+00 0.0000E+00
0.6558E+00 0.1000E-01
0.1312E+01 0.2000E-01
0.2623E+01 0.4000E-01
0.3935E+01 0.6000E-01
0.5246E+01 0.8000E-01
0.5902E+01 0.9000E-01
0.6558E+01 0.1000E+00
0.6558E+01 0.5000E+00
0.6558E+01 0.2000E+01
18 10 0.3486E+02
0.0000E+00 0.0000E+00
0.1367E+01 0.1000E-01
0.2733E+01 0.2000E-01
0.5466E+01 0.4000E-01
0.8199E+01 0.6000E-01
0.1093E+02 0.8000E-01
0.1230E+02 0.9000E-01
0.1367E+02 0.1000E+00
0.1367E+02 0.5000E+00
0.1367E+02 0.2000E+01
19 10 0.3490E+02
0.0000E+00 0.0000E+00
0.4100E+01 0.3555E-01
0.6833E+01 0.6888E-01
0.1025E+02 0.1266E+00
0.1230E+02 0.1777E+00
0.1367E+02 0.2222E+00
0.1230E+02 0.4444E+00
0.1230E+02 0.6665E+00
0.1230E+02 0.1111E+01
0.1230E+02 0.4444E+01
20 10 0.3743E+02
0.0000E+00 0.0000E+00
0.1019E+02 0.3555E-01
0.1699E+02 0.6888E-01
0.2548E+02 0.1266E+00
0.3057E+02 0.1777E+00
Page 11
HP12x53_EB2-C+.ap7o
0.3397E+02 0.2222E+00
0.3057E+02 0.4444E+00
0.3057E+02 0.6665E+00
0.3057E+02 0.1111E+01
0.3057E+02 0.4444E+01
21 10 0.3986E+02
0.0000E+00 0.0000E+00
0.8639E+01 0.3555E-01
0.1440E+02 0.6888E-01
0.2160E+02 0.1266E+00
0.2592E+02 0.1777E+00
0.2880E+02 0.2222E+00
0.2592E+02 0.4444E+00
0.2592E+02 0.6665E+00
0.2592E+02 0.1111E+01
0.2592E+02 0.4444E+01
22 10 0.3990E+02
0.0000E+00 0.0000E+00
0.8639E+01 0.3555E-01
0.1440E+02 0.6888E-01
0.2160E+02 0.1266E+00
0.2592E+02 0.1777E+00
0.2880E+02 0.2222E+00
0.2592E+02 0.4444E+00
0.2592E+02 0.6665E+00
0.2592E+02 0.1111E+01
0.2592E+02 0.4444E+01
23 10 0.4993E+02
0.0000E+00 0.0000E+00
0.4160E+01 0.3555E-01
0.6933E+01 0.6888E-01
0.1040E+02 0.1266E+00
0.1248E+02 0.1777E+00
0.1387E+02 0.2222E+00
0.1248E+02 0.4444E+00
0.1248E+02 0.6665E+00
0.1248E+02 0.1111E+01
0.1248E+02 0.4444E+01
24 10 0.5986E+02
0.0000E+00 0.0000E+00
0.4160E+01 0.3555E-01
0.6933E+01 0.6888E-01
0.1040E+02 0.1266E+00
0.1248E+02 0.1777E+00
0.1387E+02 0.2222E+00
0.1248E+02 0.4444E+00
0.1248E+02 0.6665E+00
0.1248E+02 0.1111E+01
Page 12
HP12x53_EB2-C+.ap7o
0.1248E+02 0.4444E+01
25 10 0.5990E+02
0.0000E+00 0.0000E+00
0.4160E+01 0.3555E-01
0.6933E+01 0.6888E-01
0.1040E+02 0.1266E+00
0.1248E+02 0.1777E+00
0.1387E+02 0.2222E+00
0.1248E+02 0.4444E+00
0.1248E+02 0.6665E+00
0.1248E+02 0.1111E+01
0.1248E+02 0.4444E+01
26 10 0.6243E+02
0.0000E+00 0.0000E+00
0.4160E+01 0.3555E-01
0.6933E+01 0.6888E-01
0.1040E+02 0.1266E+00
0.1248E+02 0.1777E+00
0.1387E+02 0.2222E+00
0.1248E+02 0.4444E+00
0.1248E+02 0.6665E+00
0.1248E+02 0.1111E+01
0.1248E+02 0.4444E+01
27 10 0.6486E+02
0.0000E+00 0.0000E+00
0.4160E+01 0.3555E-01
0.6933E+01 0.6888E-01
0.1040E+02 0.1266E+00
0.1248E+02 0.1777E+00
0.1387E+02 0.2222E+00
0.1248E+02 0.4444E+00
0.1248E+02 0.6665E+00
0.1248E+02 0.1111E+01
0.1248E+02 0.4444E+01
28 10 0.6490E+02
0.0000E+00 0.0000E+00
0.4160E+01 0.3555E-01
0.6933E+01 0.6888E-01
0.1040E+02 0.1266E+00
0.1248E+02 0.1777E+00
0.1387E+02 0.2222E+00
0.1248E+02 0.4444E+00
0.1248E+02 0.6665E+00
0.1248E+02 0.1111E+01
0.1248E+02 0.4444E+01
29 10 0.7893E+02
0.0000E+00 0.0000E+00
0.4160E+01 0.3555E-01
Page 13
HP12x53_EB2-C+.ap7o
0.6933E+01 0.6888E-01
0.1040E+02 0.1266E+00
0.1248E+02 0.1777E+00
0.1387E+02 0.2222E+00
0.1248E+02 0.4444E+00
0.1248E+02 0.6665E+00
0.1248E+02 0.1111E+01
0.1248E+02 0.4444E+01
30 10 0.9286E+02
0.0000E+00 0.0000E+00
0.4160E+01 0.3555E-01
0.6933E+01 0.6888E-01
0.1040E+02 0.1266E+00
0.1248E+02 0.1777E+00
0.1387E+02 0.2222E+00
0.1248E+02 0.4444E+00
0.1248E+02 0.6665E+00
0.1248E+02 0.1111E+01
0.1248E+02 0.4444E+01
TIP LOAD TIP MOVEMENT
KIP IN.
0.0000E+00 0.0000E+00
0.1211E+00 0.1111E-01
0.2422E+00 0.2222E-01
0.4844E+00 0.4444E-01
0.9688E+00 0.2888E+00
0.1453E+01 0.9332E+00
0.1744E+01 0.1622E+01
0.1938E+01 0.2222E+01
0.1938E+01 0.3333E+01
0.1938E+01 0.4444E+01
LOAD VERSUS SETTLEMENT CURVE
****************************
TOP LOAD TOP MOVEMENT TIP LOAD TIP MOVEMENT
KIP IN. KIP IN.
0.8333E+00 0.7499E-03 0.1090E-02 0.1000E-03
0.8348E+01 0.7504E-02 0.1090E-01 0.1000E-02
0.4288E+02 0.3832E-01 0.5450E-01 0.5000E-02
Page 14
HP12x53_EB2-C+.ap7o
0.8590E+02 0.7680E-01 0.1090E+00 0.1000E-01
0.3360E+03 0.3221E+00 0.4954E+00 0.5000E-01
0.4789E+03 0.4985E+00 0.5945E+00 0.1000E+00
0.5449E+03 0.9654E+00 0.1127E+01 0.5000E+00
0.5452E+03 0.1466E+01 0.1481E+01 0.1000E+01
0.5456E+03 0.2466E+01 0.1866E+01 0.2000E+01
Page 15
16-Nov-2017Kleinfelder Southeast Inc GRLWEAP Version 2010HP 12x53 - EB2-
16-Nov-2017Kleinfelder Southeast Inc GRLWEAP Version 2010HP 12x53 - EB2-
Com
pre
ssiv
e S
tress (
ksi)
0
10
20
30
40
50
Tensio
n S
tress (
ksi)
0
10
20
30
40
50
Blow Count (bl/ft)
Ultim
ate
Capacity (
kip
s)
0 100 200 300 400 500 6000
200
400
600
800
1000
Blow Count (bl/ft)
Str
oke
(ft
)
0 100 200 300 400 500 6000
4
8
12
16
20
DELMAG D 19-32
Ram Weight 4.00 kipsEfficiency 0.800Pressure 1580 (100%) psi
Helmet Weight 1.90 kipsHammer Cushion 60155 kips/inCOR of H.C. 0.800
Skin Quake 0.100 inToe Quake 0.200 inSkin Damping 0.200 s/ftToe Damping 0.150 s/ft
Pile LengthPile PenetrationPile Top Area
45.00 45.00 15.50
ft ft in2
Pile ModelSkin FrictionDistribution
Res. Shaft = 100 %(Proportional)
Kleinfelder Southeast Inc 16-Nov-2017HP 12x53 - EB2- GRLWEAP Version 2010
Maximum Maximum Ultimate Compression Tension Blow Capacity Stress Stress Count Stroke Energy
kips ksi ksi bl/ft ft kips-ft
360.0 40.53 2.74 79.6 9.21 19.56 380.0 41.13 2.98 90.5 9.33 19.82 400.0 41.87 3.10 103.3 9.51 20.15 420.0 42.46 3.10 120.6 9.66 20.32 440.0 43.17 2.68 140.4 9.86 20.67 460.0 43.75 2.16 167.6 10.01 20.93 480.0 44.61 1.55 197.6 10.26 21.45 500.0 45.15 1.06 248.1 10.41 21.70 520.0 45.87 0.77 313.1 10.61 22.15 540.0 45.99 0.65 467.6 10.61 22.07
1.788
1,312 1,322 1,332 1,342 1,352 1,362 1,372 1,382 1,392 1,402 1,412140
144
148
152
156
160
164
168
Color Name Unit Weight(pcf)
Cohesion'(psf)
Phi'(°)
Clay 1 - 1 94 400 0
Clay 2 - 1 132 10,000 0
Clay 3 - 1 120 3,900 0
Clay 4 - 1 130 7,900 0
Clay 5 - 1 140 10,000 0
Clay 1 - 2 94 300 0
Sand 1 - 2 95 0 29
Sand 2 - 2 98 0 30
Sand 3 - 2 140 0 45
Rip Rap 130 0 40
Sykes Pond Road Slope Stability Name: SLOPE/W AnalysisMethod: Morgenstern-PriceDate: 11/3/2017
SLOPE/W Analysis
Report generated using GeoStudio 2016. Copyright © 1991-2016 GEO-SLOPE International Ltd.
File Information File Version: 8.16 Created By: Benjamin Johnson Last Edited By: Benjamin Johnson Revision Number: 15 Date: 11/3/2017 Time: 9:23:20 AM Tool Version: 8.16.1.13452 File Name: EB2 Slope Stability.gsz Directory: W:\share\_GEOTECHNICAL\Projects\Active Projects\20172735.001A MoffattNichol_Sykes Pond\2.7 Calculations and Analyses\ Last Solved Date: 11/16/2017 Last Solved Time: 10:44:04 AM
Project Settings Length(L) Units: Feet Time(t) Units: Seconds Force(F) Units: Pounds Pressure(p) Units: psf Strength Units: psf Unit Weight of Water: 62.4 pcf View: 2D Element Thickness: 1
Analysis Settings
SLOPE/W Analysis Kind: SLOPE/W Method: Morgenstern-Price Settings
Side Function Interslice force function option: Half-Sine
PWP Conditions Source: Piezometric Line Apply Phreatic Correction: No Use Staged Rapid Drawdown: No
Slip Surface Direction of movement: Right to Left Use Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Resisting Side Maximum Convex Angle: 1 ° Driving Side Maximum Convex Angle: 5 ° Optimize Critical Slip Surface Location: No Tension Crack
Tension Crack Option: (none) F of S Distribution
F of S Calculation Option: Constant Advanced
Number of Slices: 30 F of S Tolerance: 0.001 Minimum Slip Surface Depth: 0.1 ft Search Method: Root Finder Tolerable difference between starting and converged F of S: 3 Maximum iterations to calculate converged lambda: 20 Max Absolute Lambda: 2
Materials
Clay 1 - 1 Model: Mohr-Coulomb
Unit Weight: 94 pcf Cohesion': 400 psf Phi': 0 ° Phi-B: 0 ° Pore Water Pressure
Piezometric Line: 1
Clay 2 - 1 Model: Mohr-Coulomb Unit Weight: 132 pcf Cohesion': 10,000 psf Phi': 0 ° Phi-B: 0 ° Pore Water Pressure
Piezometric Line: 1
Clay 3 - 1 Model: Mohr-Coulomb Unit Weight: 120 pcf Cohesion': 3,900 psf Phi': 0 ° Phi-B: 0 ° Pore Water Pressure
Piezometric Line: 1
Clay 4 - 1 Model: Mohr-Coulomb Unit Weight: 130 pcf Cohesion': 7,900 psf Phi': 0 ° Phi-B: 0 ° Pore Water Pressure
Piezometric Line: 1
Clay 5 - 1 Model: Mohr-Coulomb Unit Weight: 140 pcf Cohesion': 10,000 psf Phi': 0 ° Phi-B: 0 ° Pore Water Pressure
Piezometric Line: 1
Clay 1 - 2 Model: Mohr-Coulomb Unit Weight: 94 pcf Cohesion': 300 psf Phi': 0 ° Phi-B: 0 ° Pore Water Pressure
Piezometric Line: 1
Sand 1 - 2 Model: Mohr-Coulomb Unit Weight: 95 pcf Cohesion': 0 psf Phi': 29 ° Phi-B: 0 ° Pore Water Pressure
Piezometric Line: 1
Sand 2 - 2 Model: Mohr-Coulomb Unit Weight: 98 pcf Cohesion': 0 psf Phi': 30 ° Phi-B: 0 ° Pore Water Pressure
Piezometric Line: 1
Sand 3 - 2 Model: Mohr-Coulomb Unit Weight: 140 pcf Cohesion': 0 psf Phi': 45 ° Phi-B: 0 ° Pore Water Pressure
Piezometric Line: 1
Rip Rap Model: Mohr-Coulomb Unit Weight: 130 pcf Cohesion': 0 psf Phi': 40 ° Phi-B: 0 ° Pore Water Pressure
Piezometric Line: 1
Slip Surface Entry and Exit Left Projection: Range Left-Zone Left Coordinate: (1,370.05, 151.82) ft Left-Zone Right Coordinate: (1,398.5993, 159.1168) ft Left-Zone Increment: 20 Right Projection: Range Right-Zone Left Coordinate: (1,400.04, 159.55622) ft Right-Zone Right Coordinate: (1,411, 164.32) ft Right-Zone Increment: 20 Radius Increments: 20
Slip Surface Limits Left Coordinate: (1,312, 163.37) ft Right Coordinate: (1,411.01, 162.32) ft
Piezometric Lines
Piezometric Line 1
Coordinates
X (ft) Y (ft)
Coordinate 1 1,312 162.38
Coordinate 2 1,313 162.38
Coordinate 3 1,323.79 156.45
Coordinate 4 1,342.5679 156.33613
Coordinate 5 1,381.0509 156.12204
Coordinate 6 1,398 156
Coordinate 7 1,410 162.32
Coordinate 8 1,411.01 162.32
Points
X (ft) Y (ft)
Point 1 1,312 163.37
Point 2 1,312.0016 164.38
Point 3 1,313.5 164.38
Point 4 1,325 158
Point 5 1,323.79 156.45
Point 6 1,313 162.38
Point 7 1,312 162.38
Point 8 1,312 140
Point 9 1,411.01 139.99
Point 10 1,411.01 162.32
Point 11 1,410 162.32
Point 12 1,398 156
Point 13 1,396.95 157.97
Point 14 1,409.32 164.32
Point 15 1,411 164.32
Point 16 1,323.1975 159
Point 17 1,340 158.01
Point 18 1,342.04 157.05
Point 19 1,345.02 153.02
Point 20 1,360.81 148.16
Point 21 1,385.45 157.92
Point 22 1,399.31 159.18148
Point 23 1,342.5679 156.33613
Point 24 1,380.8651 156.1039
Point 25 1,312 141.96
Point 26 1,411 143.52
Point 27 1,312 147.36
Point 28 1,411 154.6
Point 29 1,312 152.01
Point 30 1,348.75 151.87194
Point 31 1,312 157.27
Point 32 1,322.36 157.2359
Point 33 1,360.83 147.68067
Point 34 1,360.8654 142.73
Point 35 1,360.86 139.99507
Point 36 1,375.01 153.78467
Point 37 1,398.9752 154.32759
Point 38 1,411.0044 158.38
Point 39 1,402.45 158.34367
Regions
Material Points Area (ft²)
Region 1 Rip Rap 1,2,3,16,4,5,32,6,7 27.544
Region 2 Rip Rap 12,13,22,14,15,10,11,39 32.357
Region 3 Clay 5 - 1 25,8,35,34 114.7
Region 4 Clay 4 - 1 25,34,33,27 252.81
Region 5 Clay 3 - 1 27,33,20,30,29 192.56
Region 6 Clay 2 - 1 32,31,29,30,19,23,18,17,16,4,5 189.41
Region 7 Clay 1 - 1 6,7,31,32 29.042
Region 8 Sand 3 - 2 34,35,9,26 157.07
Region 9 Sand 2 - 2 28,37,36,20,33,34,26 509.58
Region 10 Clay 1 - 2 36,37,28,38,39,12,13,22,21,24 119.24
Region 11 Sand 1 - 2 10,11,39,38 18.86
Current Slip Surface Slip Surface: 432 F of S: 1.788 Volume: 258.79001 ft³ Weight: 25,954.144 lbs Resisting Moment: 277,228.27 lbs-ft Activating Moment: 155,079.18 lbs-ft Resisting Force: 7,933.1026 lbs Activating Force: 4,436.6019 lbs F of S Rank (Analysis): 1 of 9,261 slip surfaces F of S Rank (Query): 1 of 9,261 slip surfaces Exit: (1,370.05, 151.82) ft Entry: (1,411, 164.32) ft Radius: 30.84844 ft Center: (1,384.0404, 179.31354) ft
Slip Slices
X (ft) Y (ft) PWP (psf)
Base Normal
Stress (psf)
Frictional Strength
(psf)
Cohesive
Strength (psf)
Slice 1 1,370.67 151.52172 290.66362 321.21135 17.636743 0
Slice 2 1,371.91 150.95821 325.39632 415.3901 51.957931 0
Slice 3 1,373.15 150.45897 356.11833 501.76526 84.089295 0
Slice 4 1,374.39 150.02071 383.03523 579.43496 113.39144 0
Slice 5 1,375.7419 149.61197 408.0715 651.68052 140.64773 0
Slice 6 1,377.2057 149.24114 430.70298 715.59725 164.48378 0
Slice 7 1,378.6694 148.94536 448.65172 765.13338 182.72077 0
Slice 8 1,380.1332 148.72244 462.05388 800.40271 195.34579 0
Slice 9 1,380.889 148.62651 467.77756 814.33069 200.08254 0
Slice 10 1,380.9819 148.61718 468.32746 817.74424 201.73587 0
Slice 11 1,381.7841 148.55651 471.75952 850.27449 218.53572 0
Slice 12 1,383.2505 148.48394 475.62919 901.33606 245.78198 0
Slice 13 1,384.7168 148.48124 475.13892 939.63752 268.17839 0
Slice 14 1,386.1688 148.54704 470.38025 944.41895 273.68637 0
Slice 15 1,387.6063 148.68043 461.41099 918.5948 263.95519 0
Slice 16 1,389.0438 148.88227 448.17035 885.66969 252.59036 0
Slice 17 1,390.4813 149.15394 430.57236 846.72603 240.26643 0
Slice 18 1,391.9188 149.49735 408.49764 802.646 227.56166 0
Slice
19
1,393.35
63 149.91503 381.78888 754.06776 214.93531 0
Slice
20
1,394.79
38 150.41019 350.24464 701.35567 202.71405 0
Slice
21
1,396.23
13 150.98693 313.61057 644.57908 191.08476 0
Slice
22
1,397.47
5 151.5503 277.89726 630.36698 203.49849 0
Slice 23 1,398.4876 152.06285 261.70259 622.83359 208.49908 0
Slice 24 1,399.1426 152.41534 261.23291 593.72448 191.9641 0
Slice 25 1,400.041 152.95307 257.20525 574.32975 183.09192 0
Slice 26 1,401.5031 153.89911 246.22175 547.94724 174.20129 0
Slice 27 1,402.3421 154.48096 237.48597 492.96534 0 300
Slice 28 1,403.1553 155.11773 224.47882 466.50319 0 300
Slice 29 1,404.566 156.30416 196.80626 413.63304 0 300
Slice 30 1,405.9767 157.6475 159.34233 345.71289 0 300
Slice 31 1,407.3415 159.12272 112.14238 354.8883 134.55626 0
Slice 32 1,408.6605 160.75887 53.393385 276.09672 123.44647 0
Slice 33 1,409.4955 161.89033 10.231159 209.49044 110.45122 0
Slice 34 1,409.8355 162.39758 -10.247447 142.56699 119.62791 0
Slice 35 1,410.5 163.48422 -72.647442 60.093623 50.424537 0
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