US Army Corps of Engineers Lower Mississippi Valley Division
TECHNICAL REPORT NO. 1
E-99 SHEET PILE WALL FIELD LOAD TEST REPORT
u.s.
ARMY ENGINEER DIVISION LOWER MISSISSIPPI VALLEY P.O. BOX 80, VICKSBURG, MS 39180
"'~.
d'
nt
3"'-
L .
. •
JJncl~SB1f1 ed SECURITY CLASSliCATION OF THIS PAGE
I
Form Approved OMBNo 0704·0'88 Exp. O.re . lun 30. , 986
REPORT DOCUMENTATION PAGE la. REPORT SECURITY CLASSIFICATION
1b. RESTRICTIVE MARKINGS
Unclassified 2a. SECURITY CLASSIFICATION AUTHORITY
i
I 1
Approved for public release; distribution unlimited.
2b. DECLASSIFICATION I DOWNGRADING SCHEDULE 4. PERFORMING ORGANIZATION REPORT NUMBER(S)
S. MONITORING ORGANIZATION REPORT NUMBER(S)
Technical Report No. 1
) I
3. DISTRIBUTION/AVAILABILITY OF REPORT
6a. NAME OF PERFORMING ORGANIZATION
US Army Engineer Division, Lower Mississippi Valley
6b. OFFICE SYMBOL
6c. ADDRESS (City, St.te, .nd ZIP Code)
PO Box 80 Vicksburg, MS
7a. NAME OF MONITORING ORGANIZATION
(If .pplic.ble) 7b. ADDRESS (City, Srate, .nd ZIP Code)
39180-0080
Sa. NAME OF FUNDING I SPONSORING
8b. OFFICE SYMBOL (If applicable)
ORGANIZA TlON
9. PROCUREMENT INSTRUMENT IDENTIFICATION NUMBER
US Army Corps of Engineers 8e. ADDRESS (City, St.te,
.nd ZIP Code)
Washington, DC
10. SOURCE OF FUNDING NUMBERS PROGRAM ELEMENT NO.
20314-1000
TASK NO.
PROJECT NO.
WORK UNIT ACCESSION NO.
11. TITLE (Include Security Classification)
E-99 Sheet Pile Wall, Field Load Test Report 12. PERSONAL AUTHOR(S)
Jackson, Richard B.
r3b..
13a. TYP! OF REPORT
Fina
TIME COVERED FROM TO
report
14. DATE OF REPORT (Year, Month, Day)
June 1988
r
S. PAGE COUNT
85
16. SUPPLEMENTARY NOTATION
17.
18. ~UBJi'eich loaded test '·:1 . ., ",,", .. .~:.
j:,':j,
'.
pile was therefore near the geometric axis of' the sneet' pUe section..
Some
horizontal strain (and
the~efore
bending) was also recorded by the F6H strain
gages (see Plate 14 for locations of the F6H gages). Piezometer Readings Ali of the floods ide and some of the landside piezometric data obtained by contract surveyor during the test are considered unreliable.
However, uti-
lizing some reliable lands ide readings and independent Government piezometer readings made at Sta 100+75 on 3 September 1985, the 1andside piezometric level likely varied from el 4.0 to 5.0 during the test.
The f100dside piezo-
meter readings made at Sta 100+75 on 3 September 1985 indicated that the f100dside piezometric level in the foundation above the tip of the sheet pile was near the ponded- water level (el 14.5).
Therefore, for test wall analysis
purposes, it was assumed that the f100dside piezometric level was equal to the ponded water level (head) and that the lands ide piezometric level was between el 4.0 and 5.0. V.
Analysis of Test Data
Although the test wall was not loaded to "failure," i.e., structural failure of the steel sheet piling or overturning of the wall, the plot in Plate 23 indicates failure may have been imminent as the head on the wall approached and exceeded 8 ft.
The deflection and rebound data in Plate 23, which are
similar to a bearing pile load
s~ttlement
curve, indicate that beyond 6 ft of
head, the wall deflections are "plastic" and nonrecoverable.
Table 1 below
summarizes the maximum lateral deflections at the top of the pile and moments experienced in the test piles before the test section was drained. Table 1
Test Pile A 'B C
D
Head (ft) 8.3 8.1 7.8 7.8
Lateral ,Deflection (in.) 8 6 4 4
Maximum Stress (!l Z l-
10
110
100
90
80
70
60
SLOPE INCLINOMETER AND STRAIN GAGES ATTACHED TO SHEET PILE TEST WALL FOUR LOCA TIONS, S,EE PLAN VIEW IN PLA TE 2
50
:L
40
30
i=
«
o
> w
10
0
TOP OF SIDE (TIE-BACK) WALL EL 15.5)
17.3
~
SLOPE INCLINOMETERS
W
30
BAYOU SIDE
--
v
SEMICOMPACTED FILL
f
PIEZOMETER TIPS
-I
20
12'
CROSS SECTION STA 101+00
v
10
~N~S~~ _ _ .L_~::.' :_~J
Ll.
z o
20
EL -9.5
-10
-------- - E L -16.5
-20
- - - - - - - - " " " - - LINE OF MINIMUMEMBEDMENT FOR SIDE (TIE-BACK) SECTION A-A
WALLS
NOT TO SCALE
v
SHEET PI LE WALL LOAD TEST SECTION
f
PZ - 27 SHEETPILE
16d NAIL THROUGH SHEET PILE BENT OVER
I
DRILL NAIL HOLE THROUGH SHEET PILE EVERY 3'-0" EL 17.3
10 MIL BLACK PVC SHEET WETSIDE
DRY SIDE
2'-0"
,
~,
"
~:XCA V~ T~
h
AND BACKFILL
OVER PVC
SECTION B-B SHEETPI LE WALL LOAD TEST SECTION 8-8
PLATE 5
Itll'
BOR. C-U LOCRTION ~I£l
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rr
L.S. Dr tIL
SHEAR STRENGTH TONS I son
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srA 100.n 20
~o
eo
60
100
120
\40
0
0.1
0.2
0.3
o.~
0.5
0.6
0.7
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WET DENSJTY LI I cun 100 120 ao
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PLASTICITY CHART
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SHEAR STRENGTH DATA
i
-9 C
£lfV£UIr£ 110.
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TYPE
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INSTRUMENTATION INSTALLATION BORING: C-U LOCATION
PLATE 6
-------------~~.'~~--....,.-.
BORCA STA 100+25 72 FT lS OF C/l POTATO RIDGE 18 JAN 1985 GROUND El 5.8 10 r-
.!U!.JU ~ 64
12 .
0
PJNct,rt,O,. }] .I.ra.
H~ 43
0
BOR FA STA 101+65 64 FT lS OF lEV. 15 JAN 85 GROUND El 8.3
~
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BOR F STA 101+75 64 FT lS OF C/l JAN 81985 GROUND El 8.3
INSTRUMENTATION INSTALLATION GENERAL BORINGS
PERCENT TE:>
BOR. F-U ITA .. "
101.'IS 20
L.S. IW elL
40
60
80
100
120
WET DENSITY
SHERR STRENGTH
WRTER CONTENT ,. WRTER. DRY WE I GHT 140
a
0.1
0.2
TONS I SQfT 0.3 0.4 a .S 0.6
0.7
0.8
LB I CUfT I 100 Il0 80
60
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[)AI~
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NORMRL STRESS
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NO.
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EL 6.7 2.9 -8.4 -17.0
TYPE
a a a a
ST~£NOTH
ell 0 0 0 0
CtASS
C - TSI'
0.14 0.06 0.13 0.26
CH CH CH CH
I,
!
CONSOLIDATION- OATA
o· luel UllCIIIWIIIED U,.,IUIIDII TUT
-12'0
I
• • I a I UllClIIIILlDAfrO • U.... IIlfO Ittrlltl TUT - III CDIIIlILlOIIfEO - UIIDIIIIIIlfO 1111:111 TUT
• 1.1 CDlllILlDllfrO • 011111.0 IN[IIII TUT
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INSTRUMENTATION INSTALLATION BORING: F-U
PLATE 8
SHEAR STRENGTH, LB/SO FT
o
200
400
WET DENSITY, LB/CU FT
10
L..
r -
-
I\.-
> ~ -10
.
Iu. 20
~ -20 w ..... w -30
EL -5.0
• \', \' .
0 ......
\
C= 500
•
0
•
'J,
EL -29.0
C= 550
\'
-40 I-
\'.
-50
ITI
~
76.7
-+-0
C= 500 •
~
I-
EL -19.0
\\
~
130
o
Y SAT = 104
Y SAT = 106
0
EL -14.0
,\
r
120
-T - - , - , - - - ,
~~YSAT.107 o
'\'
'"'0
-,
0
EL -1.0
\
i=
01
0
"'~ ,QIC= 350
0
1
Il; = ;'!UU DESIGN STRENGTH LINE
o l-
110
100
800
600
20
010 100
-:JO
Y SAT = 104
Y SAT = 101
Y SAT = 100
EL-44.0
LEGEND •
a-TEST
o
UCT
SHEET PI LE WALL LOAD TEST DESIGN STRENGTHS
--
DISTANCE, FT
360
340
320
300
280
260
I
1
I
T
I
I
240
220
200
180
160
I
I
T
I
140
120
100
80
I
1
VERT2 lON3 EL 14.5
.---.
"""-
1 VE~TI I .~O''EL 15.5
~~_
j""A L.W.P. EL- 1.0
.---.
,,
,
J'./ION3 .~
,,
,
.~'• .Ji=-r-EL -5.0"
,
I®/
,,
,,
,
,,
o
20
40
60
1
EL -14.0 EL -19.0
,/
-
20
-
o' o > C)
_
z
-20
lLl.
EL -29.0
z· o
~
-
-40
_
-60
EL -82.0
-
-80
EL -100.0
_
-100
EL-44.0
> w
EL -51.0 EL-6ao
110.0 110.0
YE~T.
2
VE~T. I
62.0
0.0
110.0
400.0
VERT. 2
0.0'
BOlTOn OF STRRwn VE~T. I
0.0
YERT. 2
RNGLE OED
0.0
0.0
1400.0
400.0
400.0
0.0
400.0
0.0
110.0
400.0
400.0
400.0
100.0
100.0
350.0
350.0
350.0
350.0
0.0
38.0
38.0
350.0
350.0
350.0
350.0
0.0
40.0
38.0
450.0
450.0
450.0
1450.0
0.0
CH CH CH
28.0
28.0
300.0
200.0
300.0
200.0
0.0
34.0
34.0
550.0
350.0
550.0
350.0
0.0
38.0
38.0
550.0
500.0
550.0
500.0
0.0
I1L
55.0
55.0
200.0
200.0
200.0
200.0
15.0
CH CH CH CH
43.0
43.0
600.0
600.0
liOO .0
600.0
0.0
40.0
40.0
950.0
800.0
950.0
800.0
0.0
38.0
38.0
1050.0
900.0
1050.0
900.0
0.0
43.0
43.0
1000.0
1000.0
1000.0
;000.0
0.0
oJ
w
EL -69.0
RSSunEO
RESISTING FORCES
DRIVING
SUI1I1ATIO~
I~FR~!~L~UR~E~~5~U~RF~R~C~E~----~----~lr------r---~F~0~RrCE~S~---t__~O~F~F~OTR~C~E~S--~
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I
SHEET PILE WALL LOAD TEST STABILITY ANALYSIS
PLATE 10
- - - - - - - - - - - - - - - - - - - - - - - - - -........""""""'."".= .. -~ ... ~.-~. ..~---~--.---.
. - - - - - -..
-~~----.-----~-----.
--~-
-.--.----~.------------.~-.
HORIZONTAL DISTANCE, FT
40 20
30
20
10
o
10
20
30
40
I
I
I
I
I
I
I
I
EL +14.5
V
-
10
~ ~
-
EL4.0
EL +6.5
104 0
~"'.(""""'"
'Y' = 42
0 -
LL
EL-1.0
I/> = 0°
EL -5.0
'Y' = 45 C= 500
Z 0
-10
...J
-
w
C= 350
-'-
""tI
--I
m
-20
"-
-30
....
(CHI
'Y' = 42
C=500
r-
(CHI
1/>= 0°
EL -14.0 TIP EL -16.5
):>
I/> = 0°
'Y' = 44
~
MAX LEVEL
'Y=
CJ Z l-
-
(CHI
I/> = 0°
SHEET PI LE WALL LOAD TEST GROUND PROFILE AND SOIL STRATIFICATION
-
~-~
TOP -EL+16.5
t=r- ....-
u..
16
EL +14.5
N
-I-
PROTECTED SIDE
FLOOD SIDE
10
~
"
6
c
I'
i
> z
0
'u.."
t-
Il.
I-
0
C')
z·
!"I
w -I ii:
0 j: 04:
,I
,'I li:11 ii·
> W
I!';
W
'I:
l-
-6
W W
..J
::z:: CI.I ......
Ii;! ' I",
iil
V'NCLINOMETER TUBE -INSTALL ON SIDE WITH L' 4 "P" (PROTECTED SIDE) GAGES
N
I
N 1
a..
-10
II
'I
I Ii I
-16
- ......
1 FT_ L -
l.-
TIP EL -16.5
i:
'I -20
II ,I
"I
I
SHEET P! LE WALL LOAD TEST TEST PI LE INCLINOMETER
PLATE 12
PZ-27 STEEL SHEET PILE
PROTECTED SIDE
2"X2"X 1/4" STRUCTURAL TUBING
~ OF PZ-27 WEB,,\
~--WELD
FLOOD SIDE SHEET PI LE WALL. LOAD TEST INCLINOMETER TUBE DETAILS
PLATE 13
. ..L . _______-------------------
TOP WALL EL + 17.3 15
PILE A
MAX LEVEL
~
EL + 14.5
(SR-4 STRAIN GAGE
10
PROTECTED SIDE
AF1
FLOOD SIDE
I-
.,.u. 1 FT 5
AF2
I-
u.
AP1 AF3
N
I-
u.
l-
u.
AF4
N
CD
0
> z
C)
AF5
0
AP2
I-
AF6
u.
z
I-
i= > w
It)
u.
0
«
AF7
-
N
I-
u.
-5
AP3
..J
AF8
"F6" GAGE TO MEASURE STRAIN IN BOTH DIRECTIONS
N
IU.
W
AF9
I-
N
I-
u.
u.
CD
AF10
-10
N
I-
u.
AP4
AF11
N
I-
u.
l-
u.
-15
AF12
N
I-
It)
u.
M
TIP EL- 16.5
-20 "A" INSTRUMENTED PILE-STA 100+25 "8" INSTRUMENTED PILE-STA 100+75 "C" INSTRUMENTED PILE STA 101+25 "0" INSTRUMENTED PILE STA 101+75
SHEET PI LE WALL LOAD TEST STRAIN GAGE LOCATIONS
PLATE 14
GAGE COVER - PROTECTED SIDE 3X1/8" STEEL PLATE WELDED TO 1/2" ~ STEEL RODS. EXTENDS FROM 1 FT ABOVE GAGE 1 TO 2 FT BELOW GAGE 4.
NI.n -
0
M
7 7/16" (189mm)
GAGE COVER - FLOOD SIDE 3X1!B" STEEL PLATE WELDED TO 1/4X1" STEEL BARS. EXTENDS FROM 3 FT ABOVE GAGE 1 TO HALFWAY BETWEEN GAGES 8 & 9. BELOW THA T POINT COVER IS SAME AS PROTECTED SIDE COVER. COVER EXTENDS TO 1 FTBELOWGAGE 12. -0
r-
»--i
rn
\J1
SHEET PI LE WALL LOAD TEST STRAIN GAGE DETAILS ~,____________________~__________________________________________________________________________________~
I, I
INITIAL SP INCLINATION FROM VERTICAL, IN
-8.0
6.0
"0"
4.0
"C"
2.0
I'A"
0
"B"
-2.0
TOP EL+14.5
15
10
G.S. -- EL - 6.5 ~
5 0
>
(!)
Z l-
LL.
0
z'
0
~
W
..J
w
-5
-10
TIP EL- 16.5
-15
SHEET PI LE'WALL LOAD TEST AS-DRIVEN SHEET PILE INCLINATION
PLATE 16
E-99 I-WALL FI LUNG AND EMPTYING SCHEDULE LEGEND •
INCLINOMETER & STRAIN GAGE READINGS
.A INCLINOMETER READINGS ONLY •
STRAIN GAGE READINGS ONLY
8
. 6 FT
6
/~'" '"
l-
LL
.J
-I
t!)
2 lLl.
0
2'
0
i= W ...J
w
-5
-10
-15
TIP EL-16.5
-20
SHEET PI LE WALL LOAD TEST INCLINOMETER DATA - PILE B
PLATE 20
DEFLECTION, IN.
8.0
6.0
4.0
2.0
o /£L+14.5
JL
15
10
GROUND SURFACE EL- 6.7 5
0
>
0
(!)
Z
I-
u.
z· 0 ~
-5
w
..J W
-10
TIPEL - 16.5
-20
SHEET PI LE WALL LOAD TEST INCLINOMETER DATA-PILEC
PLATE 21
DEFLECTION, IN
8.0
6.0
4.0
o
2.0
/EL+14.5 I-
I-
I
I
u.
U.
-IZ-
15
~co \D M
10
GROUND SURFACE-EL 6.7 5
0
>
0
CI
Z
I~
z· 0 ~
c:(
> w oJ w
-5
-10
TIP EL-16.5
-15
-20
L
•
SHEET PI LE, WALL
IN_LC_O_L~_ND_o_~_·~_~_;_IR ~I·
___________________________________________________ DATA-
PLATE 22
PILE D____
.
,
..........................................--------------------------------------..........................
LEGEND
10 r•
o 6 •
PILE PILE PILE PILE
"A" "B" "C" "0"
COMBINED LOAD SETTLEMENT CURVE
8
0/
.e
I I
tL
6
....i ....J
1/ /r 'II
/ "B"
"'C"
« 3:
"0"
z o o
«
II II
w 4 :I:
/1 I /
2
I I 1 1/ oo
.'. 2
/ 3
[t
// 4
/
Y
/
/
I
/
/
/
f
/ 5
.'
6
/
/
/
/
/
/
/
~REBOUND PILE "A"
/! 7
8
LATERAL DEFLECTION AT TOP WALL, IN
'D
SHEET PI LE WALL LOAD TEST
~ ~
HEAD VERSUS DEFLECTION CURVE
r-
rn
~
vv '~~------__----------------------~--------------------------------------------------------------------____________________________________-'
FINAL (9/4) INCLINATION FROM VERTICAL, IN.
12.5
10.0
7.5
5.0
2.5
o
,/'£L+14.5 "B"
8.
15
10
GROUND SURFACE "" EL+6.5 5
o >
C)
Z l-
Ll..
o
Z·
0
~
>
W
...J W
-5
-10
-15
TIP EL-16.5
-20
SHEET PIL~ WALL LOAD fEST FINAL INCLINATIONS FROM VERTICAL
PLATE 24
DEFLECT/ON, IN
4.0
3.0
;1.0
o
1.0
,-£L+1::"
15
DATE: 8/29/85 - 7-FT HEAD
10
GROUND SURFACE-EL+6.5 5
o >
o t
z o
j:
w ~
w
-5
-.10
,
-15
SP TIP EL-16:5
-20
ZERO REFERENCE = 7/14/85
SHEET P! LE WALL LOAD TEST INCLINOMETER AP DEFLECTION DATA
PLATE 25
DEFLECTION, IN
4.0
3.0
2.0
1.0
DATE: 8/29/85 (7-FT HEAD)
o
15/ + ~
EL 13 5 .
10
:,
~
5 0
>
t.7 Z
l-
LL.
0
Z·
0
i= ~ > w -' w
-5
-10
-15
SP TIP EL-16.5
-20
ZERO REFERENCE = 7/14/85
-25
SHEET PI LE WALL LOAD TEST INCLINOMETER BP DEFLECTION DATA
PLATE 26
DEFLECTION, IN
4.0
3.0
2.0
1.0
DATE: 8/29/85
10
GROUND SURFACE
- EL+6.5 5
c > (!) Z I-
u.
o
Z
o
~
>
W
..J W
-5
-10
-15
SP TIP EL-16.5
-20
ZERO REFERENCE = 7/14/85
-25
SHEET PILE WALL, LOAD TEST INCLINOMETER CP DEFLECTION DATA
PLATE 27
DEFLECTION, IN
4.0
2.0 .
3.0
1.0
o
DA TE 8/29/85
10
GROUND SURFACE
- El+6.5 5
o >
(,!)
Z
Iu.
o oz·
~
> w oJ
w -5
-10
-15
SP TIP EL-16.5 -
-20
ZERO REFERENCE
= 7/14/85
SHEET PILE WALL LOAD TEST INCLINOMETER DP DEFLECTION DATA
PLATE 28
DISTANCE, FT -4.0
r
22
21
20
19
18
17
16
15
14
1" = 10 FT 13
12
ALIGNMI:NT POINTS 11
10
9
8
7
6
5
4
3
2
-2.0
o 1=-- ------------- -,,=--------------------------.. . . . .
.... ------- ---=
=------=
--.. =--------
Z
enZ
2.0
0
j::
u
w
...J
u.
4.0
w
Cl
...J
« f-
6.0
Z
0
N
-a:
8.0
0
LEGEND
I
10.0
12.0
---• • -._.-. c.----ll o---
CI Z I-
u..
0
z·
0
i= W ..I
w
-5
-10
-15
TIP EL -16.5
SHEET PI LE WALL LOAD TEST PREDICTED VERSUS MEASURED MOMENTS 8-FT HEAD
PLATE 39
1.8
1.6
1.4
~
..i 1.2
..J
«
3: Q.
0
.... ....«
z ;::
0
(.)
w
..J II.
.8
W
C ..J
«
II:
w .... «
.6
..J
•
.4
LEGEND
.2 • •
o
~
o
PREDICTED -CSHTSSI MEASURED AT PILES A & B
____
~~
5
______
~
10
____
~~
______
15
~
20
______L-____ 25
~
30
PENETRATION, FT
SHEET PILEWALL LOAD TEST PENETRATION VERSUS PREDICTED DEFLECTION AT 4-FT HEAD
PLATE 40
8 r-
2.4:1 7 I-
z
6 I-
. .oJ' ...J e(
3: 0.
~ ~ z oj::::
5 I-
~
2.5:1 PENETRATION TO HEAD RATIO
4 l-
e.>
w ...J
u...
W
o
...J e(
3 l-
II:
w
I-
:3
2 I-
3.2:1 1 l-
0 0
••
-
I
AT6-FT HEAD PREDICTED - CSHTSSI MEASURED AT PI LES A & B
I
I
5
10
_ 5:1
3.8:1
-
I
I
I
I
I
15
20
25
30
35
PENETRATION, FT
SHEET PI LE WALL LOAD TEST PENETRATION VERSUS PREDICTED DEFLECTION (CSHTSSII AT 6-FT HEAD
PLATE 41
.
:: I
'
8 r-
7
r2.7:1
I
z
6
-
5
-
.J
...J e(
3: a..
0
lI-
e(
Z 0
J "
j:
4
(J
~
-
3:1 PENETRATION RATIO
W ...J
3.1: 1
u. w 0
...J e(
3
-
2
~
•
- -4:1
II:
w
4.5: 1
I-
:5
I' 1 fo-
0
••
PREDICTED BY CSHTSSI MEASURED AT TEST PI LE B AT 7-FT HEAD
I
I
5
10
I
I
15
20
, 25
I 30
I 35
PENETRATION, FT
SHEET PI LE WALL LOAD TEST PENETRATION VERSUS PREDICTED DEFLECTION (CSHTSSI) AT 7-FT HEAD
PLATE
42
16
14
2.5:1
12 ~
.J
..J e(
~ Q,
10
0
I-
~ Z
0 j:::
S
2.8:1 PENETRATION TO HEAD RATIO
CJ
w
..J II..
W
c
..J e(
6
a:
w
le( ..J
4
LEGEND 2
o
• •
o
PREDICTED CSHTSSI MEASURED ATTEST PILE A ATS.3-FT HEAD
5
10
20 25 15 PENETRATION, FT
30
35
40
SHEET PI LE WALL LOAD TEST PENETRATION VERSUS PREDICTED DEFLECTION (CSHTSSI) AT 8.3-FT HEAD
PLATE 43
40
LEGEND • • 6
CSHTSSI CANWAL, Q-CASE, FS = 1.5 CANWAL, S-CASE, FS = 1.0
35
30
I-
u..
•
25 FS = 1.2, S-CASE
z· o
~
a:
I-
w
zw
20
II..
W
-'
a::
I-
w w
:r
III
15 FS = 1.0, S-CASE
10
5
o
o
2
4
6
8
10
HEAD, FT
SHEET PI LE WALL LOAD TEST REQUIRED SHEET PILE PENETRATION VERSUS HEAD
PLATE 44
HORIZONTAL DISTANCE, FT
40
30
~
20
30 -
10
.-
0
- 1
20
10
30
ITEM E- 105
LEVEjc/L 20
EL + 17.0
\l
..
8
w
~
c·
10
> C) Z lLL.
z o i=
'0
~
>
W ....J
W
-10
""
E-105 LEVEE PROFILE ,/
""
"
~
PASSIVE ZONE LIMIT -----"" " ifJ=23° . "
/' /'
/'
/'
/'
/'
/'
TIPEL-16.5
-20
SHEET PILE WALL LOAD TEST
;0
r-
GROUND PROFILES E-l05 AND E-99
~ ~
~
~
~
,L-______________________________________________________________________________________________________
----------------------------~
AEEendix A ComEuter Analysis Printouts
Analx:sis No.
Case
Prosram
Factor of Safetx:
Design Head (ft)
1
CANWAL
Q
1.25
8
2
CANWAL
S
1.5
8
3
CANWAL
S
0.9
8
4
CANWAL
1.7
7
5
CANWAL
Q S
1.0
7
6
CSHTSSI
PRETEST
N/A*
7
7
CSHTSSI
POSTTEST
N/A*
4
8
CSHTSSI
POSTTEST
N/A*
6
9
CSHTSSI
POSTTEST
N/A*
7
10
CSHTSSI
POSTTEST
N/A*
8.3
NOTES 1) All analyses except No. 2 are for a cantilever sheet pile wall with about 23 ft of penetration. Based on Analysis No.2, 44 ft of penetration was computed. 2) N/A* (Not Applicable): Factor of safety is not input into the CSHTSSI program, only a penetration. 3) Pretest estimates of soil properties for the CSHTSSI program were based on the design strength data shown in Plate 4 and the CSHTSSI user's guid"e. Posttest estimates of soil properties were values calculated after the fact from the test wall performance. See Analysis No. 7 (page 2) for example E s computation. 4) "CANWAL Program: WES Library No. X0026. This program determines the required penetration of a cantilever retaining wall using the method of planes and a limit equilibrium type of analysis. 5) CSHTSSI Program: WES Library No. X0070. User's guide also available as WES Instruction Report K-83-3. This isa program for soil-structure interaction analysis of sheet pile retaining walls which predicts wall deflections, moments, etc.
Al
,
,
I,,:
*NEW *FORT *RUN WESLIB/CORPS/X0026,R ****************************** * CORPS PROGRAM # X0026 * * VERSION # 83/10/01 * ****************************** TYPE NAME OF INPUT DATA FILE =RBJ4 CANTl~EVER RETAINING WALL STABILITY
DATA FILE= RBJ4 ITEM E-99, Q-CASE FS=1.25, 8FT HEAD
FS/LS WATER ** ELEV ** 14.50
PS
WATER ** UPPER .~* LOWER *-1(. FSWATER ** FS ** NUt1BER ELEV ** RANGE *~ RANGE ** GROUND EL** ** STRATA 4.00
-·15.00
-20.00
14.50
1 .. 25
FLOODWALL ANALYSIS TENSION CRACK ELEVATIONS FSILS PS 3.38 3.38
AREA
SUM FORCE
MOM ARM
x(1)
2430.68 5873.15 3408.47
·24.51 10.54 0.83
X (2) X (3)
MOMENT 59567.56 61925.19 2819.73
TRIAL ELEV= -15.00
SUM OF FORCES=
-0.89
SUM OF MOM=
TRIAL ELEV= -20.00
SUM OF FORCES=
-0.00
SUM OF Mot1= -18252 .. 28
TRIAL ELEV= -16.02
SUM OF FORCES=
-38.11
SUM OF MOM=
971.22
TRIAL ELEV= -17.02
SUM OF FORCES=
-1704.12
SUM OF MOt-1=-
-·6149.81
OF FORCES=
-33.99
SUM OF MOM'"
462.11
DESIGN ELEV= -16.16
ELEVATION (FT>
14.50
13.5.0 12.50 11. SO 10.50 9.50 8.50 7.~n
SU~l
NET DIAGRAM . --(LBS/SQ FT)
O. 62.·:50 125.00 187.50 250.00 312.50
375.00 /1.~7
..5n
ANAL YSIS 1 (PG. 1) A2
4671.31
6
1020 1030 ·1040 1050 1060 1070 1080 1090 1100 .1110 1120 1130 '1140 1150 1160 1170 1180 1190
ITEM E-99, Q-CASE FS=I.25, 8FT HEAD -1 14.5 4 -15 -20 14.5 1. 25 6 -40 0 0 0 0 00 0 0 0 0 14.5 0 104 200 200 0 104 200 200 6.5 0 42 200 200 0 4i'.200 200 4 0 4:5 500 500 0 45 500 500 -1 0 44 ·350 350 i- LOVJEr.: "*--rt- RANGE ** RANGE ELEV 4.00
13.50
-15.00
·)f··X;(,*
-20.00
FGiIJt~TCr~~
m:WUi"1f)
:.:::.-;
'--
EL'~";'
13 .. 50
,.,.;..;-:-
i\1Ut~:E;r:.:·:::
-:~
..... -....t
CORF'SPROGRAM # X0070 VERSION # 86/03/12
* *
*****************************
PROGRAM CSHTSSI - SOIL-STRUCTURE INTERACTION' ANALYSIS OF CANTILEVER OR ANCHORED SHEET PILE RETAINING WALLS C":'"
> Z > r-< CJl CJl
......
"lJ G)
I\)
(48)(400.b!. )
. E-99 I-WALL TEST E = 48q FT2 3 4FT HEAD, 23FT F'ENTR / S U (144 ~)(12.Jtl)ClFT S 11.1 LB!IN ! FT STRIP WALL 10.5 -16.5 29.E6 184.2 7.94 ""Fi'f FT TRIP) RIGHTSIDE '" _ 6.5 104 0 200 0 1 11.1 2.5 . -I. 1.07 0 SOO I) 1 27.8 2.S ""--d=INTERACTION DISTANCE (FT.) -,-5 106 0 3S0 I) 1 19. 4 2. 5 -14 104 0 500 0 1 27.8 2.S LEFTSIDE 6.5 104 0 200 0 1 11.1 2.5 -1 107 0 500 0 1 27.8 2.5 -5 106 0 350 0 1 19.4 2.5 ~14 104 0 500 0 1 27.8 2.S WATER 62.5 10.5 4.5 FINISH
,
of ,., , , , ,
=
-n~u~t:.
INPUT COMPLETE. 00 YOU WANT INPUT DATA ECHOPRINTED TO YOUR TER~tNAL, TO A FILE, TO SOTH OR NEITHER? ENTE~ ~TERMINAL', 'FILE', 'SOTH', OR 'NEITHER'. =N
00 YOU WANT TO EDIT INPUT DATA?
ENTER 'YES' OR 'NO'.
=N
INPUT Sm1PLETE. 00 YOU WANT TO CONT I NUE?
ENTER ' YES' OR 'NO'.
=Y 00 YOU laJANT A LISTING OF NONLINEAR SPRING DATA GENERATED BY CSHTSSI? ENTER ' YES"' OR ' NO ' • '-=N
DO YOU WANT TO CONTINUE?
ENTER 'YES' OR 'NO'.
=Y SOLUTION COMPLETE. DO YOU WANT"RESULTS WRITTEN TO YOUR TERMINAL," TO A FILE, OR DOTH? ENTER 'TERMiNAL', 'FILE', OR 'SOTH'.
=T
PROGRAM CSHTSSI - SOIL-STRUCTURE INTERACTION ANALYSIS OF CANTILEVER OR ANCHORED SHEET PILE RETAINING WALLS DATE: 4/30/86 TIME: 8:10: 1 III.--SUMMARY OF RESULTS I II. A. --HEADING 'E-99 I-WALL TEST '6FT HEAD, 23FT PENTR III.B.--MAXIMA AXIAL DISPLACEMENT (IN) LATERAL DISPLACEMENT (IN): AXIAL FORCE (LB) SHEAR (LB) BENDING MOMENT (LB-FT)
[j
AX:~:·ured ::~vat Pile "::XIMUM
POSITIVE O. 1.06E 00 O. 8.97E 02 8. 62E-03
(FT) 12.50 12.50 12.50 -9.37 -16.50
NEGATIVE O. O. O. ", -1.12E 03 -7.82E 03
DO YOU WANT COMPLETE RESULTS OUTPUT? ENTER 'YES' OR 'NO'. =N
ANAL YSISa (PG. 1) Al8
ELEV (FT) 12.50 12.50 12.50 6.50 -2.00
*SAVE RBJ2E DATA SAVED-R~J2E *IDOmOf':E:J
=E
*1010 '6FT HEAD, 23FT PENTR *1020 WALL 12.5 -16.5 29.E6 184.2 7.94 *11~0 WATER 62.5 12.5 4.5 -j('RESAVE RBJ2E DATA SAVED-RBJ2E *LIST F(8J2E 1000 'E-99 I-WALL TEST 1010 '6FT HEAD, 23FT PENTR 1020 WALL 12.5 -16.5 29.E6 184.2 7.94 1030 RIGHTSIDE " 1040 6.5 104 0 200 0 1 11.1 2.5 1050 -1 107 0 500 0 1 27.8 2.5 1060 -5 106 0 350 0 1 19.4 2.5 1065 -14 104 0 ~OO 0 1 27.8 2.5 1070 LEFTSIDE 1080 6.5 104 0 200 0 1 11.1 2.5 1090 . -1 107 0 5,00 0 1 27. 8 2. 5 1100 -5 106 0 350 0 1 19.4 2.5 1105 -14 104 0 ~OO 0 1 27.8 2.5 1110 WATER 62.5 12.5 4.5 1120 FINISH *NEW *FORT *RUN WESLIB/CORPS/X0070,R
*****************************
* CORPS PROGRAM.. X0070 * VERSION .. 86/03/12
*
*
*****************************
PROGRAM CSHTSSI - SOIL-STRUCTURE INTERACTION ANALYSIS OF CANTILEVER OR ANCHORED SHEET PILE RETAINING WALLS DATE: 4/30/86 TIME: 8: 9:19 ARE INPUT DATA TO BE READ FROM TERMINAL OR FILE? E~!ER 'TERMINAL' OR 'FILE'. =F
ENTER INPUT· FILE NAME (6 CHARACTERS MAXIMUM).
ANAL YSIS 8 (PG. 2) A19
IJ\J
" ...I"..,J
,,",,n,,,, I
H
L...1.~1
"'1"U",Ur'
l"UI'4L...1.I'U:.Hr\
..:Jr"""\fI\.:l
LlHIH
Ijc:.I'4t:.1"'\111t:.U
at
w:lr11.:)OJ.:'
ENTER 'YES' OR 'NO'. =N DO YOU !.JtNT TO CONTINUE?
ENTER 'YES' OR 'NO'.
=Y
SOLUTION COMPLETE. DO 'tpU WANT RESULTS WRITTEN TO YOUR TERMINAL," TO A FILE, OR BOTH? ENTE~ 'TERMINAL', 'FILE', OR 'BOTH'. =T
Pf'::OGRAM CSHTSS I - SO I L-·STRUCTURE I NTERACT ION ANAL YS I S OF CANTILEVER OR ANCHORED SHEET PILE RETAINING WALLS DATE: 4/29(.86 TIME: 16: 21: 12 III.--SUMMARY OF RESULTS III.A.--HEApING 'E-99 I-WALL TEST '7FT HEAD, 23FT PENETRATION
Mea.sured 3.2- at Pile -8-
III.B.--MAXIMA AXIAL DISPLACEMENT (IN) • LATERAL DISPLACEMENT ( IN) :' AXIAL FORCE (LB) SHEAR (LB) BEND!NG MOMENT (LB-FT)
C
MAXIMUM POSITIVE O.
3.40E 00
O.
2.46E 03 O.
ELEV (FT> 13.50.
13.50 13.50 -11.27 13.50
MAXIMUM NEGATIVE O. -2.06E-01 O. -1.55E 03 -1.72E 04
ELEV (FT> 13.50 -16.50
13,50
5.50 -5.99
DO YOU WANT COt1PLETE RESULTS OUTPUT? ENTER 'YES' OR 'NO', =N
DO YOU'WANT TO PLOT RESULTS ENTER 'YES' OR 'NO' =N
OUTPUT cmlPLETE. DO YOU WANT TO EDIT INPUT DATA FOR THE PROBLEM JUST COMPLETED? E~!ER 'YES' OR 'NO'. =N
DO YOU I
