munimetro turnaround
DESCRIPTION
- PowerPoint PPT PresentationTRANSCRIPT
12/16/97 sb ...\1421-908\pavm .cdr01/14/04 jdg ...\m m t\pavm .cdr
THE MMT WAS CONSTRUCTED CLOSE TO THE WATERFRONT, IN AN AREA W HICH HAD BEEN RECLAIMED FROM
SAN FRANCISCO BAY IN THE LATE 1800s.
1848Shoreline
Em barcadero
Fer
ryB
uild
ingPark P laza
M arket
M ission
H ow ard
Folsom
Harrison
Th
e E
mb
arcad
ero
Em
ba
rcadero
Ste
uart
Spe
ar
Fre
emo
nt
Bea
le
BART EMBARCADEROSTATION
SA
N
FR
AN
CIS
O
BA
Y
BartTunnels
E levated R oadw ay
TRANSBAYTERMINAL
1848Shoreline
ProjectAlignment
FILL0
25
50
75
100
120
150
175
200
0 20
Feet
536 MISSION ST.
De
pth
, Fee
t
OLD SEA WALL
BAY MUD
GREY SAND
BROW N SAND (COLMA)
OLD BAY CLAY
GREY SAND
GREEN/GREY SAND
BAY MUD
FILL
GREENISH
GRAY SAND
ALLUVIUM/COLLUVIUM
FRANCISCAN ROCK
FRANCISCAN ROCK
OLD SEA WALL
A/C
0
25
50
75
100
120
150
175
200
Dep
th, F
eet
537 538 539 540 541
P219 P243 B-2 P267 P287 B-3 P318 P343 B-4
A/C
EXCAVATIONS AND TUNNELING W ERE SUCCESSFULLY COMPLETED IN VERY DIFFICULT GROUND CONDITIONS INCLUDING LOOSE FILLS, THE OLD ROCKFILL SEAWALL AND THE
SOFT BAY MUD, UP TO 100 FEET THICK
12/17/97 sb ...\1421-908\scsabm e.ai01/14/04 jdg ...\m m t\scsabm e.cdr
HORIZONTAL DISTANCE, STATIONS, SOUTH OF MISSION STREET
MEASUREMENTS W ITH ELECTROLYTIC LEVEL (EL) BEAMS SHOW EDCHANGES IN TUNNEL DEFORMATIONS AS THE MMT TUNNELS ADVANCED
ABOVE THE BART TUNNELS. THE MMT WAS ONE OF THE FIRST AND LARGESTAPPLICATIONS OF EL BEAMS FOR SETTLEMENT MONITORING IN THE U.S.
STATIONING ALONG BART NORTH TUNNEL
52500-0.05
0.00
0.05
0.10
VE
RT
ICA
L M
OV
EM
EN
T (
IN.)
0 .15
0.20
0.25
0.30
52550 52600 52650 52700 52750 52800
01/14/04 jdg ...\m m t\vm bnt.cdr
02/20/95 - STA 526+20
02/22/95 - STA 526+12
02/24/95 - STA 526+00
02/25/95 - STA 525+90
02/26/95 - STA 525+80
02/27/95 - STA 525+80
02/27/95 - STA 525+66
03/01/95 - STA 525+49
03/02/95 - STA 525+36
STA 525+90
STA 526+20
STA 525+60
AN IMPORTANT CHALLENGE WAS TO CONTROL DEFORMATIONS CAUSED BY THE DEEPEXCAVATIONS TO AVOID DAMAGE OF IMPORTANT, SETTLEMENT-SENSITIVE, ADJACENT BUILDINGS.
THE DESIGN TEAM DESIGNED THE SHORING SYSTEM CONSISTING OF STIFF SLURRY WALLS,PENETRATING DEEP BELOW EXCAVATION, AND CLOSELY SPACED BRACING.
DE
PT
H B
EL
OW
GR
OU
ND
SU
RFA
CE
, FE
ET
BAY MUD
FILL
MARINE SAND
20
0
40
60
80
100
120
140
+140 +120 +100 +80 +60 +40 +20 0 -20 -40 -60
HORIZONTAL DISTANCE FROM WEST SPTC WALL, FEET
-80 -100 -120 -140
EXISTINGBUILDING I-24 I-23
BASEMENT
INC
LIN
OM
ET
ER
INC
LIN
OM
ET
ER
36 FT.
12 FT.A
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OLDSEA WALL
CONCRETESPTCWALLS
STEELSOLDIERPILES(SPACED 12 FT ON CENTER)
12/16/97 sb 1421-908\ e idtsa1.cdr01/14/04 jdg m m t\e idtsa1.cdr
(b) AREA BETW EEN MISSION AND HOWARD STREETS -IN FRONT OF EXISTING BUILDINGS
(INCLINOMETER CL-30)(a) TEST SECTION - INCLINOMETER CL-17
A HEAVILY INSTRUMENTED TEST SECTION PROVIDED CONFIRMATION OF THE PREDICTIONSOF GROUND DEFORMATIONS. COMPREHENSIVE INSTRUMENTATION WAS ALSO PROVIDED TO
MONITOR DEFORMATIONS IN FRONT OF THE EXISTING BUILDINGS.
LATERAL DEFORMATIONS, INCHESD
EP
TH
BE
LO
W G
RO
UN
D S
UR
FAC
E, F
EE
T0 +0.5
(0.3)
-0.5 +1.0 +1.5 +2.0
AWAY FROM EXCAVATION
TOWARDS THE EXCAVATION
40
20
0
60
80
100
120
140
160
+2.5LATERAL DEFORMATIONS, INCHES
0 +0.5-0.5 +1.0 +1.5 +2.0
AWAY FROMEXCAVATION
TOWARDS THE EXCAVATION
40
20
0
60
80
100
120
140
160
+2.5
ESTIMATED DEFORMATIONPROFILE
(DESIGN CRITERIAREPORT 1989)
INCLINOMETER CL-18d = 19 FT.
5.5
16.5
28
9/21
(2.1)
(2.3)
ESTIMATED DEFORMATIONPROFILE
(DESIGN CRITERIAREPORT, 1989)
8/9
7/15
6/17
6/9/94
7/7/94
8/3/94
8/25/94
A
B
C3/3/95
2/1/95
10/19/94
10/14/94
1/25/95
A5.5 FT
(0.20)
(1.6)
16.5 FT
27 FT
35.5
B
C2/17/955/2/95
3/27/95
125
SYMBOL DATEDEPTH
FTCONSTRUCTION
STAGEAFTER LEVEL A
BRACING INSTALLEDLEVEL B BRACING
INSTALLEDLEVEL C BRACING
INSTALLED
FINAL EXCAVATION
BASE SLAB POUREDLEVEL C REMOVED
COMPLETEDSTRUCTURE
6/21/94 7.5
19.5
30.5
42
42
38
7/15/94
8/14/94
8/25/94
10/4/94
9/28/9510/23/95
SYMBOL DATEDEPTHFEET
CONSTRUCTIONSTAGE
LEVEL A BRACINGINSTALLED
LEVEL B BRACINGINSTALLED
LEVEL C BRACINGINSTALLED
FINAL EXCAVATIONTO SUBGRADE
BASE SLAB POUREDLEVELS C AND B REMOVED
STRUCTURE ANDBACKFILL COMPLETED
10/20/94 8
18.5
29
35.5
35.5
32.5
2/7/95
3/6/95
3/27/95
5/15/95
9/25/95
A
B
C
CL
-17
CL
-30
SOLDIER
PILE
SPTC
WALLX
X X
X
0 10 20 30 40 50 60 70 80 90 1000
0.5
1.0
1.5
2.0
2.5
Line 23, station 535+5042ft. Deep Excavation
Line 22, Station 535+0042 ft. Deep Excavation
Estimated distribution ofSettlem ents at Ground Level
(D&M Design Criteria Report, 1989)
Note: Settlements x
x
x
x
x
Distance From Excavation, Feet
Su
rfac
e S
ett
lem
ents
, In
ches
(a) GROUND SURFACE SETTLEMENTS IN THE TEST SECTION AREA,NORTH OF THE ADJACENT BUILDINGS
2.3 In.
12/17/97 sb 1421-908\fig6 .cdr01/14/04 jdg ...m m t\gsscom p.cdr
0
0.5
1.0
1.5
2.0
2.5
3.0
Distance From Excavation, Feet
Su
rfac
e S
ettl
em
ents
, In
che
s
(b) GROUND SURFACE SETTLEMENTS IN FRONT OF ADJACENT BUILDINGS
0 11010 20 30 40 50 60 70 80 90 100
Estimated Ground SettlementsDesign Criteria Report, 1989
Settlem ents Affectedby Vibrations
x
x
x
x
EXCAVATION DEPTH: 34-36 FEET
GROUND SURFACE SETTLEMENTS W ERECOMPARED W ITH ESTIMATES MADE DURING THE
DESIGN PHASE OF THE PROJECT TO VERIFY THATTHE EXCAVATIONS PERFORMED AS EXPECTED
11/4/99 sv ..\8712-043\ascem etric\m m tM .cdr01/14/04 jdg ..\m m t\m m tM .cdr
1848Shoreline
Em barcaderoPark Plaza
Fer
ryB
uild
ing
M arket
M ission
H ow ard
Folsom
Harrison
Em
barcadero
Steuart
Spear
Freem
ont
Beale S
AN
F
RA
NC
ISC
O
BA
Y
BartTunnels
Elevated Road way
TRANSBAYTERMINAL
ProjectAlignment
BART EMBARCADEROSTATION
SEGMENT STRUCTUREAB
BC
CDDE
TUNNELS
BOX STRUCTURE
U-WALLSURFACE
C
D
E
Scale in Meters
0 150 300
TunnelAccessShaft
OldSeawall
TestSection
Dep
th, M
eter
sD
epth
, Meters
B-1
537 538 539
P240 P261 P284 P296 P320
FILL
BAY MUD
GREY SAND
OLD BAY CLAY
COLMASAND DENSE
GREEN/GREY SAND
COLLUVIUM
FRANCISCAN ROCK
ALLUVIUM/COLLUVIUM
0
20
10
30
40
50
60
70
30 60 90
11/11/99 sv ..\8712-043\ascem etric\cs.cdr01/14/04 jdg ..\asce\cs.cdr
Figure 2
Horizontal Distance, Meters
Horizontal Distance, Stations
EXCAVATIONSUBGRADE
BAY MUD
GREY SAND(MARINE)
10 5 50 10 15
Horizontal Distance From West Sptc Wall, Meters
20 25 30 35
5
0
10
15
20
25
35
40
45
FILLA
B
C
(a) LONGITUDINAL PROFILE (PARTIAL) (b) TRANSVERSE SECTION
OLDSEA WALL
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0 00 25 50 75 100 125
5 5
10 10
15 15
20 20
30 30
25 25
35 35
40 40
Dep
th B
elo
w G
rou
nd
Lev
el,
Fee
t
In SituVertical EffectiveStress, vo
Best Estimate ofMaximum PastPressure, vm ax
Vertical Effective Stresses, and , kPa vmax vo
0 25 50 75 100 125
Extension
Compression
Undrained Shear Strength, Su, kPa
GREY
SAND
BAY
MUD
Direct Simple Shear and Field VaneSU =0.23x x (OCR) ~0.22xDDS vo vm ax 0.85
Su/ v = 0.18
Su/ v = 0.30
Figure 3
CorrectedVane Shear
Tests
= 0.90
1.8
1.6
1.4
1.2
1.0
FAC
TO
R O
F S
AF
ET
Y
3 6 9 12 150
SLURRY WALL PENETRATION BELOW EXCAVATION, D, (m)
cNc + 2S (D/B)u
H+q
B
H
D
13 M Deep Excavation
11 M Deep Excavation
11/4/99 sv ..\8712-043\ascem etric \srbsaM .cdr01/14/04 jdg ..\asce\srbsaM .cdr Figure 4
Fs =
11/3/99 sv ..\8712-043\ascem etric\bsm ldM .cdr01/14/04 jdg ..\asce\bsm ldM .cdr
2.00
2.25
1.75
1.50
1.25
1.0030 6 9 12 15
2.0
2.5
1.5
1.0
0.5
030 6 9 12 15
IND
EX
FA
CT
OR
OF
SA
FE
TY,
F. S
.
EXCAVATION DEPTH, METERS EXCAVATION DEPTH, METERS
MA
XIM
UM
LA
TE
RA
L D
EF
OR
MA
TIO
N (
hm
x) IN
CH
ES
(a) BASE STABILITY (b) MAXIMUM LATERAL DEFORMATIONS
3.0
S=750(Test Section)
S = 1500(South of Mission)
s
Figure 5
11/4/99 sv ..\8712-043\ascem etric \ldcbM .cdr01/14/04 jdg ..\asce\ldcbM .cdr
LATERAL DEFORMATIONS, mm
(b) DEFORMATIONS PARALLEL TO THE WALL
-10 -5 0 +5 +10
NORTH SOUTH
LATERAL DEFORMATIONS, mm
(a) DEFORMATIONS TRANSVERSE TO THE WALL ALIGNMENT
DE
PT
H B
EL
OW
GR
OU
ND
SU
RFA
CE
, ME
TE
RS
DE
PT
H B
EL
OW
GR
OU
ND
SU
RFA
CE
, ME
TE
RS
-30-35-40 -25 -20 -15 -10 0 +5-5
10 10
5 5
0 0
15 15
20 20
25 25
30 30
35 35
135
66
40 40
45 45
50 50
AWAY FROM EXCAVATION (W EST)
SO
LD
IER
PIL
ES
PT
C W
AL
L
CONSTR.SEQUENCE
AFTER CONSTRUCTIONOF PANEL P69
AFTER CONSTRUCTIONOF PANEL P71
AFTER CONSTRUCTIONOF PANEL P75
29 23 17 8 4
AFTER CONSTRUCTIONOF PANEL P73
AFTER INSTALLATIONOF SOLDIER PILES
AND PANELS NORTHOF W684/5/94
Figure 6
35
30
15
20
25
10
5
0
0 3 6 9 12 15 18 21 24 27
40
45
MA
XIM
UM
LA
TE
RA
L D
ISP
LA
CE
ME
NT,
, m
m
HORIZONTAL DISTANCE FROM SPTC WALL, METERS
11/3/99 sv ..\8712-043\ascem etric\ldcbcM .cdr01/14/04 jdg ...\asce\ldcbcM .cdr
I
INCLINOMETER
TYPICALPROFILES
SPTCWALL
Figure 7
h
h
INCLINOMETERSBETW EEN
SOLDIER PILES
INSTALLATIONOF SPTC WALLS
INACTIVEPILE
DRIVING
INACTIVE
P-10
P-9
Time After Piezometer Installation, Days
CH
AN
GE
IN P
OR
E P
RE
SS
UR
E, M
ET
ER
S H
O
2.7 M1
MS
PT
C
WA
LL
+6
+5
+3
+4
+2
0
-2
-1
+1
-30 25 50 75 100 125 150 175 200 225 250 275 300 325 350
11/3/99 sv ..\8712-043\ascem etric \pm is2M .cdr01/14/03 jdg ..\asce\pm is2M .cdr
Figure 8
2
762
mm
S
TE
EL
CA
SIN
GC
OM
BIN
AT
ION
406
mm
/356
mm
AU
GE
R H
OL
E
BA
CK
FIL
LE
D
HO
LE
457
mm
SQ
UA
RE
CO
NC
RE
TE
PIL
E CO
NC
RE
TE
WA
LL
CL-20
CL-21
Figure 9
686
mm
AU
GE
R H
OL
E
-20-30 -10 0 +10
Lateral Deformations, mmD
ep
th B
elow
Gro
un
d S
urfa
ce, Meters
762
mm
CA
SIN
G
WF
SE
CT
ION
OF
SO
LD
IER
PIL
E1
PIL
E E
VE
RY
3.7
M
FILL
BAYMUD
MARINE SAND
COLMA SAND
OLD BAY CLAY
11/3/99 sv ..\8712-043\ascem etric\eom opM .cdr01/14/04 jdg ...\asce\eom om pM .cdr
0 0
15 15
10 10
5 5
20 20
25 25
30 30
35 35
40 40
45 45
50 50
-10 0 +10 +20
Lateral Deformations, mmD
epth
Bel
ow
Gro
un
d S
urf
ace
, Met
ers
CL-17
CL-18
(a) EFFECTS OF DEEP PREDRILLING (b) INSTALLATION PROCEDURE
(c) EFFECTS OF SHALLOW PREDRILLING
(1) Deep Predrilling (2) Shallow Predrilling
11/3/99 sv ..\8712-043\ascem etric\ldcbpdM .cdr01/14/04 jdg ...\asce\ldcbpdM .cdr
MA
XIM
UM
LA
TE
RA
L D
EF
OR
MA
TIO
NS
, mm
HORIZONTAL DISTANCE FROM EXCAVATION, METERS
+10
+15
+20
+5
0
-10
-5
-15
-20
0 3 6 9 12 15 18 21
AW
AY
FR
OM
E
XC
AV
AT
ION
TO
WA
RD
S T
HE
E
XC
AV
AT
ION
ST
EE
L S
OL
DIE
R P
ILE
457
mm
AU
GE
R H
OL
E
457
mm
SQ
UA
RE
CO
NC
RE
TE
PIL
E
CO
NC
RE
TE
WA
LL
41 M
20 M
(+) (-)
12.2 M
27.5 M
I
m ax
SPTCWALL
PILES
m ax
Figure 10
PROBABLETRENDS
PROBABLETRENDS
11/3/99 sv ..\8712-043\ascem etric\ecsaiM .cdr01/14/04 jdg
DE
PT
H B
EL
OW
GR
OU
ND
SU
RFA
CE
, ME
TE
RS
0
0 6 1 2 1 8 2 4
F E N C E
3 0 3 6 4 2
- 0 . 5 CL
-17
S-7
P-7
S-8
S-9
S-1
0
S-1
1
CL
-18
CL
-33
CL
-34
-2.1
-5.3
-13.6
7.6 M
PRESUMED ZONEOF MOVEMENTS
41 M
35 M
45.7 M
SPTC WALL(0.9 M THICK)
SOLDIER PILES(W 920 x 313
EVERY 3.66 M)
5
10
15
20
25
30
35
45
40
50
H =
13.
1 M
-8.5
FILL
BAYMUD
GREYSAND
COLMASAND
OLD BAY CLAY(OBC)
DISTANCE FROM EXCAVATION WALL, METERS
BUS TURNOUT AREA
7.6 M
7.6 M
1.52 M
Figure 11
11
11/4/99 sv ..\8712-043\ascem etric\e idtsaM .cdr01/14/03 jdg
(b) DEFORMATIONS MEASURED 5.8 M BEHIND THE WALL
(a) DEFORMATIONS MEASURED 0.9 M BEHIND THE WALL
LATERAL DEFORMATIONS, mmD
EP
TH
BE
LO
W G
RO
UN
D S
UR
FAC
E, M
ET
ER
S0 +10-10 +20 +30 +40
AWAY FROM EXCAVATION
TOWARDS THE EXCAVATION
15 15
10 10
5 5
20 20
0 0
25 25
30 30
35 35
40 40
45 45
50 50
+50 +60LATERAL DEFORMATIONS, mm
0 +10-10 +20 +30 +40 +50
AWAY FROM EXCAVATION
TOWARDS THE EXCAVATION
+60
SP
TC
WA
LL
SO
LD
IER
PIL
E
AFTER LEVEL BBRACING
7/15/94
AFTER LEVEL BBRACING
AFTER LEVEL CBRACING
AFTER FINALEXCAVATION
AFTER SLAB POUR;REMOVED LEVEL B
BRACING
AFTER STRUCTURECOMPLETION
AFTER LEVEL CBRACING
8/14/94
AFTER FINALEXCAVATION
8/25/94
AFTER SLAB POURREMOVAL LEVEL C
10/4/94
AFTER REMOVAL OFLEVEL B STRUT
AFTER COMPLETION OFSTRUCTURE
9/28/95 AND 10/23/95
INCLINOMETER CL-17d = 0.9 M
INCLINOMETER CL-18d = 5.8 M
6/9/94
7/7
8/3
8/259/21
8/9
7/15
6/17 A
B
C
9/21
8/9
7/15
6/17 A
B
C
Figure 12
PREDICTEDPROFILE
AVERAGE EFFECTIVE STRESS, P = ½( + ) 1 3
SH
EA
R S
TR
ES
S,
= ½
( -
)
13
EX
TE
NS
ION
CO
MP
RE
SS
ION
(F.S.) =i
11/8 /99 sv ..\8712-043\ascem etric\cesM .cdr01/14/04 jdg Figure 13
X
Ko-LINE
NegativeExcessPorePressures
AB
TotalStress Path(T-Uo)S.P.
A-B: DISSIPATIONOF NEGATIVE EXCESS
PORE PRESSURESAT END OF EXCAVATION
u
(Su) = ( ff)t t ( ff) = i (Su) i
FAILURE ENVELOPEIN EXTENSIONK -LINEFE
A'
B'
O
Su i
(F.S.) =t
(Su)t
EffectiveStress Path
50 50
60 60
40 40
20 20
30 30
10 10
0 030 6 9 12 15
EXCAVATION DEPTH, METERS
MA
XIM
UM
LA
TE
RA
L D
EF
LE
CT
ION
(mm
)
30 6 9 12 15
EXCAVATION DEPTH, METERS
MA
XIM
UM
LA
TE
RA
L D
EF
LE
CT
ION
(mm
)
4/95
4/95
8/94
8/94
6/94
9/94
SYMBOLSYMBOL INCLNOM.NO.
INCLNOM.NO.
CL-17CL-20
6.16.1
0.910.91
DISTANCEm
DISTANCEm
CL-18CL-21 9/94
4/95
9/94
8/94
7/946/94
4/95
9/94
7/94
11/3 /99 sv ..\8712-043\ascem etric\ldvedM .cdr01/14/04 jdg
Figure 14
a
ab
b
NOTATION CONDITION
a
b
CREEP DEFORMATION
DELAY IN BASE SLABCONSTRUCTION
a
aa = CREEP FORMATIONS
43.5M
37.2M
31.4M
11/8/99 sv ..\8712-043\ascem etric\idcbM .cdr01/14/04 jdg
LATERAL DEFORMATIONS, m m
(b) INCREMENTAL DEFORMATIONS CAUSED BY PILE DRIVING
-15 -10 -5 0 +5 +10 +15 +20
AWAY FROMEXCAVATION
TOWARDS THEEXCAVATION
LATERAL DEFORMATIONS, m m
(a) DEFORM ATIONS CAUSED BY CONSTRUCTION OF SPTC WALLS
DE
PT
H B
EL
OW
GR
OU
ND
SU
RF
AC
E,
ME
TE
RS
-20
GW T
-25-30 -15 -10 -5 0 +5 +10 +15
AWAY FROM EXCAVATION TOWARDS THE EXCAVATION
43.5 M
37.2 M
31.4 M
5.5 M
CONSTR.SEQUENCE
RANGE OFPILE TIPS
457 mm CONCRETE
PR
ED
RIL
LIN
G40
6 m
m A
UG
ER
762 mm O.D.
STEEL CASING
10
5
0
15
20
25
30
35
40
45
50
W 920 x 313
5.5M
41 M
20 M
AFTER CONSTRUCTIONOF PANEL NO. P33
3/18/94
AFTER CONSTRUCTIONOF PANEL NO. P35
3/7/94
AFTER INSTALLATIONOF SOLDIER PILES
AND PANEL NO. P313/6/94
AFTER EXCAVATIONOF PANEL NO. P37
3/9/94
AFTER CONSTRUCTIONOF PANEL NO. P37
3/14/97
16 mm
Figure 15
6.4 mm
11/8/99 sv ..\8712-043\ascem etric\m ldtM .cdr01/14/04 jdg
LATERAL DEFORMATIONS, m m LATERAL DEFORMATIONS, m m
(a) Lateral Deformations During Excavation
DE
PT
H B
EL
OW
GR
OU
ND
SU
RF
AC
E, M
(b) Total Lateral Deform ations( Wall, Pile Driving and Excavation)SPTC
-10 -10-20-30-400 0+10 +10+20 +20+30 +30+50+40 +40 +50 +60
10
5
0
15
20
25
30
35
40
45
50
10
5
0
15
20
25
30
35
40
45
50
SO
LD
IER
PIL
ES
PT
C W
AL
L
AWAY FROM EXCAVATION
AWAY FROM EXCAVATION
TOWARDS THE EXCAVATION
TOWARDS THE EXCAVATION
6/17 6/17/94
7/15
9/21/94
8/9 8/9-8/19/94
BASE SLAB
6/09/ 6/09/
7/7/ 7/7/94
8/3/94
8/23/94
A A
B B
C C
Excavation Level A
After Construction of SPTC Wall, 3/18/94
Excavation Level B
After Excavation to Level B (5.8 M), 7/8/94
After Level B Bracing, 7/15/94
After Excavation for Level C (9.4 M) 8/4/94
After Pile Driving, 4/26/94
Periodic, 9/1/94
After Bracing Level C, 8/14/94
Periodic, 9/7/94
After Excavation Level C, 8/4/94
Excavation Completed (12.8 M), 8/25/94
Final Excavation, 8/25/94
After Base Slab Construction, 9/27/94
After Base Slab Construction, 9/27/94
SYM.
SYM.
Figure 16
7/15/94
AFTER SPTCWALL CONSTRUCTION
AFTER PILEDRIVING
AFTER BASE SLABCONSTRUCTION
9/21
8/3/94
PREDICTEDPROFILE
11/4/99 sv ..\8712-043\ascem etric\scetsaM .cdr01/14/04 jdg
0 3 6 9 12 15 18 21 24 27 30
0
20
10
30
50
40
60
70
Line 23, Station 535+5013.1 M Deep Excavation
Line 22, Station 535+0013.1 M Deep Excavation
Estimated Distribution ofSettlem ents at Ground Level
D&M Design Criteria Report, 1989
x
x
x
x
x
Distance From Excavation, Meters
Su
rfac
e S
ettl
emen
ts, m
m
58 mm
Figure 17
CL-28
CL-29CL-27
CL-26S-06R
P-10P-09 S-06
Sheet PilesCL-25CL-24
CL-23
CL-22
537+00538+00
60 62 64 66 68 7074 76 78 80 82 88 90 92 94 96 108 110 112 114
7460 62 64 66 68 70 76 78 80 82 88 90 92 94 96 108 110 112 114
AudiffredBldg.
113-115Steuart
JewishCommunityFederation
SteuartPlace
"North"
SteuartPlace
"South"
GriffonHotel Y.M.C.A.
10 200
Steuart Street
P-09
CL-24
S-05
KEY
Approxim ate Location of Inclinometer
Approxim ate Location of Piezom eter
Approxim ate Location of Subsurface Settlem ent
Mis
sio
n S
tree
t
N
Embarcadero
539+00 540+00
TR
TM
TL
S-05
11/3/99 sv ..\8712-043\ascem etric\ipM .cdr01/14/04 jdg
Figure 18
Meters
LATERAL DEFORMATIONS, m m LATERAL DEFORMATIONS, m m
(a) LATERAL DEFORMATIONS DURING EXCAVATION11/8/99 sv ..\8712-043\ascem etric\ldm M .cdr01/14/04 jdg
DE
PT
H B
EL
OW
GR
OU
ND
SU
RF
AC
E,
M
(b) TOTAL LATERAL DEFORMATIONSFROM VARIOUS CONSTRUCTION ACTIVITIES
-10 -30-40-500 -20 -10+10 0+20 +10+30 +20+40 +50 +30 +40 +50
5
0
15
20
25
30
35
40
45
50
SO
LD
IER
PIL
ES
PT
C W
AL
L
AWAY FROMEXCAVATION
AWAY FROM EXCAVATIONTOWARDS THEEXCAVATION
TOWARDS THE EXCAVATION
10
5
0
15
20
25
30
35
40
45
50
10
A A1.52 M 1.52 M
4.57 M 4.57 M
7.92 M 7.92 M
11.0 MSG
SG
B B
C C
9/27/94 9/27/94
10/25/94 10/25/94
11/30/94 11/30/94
1/18/95 1/18/95
W 920x313
Excavation For Level A Bracing, 10/3/94
Excavation for and Installation ofLevel C, 12/7/94Excavation Complete Slab Poured,1/19/95
Excavation for and Installation ofLevel B, 10/27/94
Removal of Struts at Levels B & C,2/20/95
SYM.
After Construction of SPTC Walls, 5/10/94
After Excavation to Level B; Two Levelsof Struts Installed, 10/27/94After Excavation to Level C, 12/7/94
After Pile Driving, 8/5/94
Base Slab Constructed Levels C & BRemoved, 2/20/95
Excavation Completed, 1/19/95
SYM. ACTIVITYACTIVITY
38 mm
ESTIMATED FINALDEFORMATION
PROFILE
6 mm
Figure 19
AFTER SPTC WALLCONSTRUCTION
AFTERPILE DRIVING
AFTEREXCAVATION
END OFCONSTRUCTION
11.0 M
11/4/99 sv ..\8712-043\ascem etric\m lda2M .cdr01/14/04 jdg
30
25
20
15
10
5
0
30
25
20
15
10
5
030 6 9 12 15 30 6 9 12 15
ALL INCLINOMETERSARE 0.9-1.2 M FROMTHE SPTC WALL
NOTE:
EXCESSIVECANTILEVER
DEFLECTIONS
NOTATION
a
b
CONDITION
CREEP DEFORMATIONDEFORMATION CHANGE
DURING BOXCONSTRUCTION AND
BACKFILL
EXCESSIVECANTILEVERMOVEMENT
EFFECTS OFCROSSLOT
WALL
SYMBOL INCLUDINGNUMBER
CL-23
CL-26
CL-28
CL-30
CL-31
SYMBOLINCLUDING
NUMBERDISTANCEd, METERS
CL-22 7.92
CL-24 6.1
CL-25 7.62
CL-27 6.21
CL-29 6.21
SPTCWALLIN
CL
INO
ME
TE
R L
d
MA
XIM
UM
LA
TE
RA
L D
EF
OR
MA
TIO
NS
(mm
)
MA
XIM
UM
LA
TE
RA
L D
EF
OR
MA
TIO
NS
(mm
)
EXCAVATION DEPTH, H, METERS EXCAVATION DEPTH, H, METERS
b a
a
b
Figure 20
-10 -100 0+10 +10+20 +20+30 +30+40 +40+50 +50+60 +60+70
10
5
15
20
25
30
35
40
45
50
10
5
15
20
25
30
35
40
45
50
SETTLEMENT, m m
Estimated GroundSettlements: Design Criteria Report, 1989
x
SETTLEMENT, m m
FILL
BAY MUD
GREY SAND
OLD BAY
CLAY
Symbol
Symbol
Date
Date
9/9/94
5/12/94
After Install. of
After Install. ofSoldier Piles
SPTC Walls
After Excavation
After SPTC Walls& Pile Driving
for Level A
After Excavation
After Excavationfor Level A
for Level B
After Excavation
After Excavationfor Level B
for Level C
After Full
After Excavationfor Level C
Excavation 11 M
After Construc.
Full Excavation11 MAfter Construc.of Base Slab of Base Slab
Activity
Activity
10/07/94
9/9/94
11/09/94
10/1/94
12/28/94
11/9/94
2/28/95
12/14/94
3/22/95
1/11/95
3/2/95 &3/22/95
xx
x x
Estimated Ground Settlements: Design Criteria Report, 1989
x
11/4/99 sv ..\8712-043\ascem etric\c l24-27M .cdr01/14/04 jdg Figure 21
(a) CL-24; At 113-115 STUEART (b) CL-27 at STUEART PLACE
DE
PT
H B
EL
OW
GR
OU
ND
SU
RFA
CE
, M
DE
PT
H B
EL
OW
GR
OU
ND
SU
RFA
CE
, M
11/4/99 sv ..\8712-043\ascem etric\gssM .cdr01/14/04 jdg
0
10
20
30
40
50
60
70
80
Distance From Excavation, Meters
Su
rfac
e S
ettl
emen
ts, m
m
0 333 6 9 12 15 18 21 24 27 30
Estimated Ground SettlementsDesign Criteria Report, 1989
x
x
x
EXCAVATION DEPTH: 10.4 - 11 M
Figure 22
11/4/99 sv ..\8712-043\ascem etric \bscbeM .cdr01/14/04 jdg
BU
ILD
ING
SE
TT
LE
ME
NT,
mm
HORIZONTAL DISTANCE FROM EXCAVATION, M HORIZONTAL DISTANCE FROM EXCAVATION, M
0 0
0
5 5
5 5
10 10
10 10
15 15
15 15
20 20
20 20
0 05 510 1015 1520 2025 2530 3035 3540 40
BU
ILD
ING
SE
TT
LE
ME
NT,
mm
BU
ILD
ING
SE
TT
LE
ME
NT,
mm
HORIZONTAL DISTANCE FROM EXCAVATION, M HORIZONTAL DISTANCE FROM EXCAVATION, M
0 05 510 1015 1520 2025 2530 3035 3540 40
BU
ILD
ING
SE
TT
LE
ME
NT,
mm
0
10/5/94
10/7/94
10/7/94 10/5/94
4/4/955/23/95
7/9/96
11/9/94
1/11/95
3/9/955/22/95
7/8/96
11/9/94
3/9/955/22/95
7/8/96
1/12/95
4/4/954/23/95
7/9/96
113-115 STEUART STREET2 STORIES CONCRETE FR.
SINGLE BASEMENTW OOD PILES
STEUART PLACE NORTH6 STORIES, SINGLE
BASEMENTW OOD PILES
JEW ISH COMMUNITYFEDERATION BUILDING
7 STORIES / ONE BASEMENT12 IN. CONCRETE PILES
STEUART PLACE SOUTH5 STORIES, SINGLE
BASEMENTW OOD PILES
Figure 23