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2
Ground Support PLLC
BACKGROUND:
The planned project consists of a prefabricated modular apartment building with underground
parking, located on the site bounded by Dexter Avenue N. to the east, multi-story
residential/commercial structures to the north and south, and an alley to the west. The site slopes to
the east, with the alley at elevation 128-130 feet and Dexter Avenue ranging from elevation 103 feet
in the north to 99 feet in the south. The buildings to the north and the south, as well as the structure
presently located on the northern portion of the site, are benched into the steep slope that is adjacent
the alley. The parking lot within the south portion of the site is separated from the steep slope to the
west by a 10-foot-high cast–in-place concrete retaining wall.
The excavation will cover essentially the entire site with setbacks of 2 feet from the north and south
property lines to accommodate shoring. In addition, the basement excavation will be set back from
the east property line such that the building footprint will be 146 feet long by just over 100 feet wide
(east-west). The excavation will extend to elevation 88 to 96 feet, with maximum depths of
excavation along the west (alley) side of 37 feet.
This design addendum addresses the re-design of the central section of the west wall, replacing
anchored soldier pile shoring with internally-braced soldier piles, as a result of a lack of a temporary
construction easement for the associated property to the immediate west of the alley.
SUBSURFACE CONDITIONS:
The geotechnical information indicates that the subsurface materials consist of fill/colluvium and
landslide deposits overlying very stiff to hard glacially over-ridden silt and clay. The groundwater
table is located below the planned base of excavation but perched groundwater seepage can be
anticipated during construction.
SHORING SYSTEM:
The replacement shoring will consist of soldier piles supported by rakers and associated walers. The
rakers will in turn be supported by toe piles and the rakers will be pre-loaded to control displacements
of the alley. A single row of rakers will be employed. After installing the soldier piles, the
construction sequence will consist of sequential excavation of the face and placement of the wood
lagging. A berm will be left in place, starting at just below the planned elevation of the raker
supports. Following excavation to the planned base of the excavation and installation of the toe piles,
the rakers will be installed and pre-loaded. The berm will then be removed from beneath and
between the installed rakers. In addition to the above, small bar anchors will be installed and attached
to each of the internally braced soldier piles. These anchors will not contribute to overall stability,
which will be provided by the raker supports, but will simply reduce the flexural demand on the
soldier piles until the rakers can be installed.
DESIGN PARAMETERS:
Design earth pressures corresponding to the soil self-weight are recommended in the geotechnical
report. For the raker supported soldier piles, the soil self-weight was modeled using an equivalent
fluid density of 45 psf/ft, per the recommendations of the geotechnical report.
Live load lateral surcharge pressures were taken as 100 psf.
3
Ground Support PLLC
The following design values were used to evaluate the depth of embedment of the soldier piles below
the base of the excavation:
Passive Equivalent Fluid Density 300 pcf over 2 pile diameters
150 pcf over 2 pile diameters for berm
300 pcf over 3 pile diameters for toe pile
Active Equivalent Fluid Density 45 pcf over 1 pile diameter Allowable Pile Skin Friction 0.75 ksf
Raker Loads:
Individual raker loads are developed from the design earth pressure diagrams presented on the Plans,
using a tributary area method to assign loads to the rakers and to the toe shear in the piles. The results
are presented in Appendix A (Table A1). Loads indicated are per pile, with the raker loads being
twice these loads as each raker supports two adjacent soldier piles. Design calculations for the raker
and associated walers are shown in Table 1.
Soldier Piles:
Soldier pile loadings were determined from the design earth pressure diagrams and the locations and
inclinations of the raker supports. The spreadsheet output presented in Appendix A (Table A2)
summarizes the following design aspects for the final condition following completion of the
excavation:
Calculation of soldier pile loads and bending moments, consistent with the design apparent earth
pressure diagrams provided on the Plans. For each soldier pile, the calculated shear force, axial
load and bending moment are provided. Representative earth pressure diagrams, together with
calculated shear force and bending moment diagrams, are also shown for a number of piles, in
Appendix A.
Calculation of pile toe embedment requirements (for lateral support and uplift resistance) using
the criteria indicated on the Plans.
Pile structural steel sizing in accordance with the AISC 360-05 Specification for Structural Steel
Buildings. Combined flexure and axial load, shear, and compact section steel design checks are
performed for the critically loaded section of each pile along the length of the wall. The
spreadsheet output summarizes the minimum steel section required for each pile.
Also shown in Appendix A are the corresponding design calculations for the toe piles that support the
rakers (Table A3 and Figure A4).
Table A4 and Figure A5 show design calculations for the intermediate condition where the soldier
piles act in a cantilevered condition, prior to the installation of the rakers, and where small bar
anchors provide nominal support.
Lagging:
Timber lagging will be used to support the soil between adjacent soldier piles. The average design
earth pressures for the lagging are indicated in Appendix A, and these design earth pressures are
derived directly from the design earth pressure diagrams. Hem-Fir No. 2 lagging (4-inch) or
equivalent will provide adequate support for the soil between the soldier piles, per the
recommendations of the FHWA Engineering Circular No. 4.
4
Ground Support PLLC
TABLES
Available Available Flexure Available
Axial Bending Maximum Axial Flexural & Flexure Shear
Load Shear Moment Span Steel Strength Axial Strength Axial & Strength Shear
P V M L Steel Grade Pa Design Ma Design Axial Va Design Shear
Case Analysis Case (k) (k) (ft-k) (ft) Section (ksi) (k) Ratio (ft-k) Ratio Status (k) Ratio Status
1 Waler 0.0 170.0 380.0 5.0 W14x132 50.0 1,156.3 0.00 585.0 0.65 OK 190.6 0.89 OK
2 Waler Stubout 170.0 0.0 30.0 3.0 HSS12x6x3/8 46.0 324.1 0.52 103.0 0.78 OK 136.1 0.00 OK
3 Raker Type 1 260.0 0.0 45.5 56.0 Pipe18x5/8 36.0 393.1 0.66 339.8 0.91 OK 221.1 0.00 OK
4 Raker Type 2 310.0 0.0 33.4 48.0 Pipe18x5/8 36.0 464.4 0.67 339.8 0.83 OK 221.1 0.00 OK
TABLE 1
STRUCTURAL ELEMENT DESIGN
5
Ground Support PLLC
APPENDIX A
DESIGN CALCULATIONS
Design Pile Top Pile Toe Pile Toe Pile Lagging
L=NH2
Unif. Press. Elevation Angle Anchor Load No. of Total Length Bond Length Beam Elevation Embed Elevation Length Pressure
Pile ID Station (ft) Height (ft) Spacing (ft) No. Anchors N (psf/ft) P (psf) (feet) (degrees) (kips) Strands (feet) (feet) (feet) (feet) (feet) (feet) (psf)
W8 255.5 36.2 5 1 22.5 100 113.00 -29.75 136 4 91.8 54.4 W21x111 128.0 13.4 77.0 51.0 1728
W8A 260.5 36.3 6.25 1 22.5 100 113.00 -29.75 172 5 106.2 68.7 W21x132 128.0 16.5 74.0 54.0 1732
W9 268 36.4 6.25 1 22.5 100 113.00 -29.75 173 5 106.8 69.3 W21x132 128.0 16.6 74.0 54.0 1738
W9A 273 37.0 4.25 1 22.5 100 113.00 -29.75 122 4 87.2 48.9 W21x101 128.0 12.9 77.0 51.0 1764
W10 276.5 39.0 4.25 1 22.5 100 113.00 -31.1 134 4 96.6 53.7 W21x132 128.0 13.8 74.0 54.0 1857
W10A 281.5 36.6 4.5 1 22.5 100 113.00 -31.1 129 4 90.9 51.7 W21x101 128.0 13.3 77.0 51.0 1748
W11 285.5 36.7 4.5 1 22.5 100 113.00 -31.1 130 4 91.1 51.9 W21x101 128.0 13.4 77.0 51.0 1751
W12 290.5 34.5 5 1 22.5 100 113.00 -31.1 131 4 88.4 52.5 W18x97 128.0 13.5 79.0 49.0 1651
Anchor 1
TABLE A1
RAKER DESIGN LOADS
2
Axial Free Pile Pile Pile Pile Pile End Skin Axial Embed
Design Load Moment Length Steel Flex/Ax Diameter End Area Skin Area End Bear Skin Frict Bearing Friction Load Length
Pile ID Beam (kips) (ft-kips) (feet) Section Ratio (ft) (ft^2) (ft^2/ft) (ksf) (ksf) (kips) (klf) (kips) (ft)
W8 W21x111 -67 630 22.00 W21x111 0.94 2.50 4.91 7.85 12.00 0.75 0.0 5.9 -67 13.4
W8A W21x132 -85 799 22.00 W21x132 1.00 2.50 4.91 7.85 12.00 0.75 0.0 5.9 -85 16.5
W9 W21x132 -86 802 22.00 W21x132 1.00 2.50 4.91 7.85 12.00 0.75 0.0 5.9 -86 16.6
W9A W21x101 -61 597 22.50 W21x101 0.98 2.50 4.91 7.85 12.00 0.75 0.0 5.9 -61 12.3
W10 W21x132 -69 745 24.50 W21x132 0.93 2.50 4.91 7.85 12.00 0.75 0.0 5.9 -69 13.8
W10A W21x101 -67 588 22.00 W21x101 0.97 2.50 4.91 7.85 12.00 0.75 0.0 5.9 -67 13.3
W11 W21x101 -67 589 22.00 W21x101 0.97 2.50 4.91 7.85 12.00 0.75 0.0 5.9 -67 13.4
W12 W18x97 -68 474 19.69 W18x97 0.94 2.50 4.91 7.85 12.00 0.75 0.0 5.9 -68 13.5
Pile Vertical Load Analysis Toe Dist. Depth (ft)
Soldier Beam Loads-Below Anchor 1
TABLE A2
SOLDIER PILE DESIGN
Axial Free
Design Load Moment Length Steel Flex/Ax
Pile ID Beam (kips) (ft-kips) (feet) Section Ratio
TP W30x292 150 2483 0.50 W30x292 0.97
Soldier Beam Loads-Below Anchor 1
TABLE A3
TOE PILE DESIGN
Axial Free
Axial Load Shear Force Steel Shear Design Load Moment Length Steel Flex/Ax
Pile ID (kips) (kips) Section Ratio Beam (kips) (ft-kips) (feet) Section Ratio
C 9 31 W14x34 0.38 W18x86 9 425 16.50 W18x86 0.95
Soldier Beam Loads-Below Anchor 1
TABLE A4
SOLDIER PILE DESIGN LOADS
STAGE 1 PRIOR TO RAKER INSTALLATION
Depth (ft)
0
0.098
0.197
0.295
0.394
0.492
0.591
0.689
0.787
0.886
0.984
1.083
1.181
1.280
1.378
1.477
1.575
1.673
1.772
1.870
1.969
2.067
2.166
2.264
2.362
2.461
2.559
Wall Height (ft) 36.4
Pile Spacing (ft) 6.25
FIGURE A1 SOLDIER BEAM - W9
-6000
-4000
-2000
0
2000
4000
0 10 20 30 40 50 60
(ps
f)
Depth (ft)
Eart
h P
res
su
re
-150
-100
-50
0
50
100
0 10 20 30 40 50 60
(kip
s)
Depth (ft)
Sh
ea
r F
orc
e
-1000
-800
-600
-400
-200
0
200
400
0 10 20 30 40 50 60(f
t-k
ips
)
Depth (ft)
Ben
d.
Mo
men
t
Point Depth Pressure Width Force Depth(CG) Moment
A 0.00 0.0 6.25 FAB 186233 24.26 4647686
B 36.39 1637.6 6.25 FBC 0 0.00 0
C 36.39 1637.6 6.25 FCD 0 0.00 0
D 36.39 0.0 6.25 FAD 186233 24.26
36.39 0.0
E 36.39 1637.6 2.50 FEF 61762 43.12 376295
F 49.22 2214.8 2.50
49.22 0.0
G 38.39 0.0 5.00 FGH 0 0.00 0
H 38.39 -600.0 5.00 FHI -120376 45.12 -492987
I 49.22 -3847.7 5.00 FIJ 0 0.00 0
J 49.22 -3847.7 5.00 FJK 0 0.00 0
K 49.22 -3847.7 5.00 FGK -120376 45.12
49.22 0.0
0.00 0.0
L 0.00 100.0 6.25 FLM 22745 18.20 705569
M 36.39 100.0 6.25
36.39 0.0
0.00 0.0
N 0.00 0.0 6.25 FNO 0 0.00 0
O 0.00 0.0 6.25
0.00 0.0
0.00 0.0
P 0.00 0.0 6.25 FPQ 0 0.00 0
Q 0.00 0.0 6.25
0.00 0.0
0.00 0.0
R 0.00 0.0 6.25 FRS 0 0.00 0
S 0.00 0.0 6.25
0.00 0.0
T 36.39 0.0 6.25 FTU 0 0.00 0
U 36.39 0.0 6.25 FUV 0 0.00 0
V 36.39 0.0 6.25 FVW 0 0.00 0
W 46.39 0.0 6.25 FTW 0 0.00
46.39 0
Anchor 1 150365 14.39 5236564
Amchor 2 0 0.00 0
Anchor 3 0 0.00 0
Anchor 4 0 0.00 0
Load 1 0 0.00 0
S Forces 0 S Moments 0
FIGURE A1 (cont'd) SOLDIER BEAM - W9
F AD
F EF
F GK
F LM
F TWF NOF PQ
F RS
A 1
A 2A 3A 4L 1
-5000.0
-4000.0
-3000.0
-2000.0
-1000.0
0.0
1000.0
2000.0
3000.0
4000.0
5000.0
6000.0
0.00 10.00 20.00 30.00 40.00 50.00 60.00
Pre
ssu
re (
psf
)
Depth (ft)
Depth (ft)
0
0.106
0.211
0.317
0.423
0.528
0.634
0.740
0.845
0.951
1.057
1.162
1.268
1.374
1.479
1.585
1.691
1.796
1.902
2.007
2.113
2.219
2.324
2.430
2.536
2.641
2.747
Wall Height (ft) 39.0
Pile Spacing (ft) 4.25
FIGURE A2 SOLDIER BEAM - W10
-6000
-4000
-2000
0
2000
4000
0 10 20 30 40 50 60
(ps
f)
Depth (ft)
Eart
h P
res
su
re
-150
-100
-50
0
50
100
0 10 20 30 40 50 60
(kip
s)
Depth (ft)
Sh
ea
r F
orc
e
-800
-600
-400
-200
0
200
0 10 20 30 40 50 60
(ft-
kip
s)
Depth (ft)
Ben
d.
Mo
men
t
Point Depth Pressure Width Force Depth(CG) Moment
A 0.00 0.0 4.25 FAB 145738 26.03 3906142
B 39.04 1756.8 4.25 FBC 0 0.00 0
C 39.04 1756.8 4.25 FCD 0 0.00 0
D 39.04 0.0 4.25 FAD 145738 26.03
39.04 0.0
E 39.04 1756.8 2.50 FEF 71258 46.28 466726
F 52.83 2377.3 2.50
52.83 0.0
G 41.04 0.0 4.25 FGH 0 0.00 0
H 41.04 -600.0 4.25 FHI -118671 48.40 -525431
I 52.83 -4136.9 4.25 FIJ 0 0.00 0
J 52.83 -4136.9 4.25 FJK 0 0.00 0
K 52.83 -4136.9 4.25 FGK -118671 48.40
52.83 0.0
0.00 0.0
L 0.00 100.0 4.25 FLM 16592 19.52 552652
M 39.04 100.0 4.25
39.04 0.0
0.00 0.0
N 0.00 0.0 4.25 FNO 0 0.00 0
O 0.00 0.0 4.25
0.00 0.0
0.00 0.0
P 0.00 0.0 4.25 FPQ 0 0.00 0
Q 0.00 0.0 4.25
0.00 0.0
0.00 0.0
R 0.00 0.0 4.25 FRS 0 0.00 0
S 0.00 0.0 4.25
0.00 0.0
T 39.04 0.0 4.25 FTU 0 0.00 0
U 39.04 0.0 4.25 FUV 0 0.00 0
V 39.04 0.0 4.25 FVW 0 0.00 0
W 49.04 0.0 4.25 FTW 0 0.00
49.04 0
Anchor 1 114916 14.54 4400090
Amchor 2 0 0.00 0
Anchor 3 0 0.00 0
Anchor 4 0 0.00 0
Load 1 0 0.00 0
S Forces 0 S Moments 0
FIGURE A2 (cont'd) SOLDIER BEAM - W10
F AD
F EF
F GK
F LM
F TWF NOF PQ
F RS
A 1
A 2A 3A 4L 1
-6000.0
-4000.0
-2000.0
0.0
2000.0
4000.0
6000.0
0.00 10.00 20.00 30.00 40.00 50.00 60.00
Pre
ssu
re (
psf
)
Depth (ft)
Depth (ft)
0
0.098
0.197
0.295
0.393
0.491
0.590
0.688
0.786
0.885
0.983
1.081
1.179
1.278
1.376
1.474
1.573
1.671
1.769
1.868
1.966
2.064
2.162
2.261
2.359
2.457
2.556
Wall Height (ft) 36.7
Pile Spacing (ft) 4.50
FIGURE A3 SOLDIER BEAM - W11
-6000
-4000
-2000
0
2000
4000
0 10 20 30 40 50 60
(ps
f)
Depth (ft)
Eart
h P
res
su
re
-100
-50
0
50
100
0 10 20 30 40 50 60(kip
s)
Depth (ft)
Sh
ea
r F
orc
e
-800
-600
-400
-200
0
200
0 10 20 30 40 50 60
(ft-
kip
s)
Depth (ft)
Ben
d.
Mo
men
t
Wall Height (ft) 0.50
Depth of Embed (ft) 25.45
Depth to Top of Passive (ft) 2.50
moment moment
Force p (psf) Kg (psf) h (ft) w (ft) phw (lbf) Kg h2w/2 (lbf) depth (ft) arm (ft) (ft-lbf)
A1 0.0 0.50 10.00 260000 0.00 25.95 6746636
A2 0.0 0.50 10.00 0 0.33 25.62 0
A3 0.0 25.45 3.50 0 13.22 12.72 0
A4 0.0 25.45 3.50 0 17.47 8.48 0
P1 600.0 23.45 10.00 140692 14.22 11.72 1649511
P2 300.0 23.45 10.00 824755 18.13 7.82 6446453
P3 0.0 0.00 10.00 0 25.95 0.00 0
P4 0.0 0.00 10.00 0 25.95 0.00 0
Moments about pile toe Sum of resisting moments (ft-lbf) 8095963
Sum of driving moments (ft-lbf) 6746636
FS 1.20
Depth to Zero Shear (ft) at "M" 13.82
moment moment
Force p (psf) Kg (psf) h (ft) w (ft) phw (lbf) Kg h2w/2 (lbf) depth (ft) arm (ft) (ft-lbf)
a1 0.0 0.50 10.00 260000 0.00 13.82 3592331
a2 0.0 0.50 10.00 0 0.33 13.48 0
a3 0.0 13.32 3.50 0 7.16 6.66 0
a4 0.0 13.32 3.50 0 9.38 4.44 0
p1 600.0 11.32 10.00 67900 8.16 5.66 384200
p2 300.0 11.32 10.00 192100 10.04 3.77 724643
p3 0.0 0.00 10.00 0 0.00 13.82 0
p4 0.0 0.00 10.00 0 0.00 13.82 0
Moments at Zero Shear Point Sum of shear forces (lbf) at "M" 0
Sum of moments (ft-lbf) at "M" 2483487
FIGURE A4 SOLDIER BEAM - TP
Re
sis
tin
gD
rivin
gR
esis
tin
gD
rivin
g
A1
A2
A3
A4
P1
P2
M
P3
P4
A5
A6
A7
A8
A9
A10
W1
W2 W
4W
3W
2a
-10000.0
-8000.0
-6000.0
-4000.0
-2000.0
0.0
2000.0
4000.0
0.0 5.0 10.0 15.0 20.0 25.0 30.0
Pre
ssu
re (
psf)
Depth (ft)
Earth Pressure
Wall Height (ft) 16.50
Depth of Embed (ft) 25.90
Depth to Top of Passive (ft) 18.50
moment moment moment moment
Force p (psf) Kg (psf) h (ft) w (ft) phw (lbf) Kg h2w/2 (lbf) depth (ft) arm (ft) (ft-lbf) Force p (psf) Kg (psf) h (ft) w (ft) phw (lbf) Kg h
2w/2 (lbf) depth (ft) arm (ft) (ft-lbf)
A1 100.0 16.50 5.00 8250 8.25 34.15 281732 A5 0.0 0.00 5.00 -12000 8.00 34.40 -412792
A2 45.0 16.50 5.00 30628 11.00 31.40 961703 A6 0.0 0.00 5.00 0 0.00 42.40 0
A3 742.5 25.90 2.50 48076 29.45 12.95 622564 A7 0.0 0.00 5.00 0 0.00 42.40 0
A4 45.0 25.90 2.50 37731 33.77 8.63 325737 A8 0.0 0.00 5.00 0 0.00 42.40 0
P1 300.0 23.90 5.00 35849 30.45 11.95 428384 A9 0.0 0.00 5.00 0 0.00 42.40 0
P2 150.0 23.90 5.00 214192 34.43 7.97 1706349 A10 0.0 0.00 5.00 0 0.00 42.40 0
P3 0.0 0.00 5.00 0 42.40 0.00 0
P4 0.0 0.00 5.00 0 42.40 0.00 0
Moments about pile toe
Moments about pile toe Sum of resisting moments (ft-lbf) 2134733
Sum of driving moments (ft-lbf) 1778944 moment moment
Force p (psf) Kg (psf) h (ft) w (ft) phw (lbf) Kg h2w/2 (lbf) depth (ft) arm (ft) (ft-lbf)
FS 1.20 a5 0.0 0.00 5.00 -12000 8.00 21.29 -255436
Depth to Zero Shear (ft) at "M" 29.29 a6 0.0 0.00 5.00 0 0.00 29.29 0
moment moment a7 0.0 0.00 5.00 0 0.00 29.29 0
Force p (psf) Kg (psf) h (ft) w (ft) phw (lbf) Kg h2w/2 (lbf) depth (ft) arm (ft) (ft-lbf) a8 0.0 0.00 5.00 0 0.00 29.29 0
a1 100.0 16.50 5.00 8250 8.25 21.04 173550 a9 0.0 0.00 5.00 0 0.00 29.29 0
a2 45.0 16.50 5.00 30628 11.00 18.29 560077 a10 0.0 0.00 5.00 0 0.00 29.29 0
a3 742.5 12.79 2.50 23735 22.89 6.39 151740
a4 45.0 12.79 2.50 9196 25.02 4.26 39196
p1 300.0 10.79 5.00 16180 23.89 5.39 87259 Moments at Zero Shear Point
p2 150.0 10.79 5.00 43630 25.69 3.60 156868
p3 0.0 0.00 5.00 0 0.00 29.29 0
p4 0.0 0.00 5.00 0 0.00 29.29 0 moment moment
Force p (psf) Kg (psf) h (ft) w (ft) phw (lbf) Kg h2w/2 (lbf) depth (ft) arm (ft) (ft-lbf)
W1 0 0.00 2.50 0 16.50 25.90 0
Moments at Zero Shear Point Sum of shear forces (lbf) at "M" 0 W2 0.0 0.00 2.50 0 16.50 25.90 0
Sum of moments (ft-lbf) at "M" 424999 W3 0.0 10.00 2.50 0 19.83 22.57 0
W4 0.0 10.00 2.50 0 21.50 20.90 0
W2a 0.0 0.00 2.50 0 16.50 25.90 0
Moments about pile toe
moment moment
Force p (psf) Kg (psf) h (ft) w (ft) phw (lbf) Kg h2w/2 (lbf) depth (ft) arm (ft) (ft-lbf)
w1 0 0.00 2.50 0 16.50 12.79 0
w2 0.0 0.00 2.50 0 16.50 12.79 0
w3 0.0 12.79 2.50 0 20.76 8.52 0
w4 0.0 12.79 2.50 0 22.89 6.39 0
w2a 0.0 0.00 2.50 0 16.50 12.79 0
Moments at Zero Shear Point
FIGURE A5 SOLDIER BEAM - C
Re
sis
ting
Dri
vin
gR
esis
ting
Dri
vin
g
A1
A2 A3
A4
P1
P2
M
P3
P4
A5
A6
A7
A8
A9
A10
W1
W2 W
4W
3W
2a
-5000.0
-4000.0
-3000.0
-2000.0
-1000.0
0.0
1000.0
2000.0
3000.0
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0
Pre
ssu
re (
psf)
Depth (ft)
Earth Pressure
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