HomeMy WebLinkAboutCandy Cove Retaining Wall Review 09_06_13Retaining Walls at Candy Cover
Construction Observation Summary
Retaining Walls at Candy Cove
Candy Cover Trail
City of Prior Lake
Hennepin County, MN
Prepared for
The City of Prior Lake
Prepared by
WSB and Associates
September 6, 2013
Retaining Walls at Candy Cove
City of Prior Lake, Hennepin County, MN
WSB PROJECT NO. 01905-040 PAGE 1
Wall Review
The initial project plans consisted of seven walls and one set of stairs. The walls
are located to the northwest of the building area per the 2012 plans for the Candy
Cove Development Project. The date of construction of the “large block”
segmental retaining walls began on November 2012. Construction of the walls
finished in December of 2012. Construction of the stairway did not occur until the
spring of 2013.
Walls 1, 2 and 3 are tiered walls on the west side of the stairway. Wall 1 is the
lowest tier, wall 3 the top tier. Walls 1, 2 and 3 all have a maximum height of
5.33ft. Walls 1, 2 and 3 are approximately 18ft, 22ft, and 30ft in length
respectively. The grade behind walls 1, 2, and 3, is approximately 1 vertical to 8
horizontal.
Retaining Walls at Candy Cove
City of Prior Lake, Hennepin County, MN
WSB PROJECT NO. 01905-040 PAGE 2
Walls 4, 5 and 6 are tiered walls on the east side of the stairway. Wall 4 is the
lowest tier, wall 6 the top tier. Walls 4, 5 and 6 all have typical heights of 5.33ft.
Wall 4 links in with wall 6 and has a maximum height of 12ft. Walls 4, 5 and 6
are approximately 220ft, 150ft, and 156ft in length respectively. The grade
behind walls 4, 5, and 6, is approximately 1 vertical to 4 horizontal.
Wall 7 joins into the tiers on the eastern side of the walls above wall 4. Wall 7
has a typical height of 5.33ft and is approximately 54ft in length. Walls 1, 2, 3, 6
and 7 are designed as gravity walls. Walls 4 and 5 are designed as soil
reinforced walls.
Retaining Walls at Candy Cove
City of Prior Lake, Hennepin County, MN
WSB PROJECT NO. 01905-040 PAGE 3
One additional wall was added to the project in June of 2013. It is located on the
southwestern part of the development. The wall is 146ft in length. It was
designed as a gravity wall.
The design for all of the walls was performed by Civil Design Professionals. The
design included an 18.4° gradation away from the back face of walls 6, 7 and the
additional southwestern wall. All walls were designed with a 50 psf surcharge.
Recommendations for geogrid lengths, block sizes, and locations were provided
in the design.
Field inspections of materials were made daily by WSB & Associates Inc. Initial
construction of the lowest tier wall began on November 2, 2012. Due to the
proximity of the wall to the lake, the contractor was required to relocate the wall
and start again. Construction of the wall began again November 21, 2012. The
Retaining Walls at Candy Cove
City of Prior Lake, Hennepin County, MN
WSB PROJECT NO. 01905-040 PAGE 4
block used for the walls was measured for correct size and observed to be
whole. Geogrid and back-face aggregate field measurements were taken daily
and met or surpassed lengths recommended in the design. The majority of wall
construction finished December 12, 2012.
The stairway and final block caps were added in the spring of 2013. The precast
stairway was altered from the original design to a cast-in-place stairway. Design
and plans of the altered stairway were not provided as requested by WSB. WSB
was not informed of a construction date and did not have opportunity to inspect
the installation of the stairway. WSB cannot validate the capacity, stability or
durability of the stairway. However, post construction measurements of the
stairway’s rise, run, and landing locations were taken. Measurements met the
requirements in the Minnesota Building Code for stairways.
Retaining Walls at Candy Cove
City of Prior Lake, Hennepin County, MN
WSB PROJECT NO. 01905-040 PAGE 5
Construction of the additional wall began on August 9, 2013. WSB recorded
block dimensions and locations daily. Wall construction was completed on
August 20, 2013. Final gradation was completed on August 27, 2013.
Braun Intertec Corporation performed initial borings for the onsite soil. Braun
determined the onsite soils will meet the requirements for a friction angle of 32°
and a soil weight of 120pcf. Field inspections and compaction tests of soils were
performed at various locations. Reports for the borings and recommendations
for bearing capacity and friction angle were provided to WSB. The compaction
test results were not provided to WSB. It is recommended the city request a
report of the compaction testing be provided as a supplement to this report.
A complete record of field measurements, all submitted testing, design
calculations and plans are attached in the appendix.
Retaining Wall #4 Review - Hickory Shores Development
City of Prior Lake, Hennepin County, MN
WSB PROJECT NO. 01905-020
Appendix
Retaining Wall #4 Review - Hickory Shores Development
City of Prior Lake, Hennepin County, MN
WSB PROJECT NO. 01905-020
Field Measurements and Observations by Aaron Nelson, PE
11/21 – Excavation: Approximately 20 feet to front face of wall.
Geo-grid: Wall 4 Center, Grid Base: 13’-0”
Wall 4 South, Grid Base: 13’-1”
5XT - Miragrid used
Aggregate: 2’-0”+
Block rapped for cracking, none observed.
11/23 – Geo-grid: Wall 4 Center, 2nd Layer: 13’-1”
Geo-grid: Wall 4 South, 2nd Layer: 13’-0”
5XT - Miragrid used
Aggregate: 1’-0”+
11/26 – Geo-grid: Wall 4 Center, 3rd Layer: 13’-2”
Geo-grid: Wall 4 South, 3rd Layer: 13’-3”
5XT - Miragrid used
Aggregate: 1’-0”+
11/29 – Geo-grid: Wall 5 Center, 2nd Layer: 8’-4”
Wall 5 South, 2nd Layer: 8’-5”
5XT - Miragrid used
Aggregate: 1’-0”+
Block rapped for cracking, none observed.
12/04 – Geo-grid: Wall 4 Far North by Wall 7, 3rd Layer: 11’-5”
5XT - Miragrid used
Aggregate: 1’-0”+
Block rapped for cracking, none observed.
5
9
4
10
6
4
11
9
2
2 1/2
3
CLAYEY SAND, slightly organic, dark brown and black,
moist to wet.
(Topsoil/Slopewash)
SILTY SAND, fine- to medium-grained, trace Gravel,
brownish gray, moist.
(Slopewash)
LEAN CLAY with SAND, trace Gravel and roots,
brown, olive and gray, wet, rather soft.
(Glacial Till)
SANDY LEAN CLAY, trace Gravel, with occasional
Silty Sand layers throughout, brown and gray, wet,
medium to rather stiff.
(Glacial Till)
POORLY GRADED SAND with SILT, trace Gravel,
with Sandy Lean Clay seams, dark brown, moist to
waterbearing, very loose.
(Glacial Outwash)
SANDY LEAN CLAY, trace Gravel, with occasional Silt
and Sand seams and rusting, gray, moist, rather stiff.
(Glacial Till)
END OF BORING.
Water observed at a depth of 14 1/2 feet with 14 1/2
feet of hollow-stem auger in the ground.
Water not observed with 23 feet of hollow-stem auger
in the ground.
Water not observed to cave-in depth of 23 feet
immediately after withdrawal of auger. *
SC
SM
CL
CL
SP-
SM
CL
* Boring immediately
backfilled.
911.0
909.0
906.0
902.0
900.0
890.0
5.0
7.0
10.0
14.0
16.0
26.0
LOCATION: See attached sketch.
ST-5
9/26/12 1" = 4'DATE:METHOD:
Description of Materials
(ASTM D2488 or D2487)
Braun Intertec Corporation ST-5 page 1 of 1
3 1/4" HSA, AutohammerK. Keck
BORING:
SCALE:DRILLER:
Tests or NotesWL
L O G O F B O R I N G
BPF
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Braun Project BL-10-09736A
SLOPE STABILITY ANALYSIS
Candy Cove Park
Candy Cove Trail
Prior Lake, Minnesota
qp
tsf
ASTM
Symbol
Elev.
feet
916.0
Depth
feet
0.0
7
5
8
11
17
21
25
20
4
4
4 1/2
4 1/2
4 1/2
SILTY SAND, fine- to medium-grained, black, moist.
(Topsoil)
LEAN CLAY, trace Gravel and roots, olive, gray and
dark brown, wet, medium.
(Slopewash)
SANDY LEAN CLAY, trace Gravel, with rusting
throughout, olive, gray and brown, moist, medium to
very stiff.
(Glacial Till)
Possible Cobbles encountered from 20 to 21 feet.
END OF BORING.
Water not observed with 24 1/2 feet of hollow-stem
auger in the ground.
Water not observed to cave-in depth of 23 feet
immediately after withdrawal of auger.
Boring immediately backfilled.
SM
CL
CL
902.1
897.1
878.1
2.0
7.0
26.0
LOCATION: See attached sketch.
ST-6
9/26/12 1" = 4'DATE:METHOD:
Description of Materials
(ASTM D2488 or D2487)
Braun Intertec Corporation ST-6 page 1 of 1
3 1/4" HSA, AutohammerK. Keck
BORING:
SCALE:DRILLER:
Tests or NotesWL
L O G O F B O R I N G
BPF
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Braun Project BL-10-09736A
SLOPE STABILITY ANALYSIS
Candy Cove Park
Candy Cove Trail
Prior Lake, Minnesota
qp
tsf
ASTM
Symbol
Elev.
feet
904.1
Depth
feet
0.0
7
13
11
9
4
4
8
3
SILTY SAND, fine- to medium-grained, trace Gravel
and roots, dark grayish brown, moist.
(Topsoil)
CLAYEY SAND, trace Gravel, dark brown, moist,
medium.
(Slopewash)
SILTY SAND, fine- to coarse-grained, with Gravel, dark
brown, moist, medium dense.
(Glacial Outwash)
POORLY GRADED SAND with SILT, fine- to
medium-grained, trace Gravel, with occasional Silty
Sand pockets, light brown, moist, very loose to medium
dense.
(Glacial Outwash)
POORLY GRADED SAND, fine- to coarse-grained,
with Gravel, brown, wet, very loose to medium.
(Glacial Outwash)
END OF BORING.
Water not observed with 19 1/2 feet of hollow-stem
auger in the ground.
Water not observed to cave-in depth of 14 1/2 feet
immediately after withdrawal of auger.
Boring immediately backfilled.
SM
SC
SM
SP-
SM
SP
901.6
899.6
897.6
889.6
882.6
2.0
4.0
6.0
14.0
21.0
LOCATION: See attached sketch.
ST-7
9/26/12 1" = 4'DATE:METHOD:
Description of Materials
(ASTM D2488 or D2487)
Braun Intertec Corporation ST-7 page 1 of 1
3 1/4" HSA, AutohammerK. Keck
BORING:
SCALE:DRILLER:
Tests or NotesWL
L O G O F B O R I N G
BPF
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Braun Project BL-10-09736A
SLOPE STABILITY ANALYSIS
Candy Cove Park
Candy Cove Trail
Prior Lake, Minnesota
qp
tsf
ASTM
Symbol
Elev.
feet
903.6
Depth
feet
0.0
17
14
13
14
12
11
13
13
20
4
4
CLAYEY SAND, fine- to medium-grained, trace Gravel,
brown, moist to wet, stiff to very stiff.
(Glacial Till)
POORLY GRADED SAND with SILT, fine- to
medium-grained, light brown, moist, medium dense.
(Glacial Outwash)
SC
SP-
SM
965.7 6.0
LOCATION: See attached sketch.
ST-8
9/26/12 1" = 4'DATE:METHOD:
Description of Materials
(ASTM D2488 or D2487)
Braun Intertec Corporation ST-8 page 1 of 2
3 1/4" HSA, AutohammerK. Keck
BORING:
SCALE:DRILLER:
Tests or NotesWL
L O G O F B O R I N G
BPF
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Braun Project BL-10-09736A
SLOPE STABILITY ANALYSIS
Candy Cove Park
Candy Cove Trail
Prior Lake, Minnesota
qp
tsf
ASTM
Symbol
Elev.
feet
971.7
Depth
feet
0.0
19
25
POORLY GRADED SAND with SILT, fine- to
medium-grained, light brown, moist, medium dense.
(Glacial Outwash) (continued)
POORLY GRADED SAND with SILT, fine-grained, light
brown, moist, medium dense.
(Glacial Outwash)
END OF BORING.
Water not observed with 39 1/2 feet of hollow-stem
auger in the ground.
Water not observed to cave-in depth of 29 1/2 feet
immediately after withdrawal of auger.
Boring immediately backfilled.
SP-
SM
937.7
930.7
34.0
41.0
LOCATION: See attached sketch.
ST-8 (cont.)
9/26/12 1" = 4'DATE:METHOD:
Description of Materials
(ASTM D2488 or D2487)
Braun Intertec Corporation ST-8 page 2 of 2
3 1/4" HSA, AutohammerK. Keck
BORING:
SCALE:DRILLER:
Tests or NotesWL
L O G O F B O R I N G
BPF
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Braun Project BL-10-09736A
SLOPE STABILITY ANALYSIS
Candy Cove Park
Candy Cove Trail
Prior Lake, Minnesota
qp
tsf
ASTM
Symbol
Elev.
feet
939.7
Depth
feet
32.0
1
Aaron Nelson
From:Van Abel, Josh <JVanAbel@braunintertec.com>
Sent:Wednesday, October 03, 2012 1:34 PM
To:Aaron Nelson; 'millerfest@aol.com'
Cc:Bennett, Jimmy; Jason Wedel
Subject:RE: Candy Cover Retaining Walls
Aaron,
Answers to your questions are below in red.
From: Aaron Nelson [mailto:anelson@wsbeng.com]
Sent: Wednesday, October 03, 2012 11:10 AM
To: Van Abel, Josh; 'millerfest@aol.com'
Cc: Bennett, Jimmy; Jason Wedel
Subject: RE: Candy Cover Retaining Walls
Josh,
Per the plans we are looking for a maximum 1800 psf bearing capacity.
Will this work? From a preliminary standpoint, the subgrade soils will be capable of providing this bearing capacity,
assuming the recommended soil corrections are performed. However, please note, we are still in the process of
completing our global stability analysis.
How much of the soils correction are need to meet this? Recommended soil correction depths are listed below in the table
in the first email.
As far as friction angle, 32, and soil weight, 120 pcf, does the existing soil meet these criteria? Yes, assuming onsite soils
consisting of SP or SP-SM are used and properly compacted (if used as fill/backfill). Onsite soils not meeting the criteria
of SP or SP-SM soils (sands with less 12 percent by weight passing the number 200 sieve) do not meet these criteria.
Thank you,
Aaron
Aaron Nelson, PE
Structural Project Manager
d: 763-231-4844
WSB & Associates, Inc. | 701 Xenia Avenue South, Suite 300 | Minneapolis, MN 55416
Josh Van Abel, PE
Associate ‐ Senior Engineer
Braun Intertec
11001 Hampshire Avenue S | Minneapolis, MN 55438
952.995.2310 direct | 612.369.0083 mobile
jvanabel@braunintertec.com
Employee Ownership working for you
braunintertec.com |Twitter: Braun Intertec | LinkedIn: Braun Intertec
2
This email, and any files transmitted with it, is confidential and is intended solely for the use of the addressee. If you are
not the addressee, please delete this email from your system. Any use of this email by unintended recipients is strictly
prohibited. WSB & Associates, Inc. does not accept liability for any errors or omissions which arise as a result of
electronic transmission. If verification is required, please request a hard copy.
From: Van Abel, Josh [mailto:JVanAbel@braunintertec.com]
Sent: Tuesday, October 02, 2012 3:20 PM
To: Aaron Nelson; 'millerfest@aol.com'
Cc: Bennett, Jimmy
Subject: Candy Cover Retaining Walls
Jason, Aaron,
Attached are the results of the additional soil borings we completed last week for the Candy Cover project in Prior
Lake. We also attached the previous borings for reference.
Our analysis is currently ongoing, however, from a preliminary standpoint we recommend the following excavation
depths for removal of slopewash soils and soft glacial soils below the retaining walls (and reinforcing grid) to reduce the
risk of instability and settlement. The excavated soils should be replaced with onsite or imported sands.
Preliminary Depths for Recommended Soil Correction for Retaining Walls
Boring Surface Elevation Soil Correction Depth Bottom Elevation
ST‐4 905.0 7 898
ST‐5 916.0 9 907
ST‐6 904.1 7 897
ST‐7 903.6 4 899 1/2
We will continue with our analysis and provide updates as available.
Aaron – If any plans have been revised plans as part of your evaluation, please let us know and send over any revised
documents.
Please contact myself or Jimmy Bennett with questions.
Thanks,
Josh Van Abel, PE
Associate ‐ Senior Engineer
Braun Intertec
11001 Hampshire Avenue S | Minneapolis, MN 55438
952.995.2310 direct | 612.369.0083 mobile
jvanabel@braunintertec.com
Employee Ownership working for you
braunintertec.com |Twitter: Braun Intertec | LinkedIn: Braun Intertec
Project:
Client:
Boring No.:
Soil Type:
LL:PI:
11.5
SET-R18a
Moisture Density Curve ASTM: D698, Method B
Candy Cove
Maximum Dry Density (pcf):
Civil Design Professionals
Sand with a little gravel (SP/SP-SM)
Sample:1
2401 W 66th Street Richfield, Minnesota 55423-2031
Job No.
Date:
Opt. Water Content (%):
Location:
9.9
4/30/13
8932
Specific Gravity:As Received W.C. (%):5.7
123.9
PL:*Assumed
Depth(ft):
119.0
2.67
114
115
116
117
118
119
120
121
122
123
124
125
5 6 7 8 9 10 11 12 13 14 15 16
Water Content (%)
Dr
y
D
e
n
s
i
t
y
(
P
C
F
)
Proctor Points
Zero Air Voids
+3/8 Corrected
ASTM: D3080
Project/Client:
Boring No.: Sample No. Depth:
Location:Sample Type:
Soil Type:
0.15
====39.7 deg.====33.8 deg.
2.00
Direct Shear Test
Test Date:
Job No.:
Candy Cove / Civil Design Professionals
1 5/1/2013
0.54 0.90
0.50 1.00
Dry Density (pcf)
1.78
114.2 114.7 115.0
Normal Stress
Shear Stress
Dry Density (pcf)
Before Shear
Thickness (In.)
Water Content (%)17.1 17.0
0.92 0.91 0.91
17.3
113.1
5.0 5.0
A B C D
(*) = Assumed Specific Gravity
Remarks: Specimens compacted to given densities, using -#4 material (approximately 95% of maximum
standard proctor); Inundated after applying normal load. Consolidated and sheared to given displacements at
constant rate of 0.007 inches/minute.
Plastic Limit:
Plasticity Index:
Specific Gravity (*):
Liquid Limit:
2.68
5/3/2013
Max Stress
Failure Criterion:
Sand, medium grained (SP)
Bulk Date Reported:
Shear Rate
0.007 (in/min)
Initial
2.50 2.50Diameter (In.)
"These tests are for informational purposes only and must be reviewed by a
qualified professional engineer to verify that the test parameters shown are
appropriate for any particular design."
0.93Thickness (In.)
Water Content (%)
0.93
5.0
113.1 113.1
8932
Cohesion
TSF0.011Apparent
X
0.93
2.50
Peak Conditions
Friction Angle: Friction Angle:
At Given Shear Disp. Of:
Apparent
Cohesion
0.105 TSF
-0.005
0
0.005
0.01
0.015
0.02
0.025
0 0.05 0.1 0.15 0.2
Ch
a
n
g
e
i
n
T
h
i
c
k
n
e
s
s
(
i
n
c
h
)
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
0 0.05 0.1 0.15 0.2
Shear Displacement (inch)
Sh
e
a
r
S
t
r
e
s
s
(
T
S
F
)
0
0.5
1
1.5
2
0 0.5 1 1.5 2
Normal Stress (TSF)
Sh
e
a
r
S
t
r
e
s
s
(
T
S
F
)
ASTM: D3080
Project/Client:
Boring No.: Sample No. Depth:
Location:Sample Type:
Soil Type:
0.15
====38.4 deg.====34.7 deg.
Peak Conditions
Friction Angle: Friction Angle:
At Given Shear Disp. Of:
Apparent
Cohesion
0.113 TSF
8932
Cohesion
TSF0.027Apparent
X
0.93
2.50
"These tests are for informational purposes only and must be reviewed by a
qualified professional engineer to verify that the test parameters shown are
appropriate for any particular design."
0.93Thickness (In.)
Water Content (%)
0.93
5.0
113.1 113.1
Initial
2.50 2.50Diameter (In.)
5/3/2013
Max Stress
Failure Criterion:
Sand, medium grained (SP)
Bulk Date Reported:
Shear Rate
0.007 (in/min)
2.68(*) = Assumed Specific Gravity
Remarks: Specimens compacted to given densities, using -#4 material (approximately 95% of maximum
standard proctor); Inundated after applying normal load. Consolidated and sheared to given displacements at
constant rate of 0.007 inches/minute.
Plastic Limit:
Plasticity Index:
Specific Gravity (*):
Liquid Limit:
A B C D
113.1
5.0 5.0
16.9 16.8
0.92 0.91 0.91
17.5
Dry Density (pcf)
Before Shear
Thickness (In.)
Water Content (%)
Dry Density (pcf)
1.68
113.9 115.1 115.3
Normal Stress
Shear Stress 0.46 0.98
0.50 1.00 2.00
Direct Shear Test
Test Date:
Job No.:
Candy Cove / Civil Design Professionals
1 5/1/2013
-0.005
0
0.005
0.01
0.015
0.02
0.025
0 0.05 0.1 0.15 0.2
Ch
a
n
g
e
i
n
T
h
i
c
k
n
e
s
s
(
i
n
c
h
)
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
0 0.05 0.1 0.15 0.2
Shear Displacement (inch)
Sh
e
a
r
S
t
r
e
s
s
(
T
S
F
)
0
0.5
1
1.5
2
0 0.5 1 1.5 2
Normal Stress (TSF)
Sh
e
a
r
S
t
r
e
s
s
(
T
S
F
)
CDP Wall
Civil Design Professionals version 3.1.12186
Project: Candy Cove
Location: Prior Lake, MN
Designer: BTD
Date: 7/19/2012
Section: wall 1
Design Method: NCMA_09_3rd_Ed
Design Unit: ReCon
SOIL PARAMETERS φ coh γ
Retained Soil: 32 deg 0 psf 120 pcf
Foundation Soil: 32 deg 0 psf 120 pcf
Leveling Pad: Crushed Stone
GEOMETRY
Design Height: 5.33 ft Live Load: 50 psf
Wall Batter/Tilt: 3.60/ 0.00 deg Live Load Offset: 0.00 ft
Embedment: 1.33 ft Live Load Width: 4 ft
Leveling Pad Depth: 1.00 ft Dead Load: 1300 psf
Slope Angle: 0.0 deg Dead Load Offset: 4.0 ft
Slope Length: 0.0 ft Dead Load Width: 100 ft
Slope Toe Offset: 0.0 ft Leveling Pad Width: 6.00 ft
Vertical δ on Single Depth
FACTORS OF SAFETY
Sliding: 1.50 Overturning: 1.50
Bearing: 2.00
RESULTS
FoS Sliding: 1.59 (lvlpd) FoS Overturning: 2.31
Bearing 1278.49 FoS Bearing: 10.44
Name Elev.ka Pa Paq Paqd - PaC PaT FSsl (base of leveling pad)FoS OT
TC 4.00 0.250 26 18 0 0 45 100.00 18.43
24 2.67 0.250 106 35 0 0 141 51.35 6.10
39 1.33 0.226 217 42 334 0 593 12.90 3.27
60 0.00 0.301 513 68 1295 0 1876 1.59 (1.76)2.31
Civil Design Professionals Page 1
CDP Wall
Civil Design Professionals version 3.1.12186
Project: Candy Cove
Location: Prior Lake, MN
Designer: BTD
Date: 7/19/2012
Section: wall 2
Design Method: NCMA_09_3rd_Ed
Design Unit: ReCon
SOIL PARAMETERS φ coh γ
Retained Soil: 32 deg 0 psf 120 pcf
Foundation Soil: 32 deg 0 psf 120 pcf
Leveling Pad: Crushed Stone
GEOMETRY
Design Height: 5.33 ft Live Load:50 psf
Wall Batter/Tilt: 3.60/ 0.00 deg Live Load Offset: 0.00 ft
Embedment: 1.33 ft Live Load Width: 4 ft
Leveling Pad Depth: 0.50 ft Dead Load:1000 psf
Slope Angle: 0.0 deg Dead Load Offset: 4.0 ft
Slope Length: 0.0 ft Dead Load Width: 100 ft
Slope Toe Offset: 0.0 ft Leveling Pad Width: 4.25 ft
Vertical δ on Single Depth
FACTORS OF SAFETY
Sliding:1.50 Overturning:1.50
Bearing:2.00
RESULTS
FoS Sliding:1.93 (lvlpd) FoS Overturning:2.10
Bearing 1267.24 FoS Bearing:7.27
Name Elev.ka Pa Paq Paqd - PaC PaT FSsl (base of leveling pad)FoS OT
TC 4.00 0.250 26 18 0 0 45 100.00 18.43
24 2.67 0.250 106 35 0 0 141 51.35 6.10
24 1.33 0.250 239 52 0 0 291 25.17 3.18
39 0.00 0.254 432 55 498 0 985 1.93 (1.99)2.10
Civil Design Professionals Page 1
CDP Wall
Civil Design Professionals version 3.1.12186
Project: Candy Cove
Location: Prior Lake, MN
Designer: BTD
Date: 7/19/2012
Section: wall 3
Design Method: NCMA_09_3rd_Ed
Design Unit: ReCon
SOIL PARAMETERS φ coh γ
Retained Soil: 32 deg 0 psf 120 pcf
Foundation Soil: 32 deg 0 psf 120 pcf
Leveling Pad: Crushed Stone
GEOMETRY
Design Height: 5.33 ft Live Load:50 psf
Wall Batter/Tilt: 3.60/ 0.00 deg Live Load Offset: 0.00 ft
Embedment: 1.33 ft Live Load Width: 50 ft
Leveling Pad Depth: 0.50 ft Dead Load:0 psf
Slope Angle: 0.0 deg Dead Load Offset: 0.0 ft
Slope Length: 0.0 ft Dead Load Width: 0 ft
Slope Toe Offset: 0.0 ft Leveling Pad Width: 3.00 ft
Vertical δ on Single Depth
FACTORS OF SAFETY
Sliding:1.50 Overturning:1.50
Bearing:2.00
RESULTS
FoS Sliding:2.20 (lvlpd) FoS Overturning:1.98
Bearing 1039.55 FoS Bearing:7.71
Name Elev.ka Pa Paq Paqd - PaC PaT FSsl (base of leveling pad)FoS OT
TC 4.00 0.250 27 17 0 0 43 100.00 19.29
24 2.67 0.250 107 33 0 0 140 51.91 6.19
24 1.33 0.250 239 52 0 0 291 25.17 3.18
24 0.00 0.250 426 68 0 0 494 2.20 (2.28)1.98
Civil Design Professionals Page 1
CDP Wall
Civil Design Professionals version 3.1.12186
Project: Candy Cove
Location: Prior Lake, MN
Designer: BTD
Date: 7/19/2012
Section: wall 4
Design Method: NCMA_09_3rd_Ed
Design Unit: ReCon
SOIL PARAMETERS φ coh γ
Reinforced Soil: 32 deg 0 psf 120 pcf
Retained Soil: 32 deg 0 psf 120 pcf
Foundation Soil: 32 deg 0 psf 120 pcf
Leveling Pad: Crushed Stone
GEOMETRY
Design Height: 5.33 ft Live Load: 50 psf
Wall Batter/Tilt: 3.60/ 0.00 deg Live Load Offset: 0.00 ft
Embedment: 1.33 ft Live Load Width: 4 ft
Leveling Pad Depth: 1.00 ft Dead Load: 1400 psf
Slope Angle: 0 deg Dead Load Offset: 4 ft
Slope Length: 0 ft Dead Load Width: 100 ft
Slope Toe Offset: 0 ft Base Friction: True
FACTORS OF SAFETY
Sliding: 1.50 Pullout: 1.50
Overturning: 2.00 Uncertainties: 1.50
Bearing: 2.00 Connection: 1.50
Shear: 1.50 Bending: 1.50
RESULTS
FoS Sliding: 5.94 FoS Overturning: 25.63
Bearing 1547.11 FoS Bearing: 17.56
Total Pullout 11585 FoS Total Pullout 14.79
ID Height Length Geogrid.Ta TPa TPqll TPqdl TMax Tal/FS FS Ta PkConn/FS FS PO / [Tmax]FS slr [fndn]
3 4.00 13.00 5XT 2458 57 24 0 81 1639 30.42 420 14.04/[81]22.33
2 2.67 13.00 5XT 2458 102 16 0 117 1639 20.93 515 22.87/[117]14.89
1 1.33 13.00 5XT 2458 97 9 43 149 1639 16.55 611 31.32/[149]9.90 [5.94]
Civil Design Professionals Page 1
CDP Wall
Civil Design Professionals version 3.1.12186
Project: Candy Cove
Location: Prior Lake, MN
Designer: BTD
Date: 7/19/2012
Section: wall 5
Design Method: NCMA_09_3rd_Ed
Design Unit: ReCon
SOIL PARAMETERS φ coh γ
Reinforced Soil: 32 deg 0 psf 120 pcf
Retained Soil: 32 deg 0 psf 120 pcf
Foundation Soil: 32 deg 0 psf 120 pcf
Leveling Pad: Crushed Stone
GEOMETRY
Design Height: 5.33 ft Live Load: 50 psf
Wall Batter/Tilt: 3.60/ 0.00 deg Live Load Offset: 0.00 ft
Embedment: 1.33 ft Live Load Width: 4 ft
Leveling Pad Depth: 0.50 ft Dead Load: 1300 psf
Slope Angle: 0 deg Dead Load Offset: 4 ft
Slope Length: 0 ft Dead Load Width: 100 ft
Slope Toe Offset: 0 ft Base Friction: True
FACTORS OF SAFETY
Sliding: 1.50 Pullout: 1.50
Overturning: 2.00 Uncertainties: 1.50
Bearing: 2.00 Connection: 1.50
Shear: 1.50 Bending: 1.50
RESULTS
FoS Sliding: 2.99 FoS Overturning: 7.42
Bearing 1424.52 FoS Bearing: 11.13
Total Pullout 6792 FoS Total Pullout 9.00
ID Height Length Geogrid.Ta TPa TPqll TPqdl TMax Tal/FS FS Ta PkConn/FS FS PO / [Tmax]FS slr [fndn]
3 4.00 8.00 5XT 2458 57 24 0 81 1639 30.42 420 4.17/[81]16.09
2 2.67 8.00 5XT 2458 102 16 0 117 1639 20.93 515 9.27/[117]10.79
1 1.33 8.00 5XT 2458 97 9 40 146 1639 16.90 611 15.50/[146]7.11 [2.99]
Civil Design Professionals Page 1
CDP Wall
Civil Design Professionals version 3.1.12186
Project: Candy Cove
Location: Prior Lake, MN
Designer: BTD
Date: 7/19/2012
Section: Wall 6, 7
Design Method: NCMA_09_3rd_Ed
Design Unit: ReCon
SOIL PARAMETERS φ coh γ
Retained Soil: 32 deg 0 psf 120 pcf
Foundation Soil: 32 deg 0 psf 120 pcf
Leveling Pad: Crushed Stone
GEOMETRY
Design Height: 5.33 ft Live Load: 50 psf
Wall Batter/Tilt: 3.60/ 0.00 deg Live Load Offset: 0.00 ft
Embedment: 1.33 ft Live Load Width: 50 ft
Leveling Pad Depth: 0.50 ft Dead Load: 0 psf
Slope Angle: 18.4 deg Dead Load Offset: 0.0 ft
Slope Length: 35.0 ft Dead Load Width: 0 ft
Slope Toe Offset: 0.0 ft Leveling Pad Width: 3.00 ft
Vertical δ on Single Depth
FACTORS OF SAFETY
Sliding: 1.50 Overturning: 1.50
Bearing: 2.00
RESULTS
FoS Sliding: 1.70 (lvlpd) FoS Overturning: 1.53
Bearing 1297.89 FoS Bearing: 5.70
Name Elev.ka Pa Paq Paqd - PaC PaT FSsl (base of leveling pad)FoS OT
TC 4.00 0.326 35 22 0 0 56 100.00 15.09
24 2.67 0.326 139 43 0 0 182 39.85 4.76
24 1.33 0.326 312 65 0 0 378 19.42 2.46
24 0.00 0.326 556 87 0 0 642 1.70 (1.76)1.53
Civil Design Professionals Page 1
CDP Wall
Civil Design Professionals version 3.1.12186
Project: Candy Cove
Location: Prior Lake, Minnesota
Designer: BTD
Date: 7/18/2012
Section: 12'
Design Method: NCMA_09_3rd_Ed
Design Unit: ReCon
SOIL PARAMETERS φ coh γ
Reinforced Soil: 40 deg 0 psf 120 pcf
Retained Soil: 40 deg 0 psf 120 pcf
Foundation Soil: 30 deg 0 psf 120 pcf
Leveling Pad: Crushed Stone
GEOMETRY
Design Height: 12.00 ft Live Load: 50 psf
Wall Batter/Tilt: 3.60/ 0.00 deg Live Load Offset: 0.00 ft
Embedment: 1.50 ft Live Load Width: 50 ft
Leveling Pad Depth: 1.00 ft Dead Load: 0 psf
Slope Angle: 0 deg Dead Load Offset: 0 ft
Slope Length: 0 ft Dead Load Width: 0 ft
Slope Toe Offset: 0 ft Base Friction: True
FACTORS OF SAFETY
Sliding: 1.50 Pullout: 1.50
Overturning: 2.00 Uncertainties: 1.50
Bearing: 2.00 Connection: 1.50
Shear: 1.50 Bending: 1.50
RESULTS
FoS Sliding: 5.84 FoS Overturning: 9.97
Bearing 1811.23 FoS Bearing: 7.41
Total Pullout 42222 FoS Total Pullout 25.92
ID Height Length Geogrid.Ta TPa TPqll TPqdl TMax Tal/FS FS Ta PkConn/FS FS PO / [Tmax]FS slr [fndn]
5 6.67 8.00 5XT 2254 350 49 0 399 1502 5.65 706 6.42/[399]36.50
4 5.33 8.00 5XT 2254 173 11 0 184 1502 12.26 802 21.83/[184]26.19
3 4.00 8.00 5XT 2254 208 11 0 218 1502 10.32 897 26.49/[218]20.07
2 2.67 8.00 5XT 2254 242 11 0 253 1502 8.91 993 31.16/[253]16.10
1 1.33 8.00 5XT 2254 277 11 0 288 1502 7.84 1088 35.83/[288]13.34 [5.84]
Civil Design Professionals Page 1
Civil Design Professionals
version 3.1.13122
Project: Candy Cove
Location: Prior Lake, MN
Designer: ACM
Date: 5/15/2013
Section: 13.33
Design Method: NCMA_09_3rd_Ed
Design Unit: ReCon
SOIL PARAMETERS φ coh γ
Retained Soil: 38 deg 0 psf 120 pcf
Foundation Soil: 38 deg 0 psf 120 pcf
Leveling Pad: Crushed Stone
GEOMETRY
Design Height: 13.33 ft Live Load: 0 psf
Wall Batter/Tilt: 3.60/ 0.00 deg Live Load Offset: 0.00 ft
Embedment: 1.33 ft Live Load Width: 0 ft
Leveling Pad Depth: 1.00 ft Dead Load: 0 psf
Slope Angle: 26.6 deg Dead Load Offset: 0.0 ft
Slope Length: 24.0 ft Dead Load Width: 0 ft
Slope Toe Offset: 0.0 ft Leveling Pad Width: 6.00 ft
Vertical δ on Single Depth
FACTORS OF SAFETY
Sliding: 1.50 Overturning: 1.50
Bearing: 2.00
RESULTS
FoS Sliding: 2.17 (lvlpd) FoS Overturning: 2.21
Bearing: 2435.47 FoS Bearing: 13.92
Name Elev.{dpth]ka Pa Paq Paqd - PaC PaT FSsl (base of leveling pad)FoS OT
TC 12.00[1.33]0.280 30 0 0 0 30 100.00 32.30
24 10.67[2.66]0.280 119 0 0 0 119 63.92 7.92
24 9.33[4.00]0.280 268 0 0 0 268 28.99 3.65
24 8.00[5.33]0.280 477 0 0 0 477 16.64 2.13
39 6.67[6.66]0.319 850 0 0 0 850 10.47 3.39
39 5.33[8.00]0.319 1224 0 0 0 1224 7.55 2.55
39 4.00[9.33]0.319 1666 0 0 0 1666 5.76 2.01
60 2.67[10.66]0.319 2176 0 0 0 2176 5.00 3.10
60 1.33[12.00]0.319 2755 0 0 0 2755 4.14 2.59
60 0.00[13.33]0.319 3401 0 0 0 3401 2.17 (3.01)2.21
Civil Design Professionals Page 1
COMPOUND RESULTS
Compound stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and
existing out through the face of the wall. For MSE walls, the resistance of the geogrid reinforcement is included in the
analysis and the shear resistance of the face units is included.
ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius FoS
677 33.08 25.35 5.08 1.33 -202.21 271.32 340.39 3.267
678 33.08 25.35 5.08 1.33 -91.32 142.05 170.57 3.285
679 33.08 25.35 5.08 1.33 -54.25 98.83 114.13 3.308
544 30.41 25.35 5.08 1.33 -191.64 234.21 304.84 3.333
680 33.08 25.35 5.08 1.33 -35.63 77.13 86.03 3.334
712 33.08 25.35 3.50 4.00 -46.17 103.98 111.64 3.344
711 33.08 25.35 3.50 4.00 -78.76 149.15 166.84 3.345
713 33.08 25.35 3.50 4.00 -29.80 81.30 84.17 3.350
710 33.08 25.35 3.50 4.00 -176.25 284.22 332.92 3.353
545 30.41 25.35 5.08 1.33 -86.69 123.50 152.80 3.354
GLOBAL RESULTS
Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and existing
out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is
included in the analysis. The curve may go through the base of the wall and the wall shear would be included. In
most cases the failure plane will pass below the structure.
ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius FoS
365 27.75 25.35 -18.91 1.33 -5.33 32.27 33.79 1.652
190 22.42 23.18 -16.25 1.33 -4.07 24.91 26.54 1.656
183 22.42 23.18 -13.58 1.33 -2.60 23.81 25.02 1.665
494 30.41 25.35 -21.58 1.33 -6.72 37.44 39.05 1.670
379 27.75 25.35 -21.58 1.33 -6.74 33.52 35.44 1.671
286 25.08 24.51 -21.58 1.33 -6.97 30.48 32.60 1.681
198 22.42 23.18 -18.91 1.33 -5.54 26.05 28.10 1.685
265 25.08 24.51 -16.25 1.33 -3.51 27.05 28.70 1.691
596 33.08 25.35 -16.25 1.33 -3.39 37.59 38.47 1.694
354 27.75 25.35 -16.25 1.33 -3.29 29.91 31.37 1.695
Civil Design Professionals Page 2
c SOIL TYPE
RETAINED SOIL 0 PSF 120 PCF ONSITE POORLY
GRADED SAND
FOUNDATION SOIL 0 PSF 120 PCF ONSITE POORLY
GRADED SAND
CANDY COVE
PRIOR LAKE, MINNESOTA
GENERAL NOTES:GENERAL NOTES:
QUALITY ASSURANCE PROVISIONS:
1.WALL CONSTRUCTION SHALL BE SUPERVISED BY A QUALIFIED ENGINEER
OR TECHNICIAN TO VERIFY FIELD AND SITE SOIL CONDITIONS. IF THIS
WORK IS NOT PERFORMED BY THE SITE GEOTECHNICAL ENGINEER, A
QUALIFIED GEOTECHNICAL ENGINEER/TECHNICIAN SHALL BE CONSULTED
IN THOSE MATTERS PERTAINING TO THE SOIL CONDITIONS AND WALL
PERFORMANCE.
2.THE FOUNDATION SOILS AT THE BASE OF THE WALL SHALL BE INSPECTED
BY THE GEOTECHNICAL ENGINEER. ANY UNSUITABLE SOILS OR IMPROPERLY
COMPACTED EMBANKMENT MATERIAL SHALL BE REMOVED AND REPLACED
AS DIRECTED BY THE ENGINEER PRIOR TO WALL CONSTRUCTION TO
PROVIDE ADEQUATE BEARING CAPACITY AND MINIMIZE SETTLEMENT.
3.ALL WALL EXCAVATION AND RETAINED SOILS SHALL BE INSPECTED FOR
GROUNDWATER CONDITIONS. ANY ADDITIONAL DRAINAGE PROVISIONS
REQUIRED IN THE FIELD SHALL BE INCORPORATED INTO THE WALL
CONSTRUCTION AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
4.WALL BACKFILL MATERIAL SHALL BE TESTED AND APPROVED BY THE
ENGINEER, MEETING THE MINIMUM REQUIREMENTS OF THE APPROVED
DESIGN PLANS OR SPECIFICATIONS.
5.ALL SOIL BACKFILL SHALL BE TESTED BY THE GEOTECHNICAL ENGINEER
FOR MOISTURE, DENSITY, AND COMPACTION PERIODICALLY (EVERY 2'
VERTICALLY, 100'-200' C/C) MEETING THE MINIMUM REQUIREMENTS OF THE
APPROVED DESIGN PLANS OR SPECIFICATIONS.
6.THE CONTRACTOR SHALL ESTABLISH AND MAINTAIN QUALITY CONTROL
FOR THE CONSTRUCTION OF THE WALL TO ASSURE COMPLIANCE WITH
CONTRACT REQUIREMENTS AND MAINTAIN RECORDS OF ITS QUALITY
CONTROL.
7.ALL WALL ELEVATIONS, GRADES, AND BACK SLOPE CONDITIONS SHALL BE
VERIFIED BY THE ENGINEER IN THE FIELD FOR CONFORMANCE WITH
APPROVED DESIGN PLANS. ANY REVISIONS TO THE STRUCTURE GEOMETRY
OR DESIGN CRITERIA SHALL REQUIRE DESIGN MODIFICATIONS PRIOR TO
PROCEEDING WITH CONSTRUCTION.
SHEET INDEX
SHEET DESCRIPTION
1.TITLE SHEET
2.SITE PLAN
3.WALL 1 ELEVATION
4.WALL 1 ELEVATION
5.TYPICAL WALL SECTION
6.TYPICAL UNIT DETAILS
7.SPECIFICATIONS
TITLE SHEET
N.T.S.
Project:
Title:
Project No:
Registration No:
Sheet No:
Designed By:
Scale:
Date:
No.RevisionDate By ACM
MAY 15, 2013
PRIOR LAKE, MINNESOTACANDY COVE 25493
13-144
Date:
1
2
3
4
5
6
COPYRIGHT (c) 2011- 2013 BY CIVIL DESIGN PROFESSIONALS
8609 LYNDALE AVENUE SOUTH, SUITE 200 BLOOMINGTON, MN 55420
PHONE: (952) 303-5312 | FAX: (763) 392-1989 | WEBSITE: WWW.CDP-US.COM
CIV IL DES IGNP R O F E S S I O N A L S
Michael R. Johnson, P.E.
I hereby certify that this plan, specification, or report was prepared by
me or under my direct supervision and that I am a duly Licensed
Professional Engineer under the laws of the State of Minnesota.
DESIGN PROVISIONS:
1.THE FOLLOWING EFFECTIVE STRENGTH PARAMETERS WERE ASSUMED IN
THE PREPARATION OF THE STRUCTURAL CALCULATIONS FOR THE RECON
RETAINING WALL SYSTEM:
SOIL TYPES AND DESIGN PROPERTIES SHALL BE CONFIRMED BY THE SITE
GEOTECHNICAL ENGINEER PRIOR TO WALL CONSTRUCTION.
2.THE WALL IS DESIGNED TO SUPPORT THE FOLLOWING MAXIMUM
SURCHARGE LOADINGS AND GEOMETRY:
LIVE LOAD: NONE
DEAD LOAD: NONE
BACK SLOPE: 2H:1V
SEISMIC: NOT APPLICABLE
HYDROSTATIC: NOT APPLICABLE
3.THE FOUNDATION SOILS AT THE WALL LOCATIONS SHALL BE CAPABLE OF
SAFELY SUPPORTING THE MINIMUM APPLIED BEARING PRESSURE AS SHOWN
ON THE WALL PROFILES WITHOUT FAILURE OR EXCESSIVE SETTLEMENT.
LOCAL BEARING CAPACITY SHALL BE CONFIRMED BY THE SITE
GEOTECHNICAL ENGINEER AFTER FOUNDATION EXCAVATION AND PRIOR
TO WALL CONSTRUCTION.
4.DESIGN METHOD: NCMA
REFER TO PROJECT DESIGN CALCULATIONS FOR FACTORS OF SAFETY. IF
ONSITE GEOMETRY DIFFERS FROM THAT SHOWN IN THE CALCULATIONS
CDP SHALL BE CONTACTED AND A REDESIGN MAY BE NECESSARY.
964
962
960
9
7
0
9
7
2
9
7
4
9
7
6
9
7
8
9
8
0
9
8
2
9
8
4
963 9
6
6
9
6
8
958
95
6
95
4
S
I
T
E
P
L
A
N
1
"
=
2
0
'
NOTES:1.THE SITE PLAN SHOWN IS FOR ILLUSTRATIVE PURPOS
E
S
O
N
L
Y
.
I
T
W
A
S
REPRODUCED FROM A SKETCH PROVIDED BY JASO
N
M
I
L
L
E
R
D
A
T
E
D
05/06/13.2.ADD TURF REINFORCEMENT MAT ON SLOPE EXCEE
D
I
N
G
3
H
:
1
V
.
T
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123456 COPYRIGHT (c) 2011- 2013 BY CIVIL DESIGN PROFESSIONALS 8609 LYNDALE AVENUE SOUTH, SUITE 200 BLOOMINGTON, MN 55420PHONE: (952) 303-5312 | FAX: (763) 392-1989 | WEBSITE: WWW.CDP-US.COM CIVIL DESIGNP R O F E S S I O N A L S
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123456 COPYRIGHT (c) 2011- 2013 BY CIVIL DESIGN PROFESSIONALS 8609 LYNDALE AVENUE SOUTH, SUITE 200 BLOOMINGTON, MN 55420PHONE: (952) 303-5312 | FAX: (763) 392-1989 | WEBSITE: WWW.CDP-US.COM CIVIL DESIGNP R O F E S S I O N A L S
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123456 COPYRIGHT (c) 2011- 2013 BY CIVIL DESIGN PROFESSIONALS 8609 LYNDALE AVENUE SOUTH, SUITE 200 BLOOMINGTON, MN 55420PHONE: (952) 303-5312 | FAX: (763) 392-1989 | WEBSITE: WWW.CDP-US.COM CIVIL DESIGNP R O F E S S I O N A L S
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1.THE SECTION SHOWN IS A REPRESENTATIVE WALL SECTION. THE WALL HEIGH
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A
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LIMITS AND SIDE SLOPES SHALL BE DETERMINED BY OSHA REGULATIONS AND MAT
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FIELD CONDITIONS AS DETERMINED BY THE CONTRACTOR.4.ALL WORK AND MATERIALS SHALL COMPLY WITH ALL STATE, COUNTY AND CI
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REGULATIONS AND CODES AS WELL AS OSHA STANDARDS.5.THE WALL SHALL BE CONSTRUCTED WITH SERIES 50: 24", 39", 45" AND 60" DEEP UNI
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DRIVEWAY INTO DETENTION BASIN.8.AN EXPANSION MATERIAL SHALL BE REQUIRED BETWEEN THE RETAINING WALL BLO
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RETAINING WALLS WITHIN THE CONSTRUCTION LIMITS SHOWN ON THE PLA
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.
EXCAVATION SLOPES SHALL BE DETERMINED BY OSHA REGULATIONS AND IN-SITU S
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CONDITIONS.10.CONSTRUCTION FOR WALLS WITH AN ABUTMENT SHALL ALWAYS BEGIN FROM EXISTI
N
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STRUCTURES TOWARDS THE OPEN END OF THE WALL. A GEOTEXTILE FABRIC SHALL
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PLACED WHERE RETAINING WALLS ABUT TO THE BRIDGE FOUNDATION AS SHOWN
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THE PLAN SHEETS. OVERLAP ALL ABUTMENT JOINTS 24" WITH A MINIMUM 48" WI
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FABRIC TO PREVENT AGGREGATE BACKFILL FROM MIGRATING THROUGH T
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ABUTMENT JOINTS.11.THE CONTRACTOR SHALL FIELD VERIFY ALL LOCATIONS AND DEPTHS OF EXISTI
N
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UTILITIES PRIOR TO COMMENCING CONSTRUCTION. IF CONFLICTS EXIST THE ENGINE
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SHALL BE CONTACTED IMMEDIATELY. THE CONTRACTOR SHALL COORDINA
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RELOCATION OF ALL EXISTING CONDUITS AND SERVICES WITH THE UTILITY PROVIDER.12.DO NOT BRING HEAVY COMPACTION OR PAVING EQUIPMENT WITHIN 3 FEET OF T
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BACK OF THE RETAINING WALL. ONLY HAND-OPERATED COMPACTION EQUIPMENT (E
.
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.
TAMPER, PLATE COMPACTOR, SHEEP'S FOOT ROLLER) SHALL BE USED WITHIN 3 FEET
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THE BACK OF THE RETAINING WALL UNITS.13.SEE MANUFACTURERS INFORMATION FOR ADDITIONAL DETAILS ON THE RETAINI
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WALL SYSTEM. THE MANUFACTURER INFORMATION SHALL ACCOMPANY T
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CONSTRUCTION PLANS.14.CIVIL DESIGN PROFESSIONALS SHALL NOT BE LIABLE FOR CONTRACTOR NEGLIGENCE.GENERAL NOTES:
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123456 COPYRIGHT (c) 2011- 2013 BY CIVIL DESIGN PROFESSIONALS 8609 LYNDALE AVENUE SOUTH, SUITE 200 BLOOMINGTON, MN 55420PHONE: (952) 303-5312 | FAX: (763) 392-1989 | WEBSITE: WWW.CDP-US.COM CIVIL DESIGNP R O F E S S I O N A L S
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6 5RECON UNIT 1.THE LEVELING PAD SHALL BE CONSTRUCTED OF CRUSHED STONE OR 2,000 36,UNREINFORCED CONCRETE.2.THE BASE FOUNDATION SHALL BE APPROVED BY THE SITE GEOTECHNICALENGINEER PRIOR TO PLACEMENT OF THE LEVELING PAD.BASE LEVELING PAD NOTES:RECON FULL BLOCK RECON TOP BLOCK6RECON/BASE PAD ISOMETRIC VIEW1
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