CN RR CROSSING COMPRESSIVE PILE … 10001863 G 1. Pile capacity curves represent axial resistance...
Transcript of CN RR CROSSING COMPRESSIVE PILE … 10001863 G 1. Pile capacity curves represent axial resistance...
![Page 1: CN RR CROSSING COMPRESSIVE PILE … 10001863 G 1. Pile capacity curves represent axial resistance for a single pile and do not consider group effects. 2. Curves indicate Ultimate Capacity;](https://reader031.fdocuments.net/reader031/viewer/2022020412/5af8717d7f8b9aac248d21c0/html5/thumbnails/1.jpg)
Appendix G LAKE MAUREPAS DIVERSION
CN RR CROSSING COMPRESSIVE
PILE CAPACITIES,
SHOO-FLY SETTLEMENT ANALYSES
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Shear Strength Plot - Canadian National Railroad
URS CORP.
750500
500500
10001000
1000
1 1
-24 -24
-44 -44
-95
-85
-75
-65
-55
-45
-35
-25
-15
-5
5
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000
Ele
vati
on
(ft
)
Shear Strength (psf)
CPT-4
B-5
Proposed Strength Line
c/p=0.22Nkt = 18
γ = 110 pcf ; CH
γ = 107 pcf ; CH
γ = 115 pcf ; CH
γ = 115 pcf ; CH
G - 1
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`
Notes:
10001863 G
1. Pile capacity curves represent axial resistance for a single pile and do not consider group effects.2. Curves indicate Ultimate Capacity; the appropriate safety factors should be applied to arrive at the Allowable Capacity
Coastal Protection and Restoration Authority
Project No.Pile Capacities: Lake Maurepas - Canadian National Rail Road - 14 inch PPCP
Lake Maurepas Diversion
Appendix
-76.0
-66.0
-56.0
-46.0
-36.0
-26.0
-16.0
-6.0
4.00 50 100 150 200 250 300 350
Ele
vatio
n, fe
et
Pile Capacity, tons
Undrained Strength Case with PPCP - 14 inch
Skin Friction
Ultimate Capacity
Tension
End Bearing
-76.0
-66.0
-56.0
-46.0
-36.0
-26.0
-16.0
-6.0
4.00 50 100 150 200 250 300 350
Ele
vatio
n, fe
et
Pile Capacity, tons
Drained Strength Case with PPCP - 14 inch
Skin Friction
Ultimate Capacity
Tension
End Bearing
Required Safety Factors are:3.0 for tension and compression w/o load test2.0 for tension and compression with load test.
Required Safety Factors are:1.5 for tension and compression w/o load test1.5 for tension and compression with load test.
G - 2
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`
Notes:
10001863 G
1. Pile capacity curves represent axial resistance for a single pile and do not consider group effects.2. Curves indicate Ultimate Capacity; the appropriate safety factors should be applied to arrive at the Allowable Capacity
Coastal Protection and Restoration Authority
Project No.Pile Capacities: Lake Maurepas - Canadian National Rail Road - 16 inch PPCP
Lake Maurepas Diversion
Appendix
-76.0
-66.0
-56.0
-46.0
-36.0
-26.0
-16.0
-6.0
4.00 50 100 150 200 250 300 350
Ele
vatio
n, fe
et
Pile Capacity, tons
Undrained Strength Case with PPCP - 16 inch
Skin Friction
Ultimate Capacity
Tension
End Bearing
-76.0
-66.0
-56.0
-46.0
-36.0
-26.0
-16.0
-6.0
4.00 50 100 150 200 250 300 350
Ele
vatio
n, fe
et
Pile Capacity, tons
Drained Strength Case with PPCP - 16 inch
Skin Friction
Ultimate Capacity
Tension
End Bearing
Required Safety Factors are:3.0 for tension and compression w/o load test2.0 for tension and compression with load test.
Required Safety Factors are:1.5 for tension and compression w/o load test1.5 for tension and compression with load test.
G - 3
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`
Notes:
10001863 G
1. Pile capacity curves represent axial resistance for a single pile and do not consider group effects.2. Curves indicate Ultimate Capacity; the appropriate safety factors should be applied to arrive at the Allowable Capacity
Coastal Protection and Restoration Authority
Project No.Pile Capacities: Lake Maurepas - Canadian National Rail Road - 18 inch PPCP
Lake Maurepas Diversion
Appendix
-76.0
-66.0
-56.0
-46.0
-36.0
-26.0
-16.0
-6.0
4.00 50 100 150 200 250 300 350
Ele
vatio
n, fe
et
Pile Capacity, tons
Undrained Strength Case with PPCP - 18 inch
Skin Friction
Ultimate Capacity
Tension
End Bearing
-76.0
-66.0
-56.0
-46.0
-36.0
-26.0
-16.0
-6.0
4.00 50 100 150 200 250 300 350
Ele
vatio
n, fe
et
Pile Capacity, tons
Drained Strength Case with PPCP - 18 inch
Skin Friction
Ultimate Capacity
Tension
End Bearing
Required Safety Factors are:3.0 for tension and compression w/o load test2.0 for tension and compression with load test.
Required Safety Factors are:1.5 for tension and compression w/o load test1.5 for tension and compression with load test.
G - 4
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`
Notes:
10001863 G
1. Pile capacity curves represent axial resistance for a single pile and do not consider group effects.2. Curves indicate Ultimate Capacity; the appropriate safety factors should be applied to arrive at the Allowable Capacity
Coastal Protection and Restoration Authority
Project No.Pile Capacities: Lake Maurepas - Canadian National Rail Road - 20 inch PPCP
Lake Maurepas Diversion
Appendix
-76.0
-66.0
-56.0
-46.0
-36.0
-26.0
-16.0
-6.0
4.00 50 100 150 200 250 300 350
Ele
vatio
n, fe
et
Pile Capacity, tons
Undrained Strength Case with PPCP - 20 inch
Skin Friction
Ultimate Capacity
Tension
End Bearing
-76.0
-66.0
-56.0
-46.0
-36.0
-26.0
-16.0
-6.0
4.00 50 100 150 200 250 300 350
Ele
vatio
n, fe
et
Pile Capacity, tons
Drained Strength Case with PPCP - 20 inch
Skin Friction
Ultimate Capacity
Tension
End Bearing
Required Safety Factors are:3.0 for tension and compression w/o load test2.0 for tension and compression with load test.
Required Safety Factors are:1.5 for tension and compression w/o load test1.5 for tension and compression with load test.
G - 5
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`
Notes:
10001863 G
1. Pile capacity curves represent axial resistance for a single pile and do not consider group effects.2. Curves indicate Ultimate Capacity; the appropriate safety factors should be applied to arrive at the Allowable Capacity
Coastal Protection and Restoration Authority
Project No.Pile Capacities: Lake Maurepas - Canadian National Rail Road - 24 inch PPCP
Lake Maurepas Diversion
Appendix
-76.0
-66.0
-56.0
-46.0
-36.0
-26.0
-16.0
-6.0
4.00 50 100 150 200 250 300 350
Ele
vatio
n, fe
et
Pile Capacity, tons
Undrained Strength Case with PPCP - 24 inch
Skin Friction
Ultimate Capacity
Tension
End Bearing
-76.0
-66.0
-56.0
-46.0
-36.0
-26.0
-16.0
-6.0
4.00 50 100 150 200 250 300 350
Ele
vatio
n, fe
et
Pile Capacity, tons
Drained Strength Case with PPCP - 24 inch
Skin Friction
Ultimate Capacity
Tension
End Bearing
Required Safety Factors are:3.0 for tension and compression w/o load test2.0 for tension and compression with load test.
Required Safety Factors are:1.5 for tension and compression w/o load test1.5 for tension and compression with load test.
G - 6
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0
1
2
3
4
5
6
7
180 200 220 240 260 280 300
Vert
ical
Hei
ght (
ft)
Horizontal Distance (ft)
First Embankment
Second Embankment
Settlement Points
Appendix GAugust 2013Project No.: 10001863 Project: Lake Maurepas - Shoo Fly Settlement Analysis
Geometry of Embankment Section
G - 7
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11.99
0
2
4
6
8
10
12
14
200 220 240 260 280 300
Vert
ical
Set
tlem
ent (
in)
Horizontal Distance (ft)
50
8
7
6
5
4
3
2
1
Total Settlement
First EmbankmentGeometry
Appendix GAugust 2013Project No.:10001863 Lake Maurepas - Shoo Fly
Consolidation Settlement and Time Rate Settlement of Embankment 1
Time Rate Settlement
G - 8
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16.80
0
2
4
6
8
10
12
14
16
18
20
200 220 240 260 280 300
Vert
ical
Set
tlem
ent (
in)
Horizontal Distance (ft)
Total Settlement
0.5
2.0
3.0
4.0
5.0
6.0
7.0
8.0
50.0
Second EmbankmentGeometry
Appendix GAugust 2013Project No.: 10001863 Lake Maurepas - Shoo Fly
Consolidation Settlement and Time Rate Settlement of Embankment 2
Time Rate Settlement
G - 9
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4.81
0
1
2
3
4
5
6
200 220 240 260 280 300
Vert
ical
Set
tlem
ent (
in)
Horizontal Distance (ft)
3.0
4.0
5.0
6.0
7.0
8.0
50.0
0.5
2.0
Total Delta(Embank2-Embank1)Second EmbankmentGeometryFirst EmbankmentGeometry
Appendix GAugust 2013Project No.: 10001863 Lake Maurepas - Shoo Fly
Difference in Consolidation Settlement and Time Rate Settlement of Embankment 1 and Embankment 2
Time Rate Settlement
G - 10