Appendix G LAKE MAUREPAS DIVERSION

CN RR CROSSING COMPRESSIVE

PILE CAPACITIES,

SHOO-FLY SETTLEMENT ANALYSES

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

`

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

`

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

`

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

`

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

`

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

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

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

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

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