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ENCE 461Foundation Anal ysis and Desi gn
Retaining WallsSheet Piling Overview; Cantilever Walls
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Overview of Sheet Pilin g as a Retainin g Wall
� Sheet piling is an “in-situ” type of retaining wall
� Do not rely on their mass to retain the soil, as opposed to a gravity wall
� In-situ walls rely on their flexural strength to retain soil, supported either by their own penetration into the soil or by an anchoring system
� Other types of in-situ walls
� Soldier pile walls – use H-beams to hold timber or concrete lagging to retain soil on a temporary or permanent basis
� Slurry walls – bentonite slurry is injected into a trench after which reinforcement and concrete are placed into the trench, forming a wall
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Materials for Sheet Pilin g� Steel
� Cold formed� Hot rolled
� Aluminium� Extruded
� Vinyl� Extruded
� Fibreglass
� Pultruded
� Concrete
� Wood
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Steel Sheet Piles
� Hot rolled� Panel and interlocks rolled in one operation� “Traditional” form of steel sheet piling
� Cold formed� Form rolled cold from steel plate� Common with lighter sheet pile profiles� Interlocks more prone to breakage
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Aluminium, Vin yl and Fibre glass Sheetin g
� Made for lightweight and light load applications
� Common substitute for wood or concrete walls
� Require special handling in setting and driving
� Vinyl sheets can be obtained in various colours, but is subject to long term creep
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Concrete and Wood Sheetin g
� Concrete Sheeting � Wood Sheeting
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Sections of Sheet Pilin g
� Z-shaped sheeting– Popular in north America– Usually drive two at a time with split clamp– Wall stiffness developed with each sheet without assumed
assistance from the interlocks
� U-shaped sheeting (Larssen, etc.)– Very popular in Europe– Usually driven one at a time– Wall stiffness developed with two sheets and load transferred
using the interlocks (European practice; U.S. practice does not assume this load transfer)
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Sections of Sheet Pilin g� Flat-web sheeting
– Almost exclusively usedfor cellular cofferdams
– Can be driven singlyor two at a time
� Arched shaped– Used for shallower wall
construction– Used in cold formed steel and
aluminium sheeting
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Transitional Sections
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Interlock St yles
� Hot rolled and extruded sections
� Ball and socket� Single or double jaw� Double hook� Thumb and finger
� One point contact� Three point contact
� Cold formed sections� Hook and grip
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Cantilever and Anchored Walls
� Cantilever Walls
� Walls which have no additional supports, and which rely on the lateral earth pressures in the lower portion of the wall to support the earth in the upper portion
� Limited in height and soil type
� Almost exclusively done with steel piling
� Anchored Walls
� Walls which have additional supports buried in the soil
� These are usually referred to as tiebacks
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Anchored Walls
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Deep-Seated Failure of Sheet Pile Walls
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Rotational Failure due to Inadequate Penetration of
Sheet Pile Walls
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Flexural Failure of Sheet Pile Walls
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Anchora ge Failure in
Sheet Pile Walls
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Active and Passive Pressures
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Design of Cantilever WallsSource: British Steel Piling Handbook, http://www.corusconstruction.com
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Simplified Method of Desi gn
� Eliminate the “bottom triangle” which fixes the pile toe to the wall; F3 replaces the forces at the toe
� Use the force triangles for resultant forces “F1” and F2
� Increase the penetration by 0.2 * OC to compensate for simplification (not a factor of safety!)
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Example of Cantilever Wall Design
� Given
� Cantilever Sheet Pile as shown
� Find
� Necessary penetration to prevent overturning
� Suitable sheet piling for bending moment
� Assume
� Rankine earth pressure conditions
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Factor of Safet y and Earth Pressure Considerations
� Two methods of incorporating factor of safety
� Divide the passive earth pressure coefficient by a factor of 1.5 – 2 (Coduto)
� Increase the toe length by 20 – 40% (toe length being distance from excavation level to toe of pile) (PBSSPDM)
� Use Coduto's method
� Ka = tan2 (45 – �/2) = tan2 (45 – 35/2) = 0.271
� Kp = tan2 (45 + �/2)/F = tan2 (45 + 35/2)/1.5 = 2.46
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Earth Pressure Dia gram(Lateral and Vertical)
260 psf @ 8'
457 psf @ 20'
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Hydrostatic Pressures
For this problem, they are balanced, and do not need to be taken into consideration. They can be a serious factor.
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Compute Net PressuresN et Effective Stress
Active Pressure
Passive Pressure
F1
“Region of F1”
F2
“Region of F2”
C
O
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Steps to Solve Problem
� Find location of Point O
� Find magnitude, location of F1
� Determine equation for magnitude, location of F2
� Check to make sure F3 > 0
� Sum moments around Point C to determine location of Point C
� Since F3 is assumed to act at Point C, it does not enter into the
calculations
� Increase OC by 20% to determine penetration of sheet piling
� Determine point and magnitude of maximum moment
� Size sheet pile based on maximum moment
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Location of Point “O”
O
� Pressure at dredge line = 457 psf
� Slope of line below dredge line = �K
p –
�Ka = ��K
p – K
a) =
(123 – 62.4)(2.46-0.271) = 132.7 psf/ft
� O (or z) = 20 + 457/132.7 = 23.44'
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Magnitude and Location of F 1
� F1a = (260)(8)/2 = 1040 lb/ft
� zF1a
= 2*8/3 = 5.33'
� F1b
= (457+260)(12)/2 = 4302 lb/ft
� zF1b
= 8'+6.55'=14.55'
� F1c = (457)(3.44)/2 = 786 lb/ft
� zF1c
= 20 + 3.44/3 = 21.15'
� F1 = 1040 + 4302 + 786 = 6128 lb/ft
� z1 = ((1040)(5.33) + (4302)(14.55) +
(786)(21.15))/6128 = 13.84'
8'
20'
23.44'
F1a
F1b
F1c
z�L
3�q1�q2��q1�2q2�
(distance from Point 1 for trapezoidal load)
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Magnitude and Location of F 2
� Pressure at C = ��Kp –
Ka)(C - 23.44) = (123
– 62.4)(2.46-0.271) = 132.7 (C-23.44) psf
� F2 = (132.7) (C –
23.44)2 /2
� z2 = 23.44 + 2 (C-
23.44) /3
23.44'
F2
C
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Determine Point C b y Summin g Moments
M c�F 1�C�z1��F 2�C�z2��0
0�6128�C�13.84���132.7��C�23.44�2
2�C�23.44
3�
C�43.66'C�O�43.66�23.44�20.22'�C�O� '�1.2�20.22�24.26'
Ltot�23.44�24.26�47.7'�F 1�F 2�F 3
F 2�27127lb� ftz2�36.92'
27127�6128�20999�0, soF 3OK
Addition for Simplified Method
Toe penetration of 27.7'
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Determination of Maximum Moment
� Maximum moment takes place at point of zero shear
� Zero shear takes place at the point where the active and passive forces are equal, i.e., F
1 = F
2'
C
F1
F2'
Mmax
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Determination of Maximum Moment
� F2' = (132.7)(z
Mmax –
23.44)2/2 = F1 = 6128
� zMmax
= 33.05'
� Mmax
= 6128 (33.05 -13.84) – 6128 ((33.05-23.44)/3) = 98,089 ft-lb/ft of wall
� From table, AZ-26 has adequate strength
C
F1
F2'
Mmax
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Use of ChartsAssume 120 pcf� = 8/20 = 0.4K
p/K
a = 2.46/0.271 = 9.1
Kp/K
a
D/H = 1.25
Moment Ratio = 0.75
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Use of Charts
Assume 120 pcf� = 8/20 = 0.4K
p/K
a = 2.46/0.271 = 9.1
D/H = 1.25Moment Ratio = 0.75
� Compute Depth
� D = (1.25)(20) = 25' (simplified method gives 27.7', book gives 34')
� Since we used a reduce Kp, we don't need to add an
additional factor of safety; otherwise, proceed as stated in chart
� M = (0.75)(60)(0.271)(20)3 = 97,560 ft-lb/ft of wall (simplified method gives 98,089 ft-lb/ft of wall)
Note use of submerged weight!
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SPW 911
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Cantilever Piles in Cla y
� Two step analysis
� Short term, where ��������������
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Questions