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AASHTO LRFD: Structural Foundations and Earth Retaining Structures. Specification Background What’s Happening Now! Limit States, Soil and Rock Properties Deep Foundations Shallow Foundations Earth Retaining Structures Jerry DiMaggio, P. E., Principal Bridge Engineer (Geotechnical)

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aashto lrfd structural foundations and earth retaining structures
AASHTO LRFD:Structural Foundations and Earth Retaining Structures
  • Specification Background What’s Happening Now!
  • Limit States, Soil and Rock Properties
  • Deep Foundations
  • Shallow Foundations
  • Earth Retaining Structures

Jerry DiMaggio, P. E., Principal Bridge Engineer (Geotechnical)

Federal Highway Administration

Office of Bridge Technology

Washington D.C.

aashto specification background geotechnical engineering presence
AASHTO Specification Background: Geotechnical Engineering Presence

* TRB/ NCHRP Activities (A LOT!)

* Geotechnical Engineering does NOT have a broad based presence on AASHTO SubCommittees and Task Forces as do other technical specialties.

* SubCommittee on Construction (guide construction specs)

* SubCommittee on Materials (specs on materials and testing standards)

* SubCommittee on Bridges and Structures (specs on materials/ systems, design, and construction)

history of aashto design construction specifications for bridges and structures
History of AASHTO: Design & Construction Specifications for Bridges and Structures

* First structural “Guideline Specification” early 1930s

(A code yet NOT A code!).

* First “significant” Geotechnical content 1989.

* First LRFD specification 1994 (Current – 2004, 3rd edition).

* First REAL Geotechnical involvement in Bridge SubCommittee activities @ 1996. (Focus on mse walls).

* Technical advances to Standard Specifications STOPPED in 1998 to encourage LRFD use (secret).

* Major rewrites needed to walls and foundations sections (NOW COMPLETE).

geotechnical scope aashto design construction specifications for bridges and structures
“Geotechnical Scope”: AASHTO Design & Construction Specifications for Bridges and Structures

* Topics Included: Subsurface Investigations, soil and rock properties, shallow foundations, driven piles, drilled shafts, rigid and flexible culverts, abutments, WALLS (cantilever, mse, crib, bin, anchor).

* Topics NOT addressed: integral abutments, micropiles, augercast piles, soil nails, reinforced slopes, and ALL SOIL and ROCK EARTHWORK FEATURES.

standard and lrfd aashto specifications
Standard and LRFD AASHTO Specifications

* Currently AASHTO has 2 separate specifications: Standard specs 17th edition and LRFD, 2004 3rd edition.

* Standard Specifications use a combination of working stress and load factor design platform.

* LRFD uses a limit states design platform with different load and resistance factors (than LFD).

lrfd implementation status
LRFD IMPLEMENTATION STATUS

Geotechnically, most States still use a working stress approach for earthworks, structural foundations, and earth retaining structures. Several States have totally adopted LRFD.

Many State Geo/Structural personnel and consultants ARE NOT FAMILAR with the content of LRFD 3rd edition.

“AASHTO and FHWA have agreed that all state DOTs will use LRFD for NEW structure design by 10/07.”

what are unique geotechnical issues related to lrfd
What are UNIQUE Geotechnical issues related to LRFD?

* Strong influence of construction on design.

* GEOTECHs strong bias toward performance based specifications.

* Natural variability of GEO materials.

* Variability in the type, and frequency of tests, and method to determine design property values of soil and rock.

* Differences between earthwork and structural foundation design model approaches.

* Influence of regional and local factors.

* General lack of data on limit state conditions.

what happening now
What Happening Now?

* FHWA sponsored a complete rewrite of Section 10 during 2004. The rewrite was prepared by National subject matter experts and had broad input from a number of Key State Dots, (including T-15 member States), and the Geotechnical community (ASCE - GI, DFI, ADSC, PDCA).

* During the Proposed spec development @ 2000 comments were addressed. The Proposed spec was then distributed to all States for review. An additional @ 1000 comments were addressed.

* The revised Proposed Specification was advanced and approved by the AASHTO’s Bridge and Structures Sub-Committeee in June 2005.

The revised Proposed Specification is used in the NHI LRFD Substructure course which currently available.

slide10
Fundamentals of LRFD

Principles of Limit State Designs

* Define the term “Limit State”

* Define the term “Resistance”

* Identify the applicability of each of the four primary limit states.

* Understand the components of the fundamental LRFD equation.

slide11

A Limit State is a defined condition beyond which a structural component, ceases to satisfy the provisions for which it is designed.

Resistance is a quantifiable value that defines the point beyond which the particular limit state under investigation for a particular component will be exceeded.

resistance can be defined in terms of
Resistance can be defined in terms of:

* Load/Force (static/ dynamic, dead/ live)

* Stress (normal, shear, torsional)

* Number of cycles

* Temperature

* Strain

limit states
Limit States

* Strength Limit State

* Extreme Event Limit State

* Service Limit State

* Fatigue Limit State

L

I

S

T

rn fs q sh i g i q i r r f r n
Rn / FS  QShigiQi≤ Rr = fRn

hi =

gi =

Qi =

Rr =

f =

Rn =

Load modifier (eta)

Load factor (gamma)

Force effect

Factored resistance

Resistance factor (phi)

Nominal resistance

sh i g i q i r r f r n

ShigiQi≤ Rr = fRn

Qn

Rn

f(g,)

 Qn

Probability of Occurrence

 Rn

R

Q

Q or R

subsurface materials
Subsurface Materials

* Soil

* Rock

* Water

* Organics

slide21

10.4 SOIL AND ROCK PROPERTIES

10.4.1 Informational Needs

10.4.2 Subsurface Exploration

10.4.3 Laboratory Tests

10.4.3.1 Soil Tests

10.4.3.2 Rock Tests

10.4.4 In-situ Tests

10.4.5 Geophysical Tests

10.4.6 Selection of Design Properties

10.4.6.1 Soil Strength

10.4.6.1.1 Undrained strength of Cohesive Soils

10.4.6.1.2 Drained Strength of Cohesive Soils

10.4.6.1.3 Drained strength of Granular Soils

10.4.6.2 Soil Deformation

10.4.6.3 Rock Mass Strength

10.4.6.4 Rock Mass Deformation

10.4.6.5 erodibility of rock

soil characteristics
Soil Characteristics

* Composed of individual grains of rock

* Relatively low strength

* Coarse grained (+ #200)

* High permeability

* Fine grained (- #200)

* Low permeability

* Time dependant effects

rock characteristics
Rock Characteristics

* Strength

* Intermediate geomaterials,qu = 50-1500 psi

* Hard rock, qu > 1500 psi

* Rock mass properties

undrained strength of cohesive soils s u
Undrained Strength of Cohesive Soils, su

Vane Shear Test

f=0

su

s

qu

Unconfined Compression

su = qu/2

Typical Values

su = 250 - 4000 psf

drained strength of cohesive soils c and f f
Drained Strength of Cohesive Soils, c’ and f’f

Triaxial Compression

CU Test

Typical Values

c’ = 100 - 500 psf

f’f = 20o - 35o

slide27

Guided Walk Through

For N160 = 10, select ’f = 30o

soil deformation
Soil Deformation

Initial elastic settlement (all soils)

0

-2

-4

-6

-8

-10

-12

Settlement (in)

1 10 100 1000 10000

Time (days)

Primary consolidation

Secondary consolidation

Fine-grained (cohesive) soils

consolidation properties
Consolidation Properties

eo

p’ = Preconsolidation Stress

1

Cr

Void Ratio (e)

Cc

Cs

0.5

0.1

1

10

100

Log10v’

slide30

Stress Range, 40 – 80 kPa

2.65

2.6

2.55

2.5

2.45

2.4

2.35

2.3

2.25

One log cycle

De=Ca=0.06

Void ratio (e)

tp

0.1 1 10 100 1000 10000

Elapsed Time (min)

elastic properties of soil
Elastic Properties of Soil
  • Young’s Modulus, Es
    • Typical values, 20 – 2000 tsf
  • Poisson’s Ratio, u
    • Typical values, 0.2 – 0.5
  • Shear Modulus, G
    • Typical values, Es / [2 (1 + u)]
  • Determination by correlation to N160 or su, or in-situ tests
rock properties
Rock Properties
  • Laboratory testing is for small intact rock specimens
  • Rock mass is too large to be tested in lab or field
  • Rock mass properties are obtained by correlating intact rock to large-scale rock mass behavior – failures in tunnels and mine slopes
  • Requires geologic expertise
intact rock strength
Intact Rock Strength

Unconfined Compression, qu

Typical Values

qu = 1500 - 50000 psi

Point Load Test

slide34

Rock Quality

0.8 ft

Sound

0.7 ft

Not sound, highly weathered

Not sound, centerline pieces < 4 inches, highly weathered

Length, L

0.8 ft

Sound

0.6 ft

Core Run

Total = 4 ft

0.2 ft

Not sound

Sound

0.7 ft

CR = 95% RQD = 53%

csir rock mass rating system
CSIR Rock Mass Rating System
  • This system is based on qu, RQD, joint spacing, joint condition and water condition.
rock mass strength
Rock Mass Strength

Shear stress, t

f’i

t

C1’

stm

s3

s

s1

Effective Normal Stress, s’

f’i = tan-1(4 h cos2[30+0.33sin-1(h-3/2)]-1)-1/2

t = (cot f’i – cos f’i)mqu/8

h = 1 + 16(ms’n+squ)/(3m2qu)

intact rock deformation e i
Intact Rock Deformation, Ei
  • Typical values range from 1000 to 13000 ksi

Poisson’s Ratio, u

  • Typical values range from 0.1 to 0.3
rock mass deformation
Rock Mass Deformation

(psi x 106)

90

70

50

30

10

12

10

8

6

4

2

In situ modulus of deformation, EM (GPa)

Ea = 2 RMR - 100

10 30 50 70 90

Rock mass rating RMR

slide39

Read More About It

GEC 5

FHWA-IF-02-034

jerry a dimaggio p e principal bridge engineer tel 202 366 1569 fax 202 366 3077

Jerry A. DiMaggio P. E.Principal Bridge Engineer TEL: (202) 366-1569FAX: (202) 366-3077

The best Geotechnical web site in town! www.fhwa.dot.gov/bridge

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