jawdat siddiqi p.e. - ohio department of transportation · micropile design, field verification of...
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GEOTECHNICAL CONSULTANT
WORKSHOP
JUNE 3, 2015
OHIO DEPARTMENT OF TRANSPORTATION
JAWDAT SIDDIQI P.E.
PROPOSED REVISIONS TO
FOUNDATIONS AND RETAINING
WALL DESIGN REQUIREMENTS
BRIDGE DESIGN MANUAL
2016 ?? BRIDGE DESIGN MANUAL
• TWO COLUMN FORMAT
• SPECIFICATION (LEFT COLUMN)
• COMMENTARY (RIGHT COLUMN)
• ALL GEOTECHNICAL ENGINEERING
(PRELIMINARY AND DETAIL) DESIGN
REQUIREMENTS WILL BE CONSOLIDATED
IN SECTION 300
BRIDGE DESIGN MANUAL
PROPOSED TABLE OF CONTENTS30X FOUNDATION DESIGN
30X.1 GENERAL DISCUSSION
30X.2 SPREAD FOOTINGS
30X.3 DRIVEN PILES
30X.4 DRILLED SHAFTS
30X.5 MICROPILES
30X.6 CONTINUOUS FLIGHT AUGER
PILES
30X.7 FIELD VERIFICATION OF
NOMINAL RESISTANCE
BRIDGE DESIGN MANUAL
30Y RETAINING STRUCTURES
30Y.1 GENERAL DISCUSSION
30Y.2 RIGID GRAVITY AND SEMIGRAVITY
WALLS
30Y.3 MSE WALLS
30Y.4 REINFORCED SOIL SLOPES
30Y.5 DRILLED SHAFT WALLS
30Y.6 STEEL SHEET PILE WALLS
30X.7 ANCHORED WALLS
30Y.8 SOIL NAIL WALLS
30Y.9 TEMPORARY WALLS
30X.3 DRIVEN PILES
DRIVEN PILE DESIGN, FIELD VERIFICATION OF
NOMINAL RESISTANCE
• MAX. PERMITTED UBV FOR ALL STEEL DRIVEN PILES
SHALL BE DETERMINED BASED UPON STRUCTURAL
RESISTANCE FACTOR FOR SEVERE DRIVING
CONDITIONS
• WAVE EQUATION ANALYSIS SHALL BE PERFORMED
TO DETERMINE MINIMUM WALL THICKNESS AND
MINIMUM RATED ENERGY REQUIREMENTS FOR PILE
DRIVING HAMMERS
• BDM SECTION 30X.7 STATIC LOAD TEST AND HIGH
STRAIN DYNAMIC LOAD TEST
30X.3 DRIVEN PILES
DRIVEN PILE DESIGN, FIELD VERIFICATION OF
NOMINAL RESISTANCE
• MAX. PERMITTED UBV FOR ALL STEEL DRIVEN PILES
SHALL BE DETERMINED BASED UPON STRUCTURAL
RESISTANCE FACTOR FOR SEVERE DRIVING
CONDITIONS
• WAVE EQUATION ANALYSIS SHALL BE PERFORMED
TO DETERMINE MINIMUM WALL THICKNESS AND
MINIMUM RATED ENERGY REQUIREMENTS FOR PILE
DRIVING HAMMERS
• BDM SECTION 30X.7 STATIC LOAD TEST AND HIGH
STRAIN DYNAMIC LOAD TEST
30X.4 DRILLED SHAFTS
DRILLED SHAFT DESIGN, INTEGRITY TESTING,
FIELD VERIFICATION OF NOMINAL RESISTANCE• FRICTION DRILLED SHAFTS DESIGNED IN ACCORDANCE
WITH THE LRFD BRIDGE DESIGN SPECIFICATION WILL
NOW BE PERMITTED
• THERMAL INTEGRITY PROFILING (TIP) AS PER ASTM
D7949 WILL NOW BE PERMITTED. TIP TESTING USING
METHOD B WILL REQUIRE SENSOR STRING ARRAYS WITH
ONE FOOT SENSOR SPACING. THE NUMBER OF REQUIRED
STRING ARRAYS WILL BE SIMILAR TO THE CURRENT
ODOT SPECIFICATION FOR CSL TESTING REQUIREMENTS
• BDM SCTION 30X.7 STATIC LOAD TEST AND DROP WEIGHT
HIGH STRAIN DYNAMIC LOAD TEST
30X.5 MICROPILES
MICROPILE DESIGN, FIELD VERIFICATION OF
NOMINAL RESISTANCE• MICROPILES WILL NOW BE CONSIDERED AS A FEASIBLE
DEEP FOUNDATION ELEMENT BASED UPON ECONOMIC
ANALYSIS AND/OR DUE TO SITE CONSTRAINTS.
• DESIGN OF MICROPILES SHALL BE IN ACCORDNACE
WITH THE AASHTO LRFD BRIDGE DESIGN
SPECIFICATION SECTION 10.9. MICROPILES BEING
INSTALLED TO A TIP ELEVATION SHALL UTILIZE THE
STATIC RESISTANCE FACTORS SPECIFIED IN LRFD
TABLES 10.5.5.2.5-1 AND 10.5.5.2.5-2
• BDM SCTION 30X.7 STATIC LOAD TEST AND DROP
WEIGHT HIGH STRAIN DYNAMIC LOAD TEST
30X.6 CONTINUOUS FLIGHT
AUGER CAST (CFA) PILESCFA PILE DESIGN, FIELD VERIFICATION OF
NOMINAL RESISTANCE• CFA PILES WILL NOT BE PERMITTED AS A DEEP
FOUNDATION ELEMENT FOR BRIDGE STRUCTURES
• CFA PILES MAY BE CONSIDERED FOR:
• NOISE BARRIER WALLS
• TEMPORARY SUPPORT OF EXCAVATION
• SIGN POST FOUNDATIONS
• SOILDER PILE AND LAGGING WALLS
• CFA PILES SHALL BE DESIGNED IN ACCORDANCE WITH
THE ALLOWABLE STRESS DESIGN METHODOGY AS
AASHTO LRFD BRIDGE DESIGN SPECIFICATION DOES
NOT CURRENTLY ADDRESS THE DESIGN OF CFA PILES
30Y RETAINING STRUCTURES
• PREFABRICATED RETAINING WALL SYSTEM
ACCREDITATION PROTOCOL IS CURRENTLY IN
DEVELOPMENT AND WILL BE OFFICIALLY ENFORCED
SHORTLY
• PRECAST CONCRETE GRAVITY, SEMI-GRAVITY, BIN
AND CRIB RETAINING WALL SYSTEMS
• MODULAR BLOCK WALL AND BIG BLOCKS WALL
SYSTEMS
• MSE WALL SYSTEMS
PRECAST SEMI-GRAVITY
WALLS
MSE WALLS
Acute Corners Not Permitted
MSE WALLS
Acute Corners Not Permitted
MSE WALLS
Erosion along MSE WallMSE WALLS
Void Beneath
Approach Slab
Joint
Separation
MSE WALLS
Final Resting Place of
MSE Wall Fill
MSE WALLS
EARTHQUAKE EFFECTS: EQ
SEISMIC HAZARD
• THE SITE IS WITHIN 6 MILES OF AN ACTIVE FAULT
• THE SITE IS CLASSIFIED AS SITE CLASS F
• LONG DURATION EARTHQUAKES ARE EXPECTED IN
THE REGION
• THE IMPORTANCE OF THE BRIDGE IS SUCH THAT A
LOWER PROBABILITY OF EXCEEDANCE SHOULD BE
CONSIDERED
SITE SPECIFIC PROCEDURE SHALL BE USED
EARTHQUAKE EFFECTS: EQ
SITE SPECIFIC PROCEDURE
SITE CLASS “A” THRU “F”
AASHTO LRFD
BRIDGE DESIGN
SPECIFICATION
FIGURE 3.10.2.1-1
HORIZONTAL PEAK
GROUND
ACCELERATION
COEFFICIENT “PGA”
EARTHQUAKE EFFECTS: EQ
AASHTO LRFD
BRIDGE DESIGN
SPECIFICATION
FIGURE 3.10.2.1-1
FOR OHIO
HORIZONTAL PEAK
GROUND
ACCELERATION
COEFFICIENT LIES
BETWEEN
0.03 < PGA < 0.06
EARTHQUAKE EFFECTS: EQ
EARTHQUAKE EFFECTS: EQ
SITE SPECIFIC PROCEDURE
SITE FACTOR
“Fpga”
EARTHQUAKE EFFECTS: EQ
AASHTO LRFD
BRIDGE DESIGN
SPECIFICATION
FIGURE 3.10.2.1-2
SHORT PERIOD
SPECTRAL
ACCELERATION
COEFFICIENT “SS”
EARTHQUAKE EFFECTS: EQ
AASHTO LRFD
BRIDGE DESIGN
SPECIFICATION
FIGURE 3.10.2.1-2
FOR OHIO SHORT
PERIOD SPECTRAL
ACCELERATION
COEFFICIENT LIES
BETWEEN
0.07 < SS < 0.14
EARTHQUAKE EFFECTS: EQ
SITE SPECIFIC PROCEDURE
SITE FACTOR
“Fa”
EARTHQUAKE EFFECTS: EQ
AASHTO LRFD
BRIDGE DESIGN
SPECIFICATION
FIGURE 3.10.2.1-3
LONG PERIOD
SPECTRAL
ACCELERATION
COEFFICIENT “S1”
EARTHQUAKE EFFECTS: EQ
AASHTO LRFD
BRIDGE DESIGN
SPECIFICATION
FIGURE 3.10.2.1-3
FOR OHIO LONG
PERIOD SPECTRAL
ACCELERATION
COEFFICIENT LIES
BETWEEN
0.03 < S1 < 0.05
EARTHQUAKE EFFECTS: EQ
SITE SPECIFIC PROCEDURE
SITE FACTOR
“Fv”
EARTHQUAKE EFFECTS: EQ
SITE SPECIFIC PROCEDURE
SEISMIC ZONES
SD1 = Fv * S1
EARTHQUAKE EFFECTS: EQ
SITE SPECIFIC PROCEDURE
SEISMIC ZONE 1
AS = Fpga * PGA
• IF AS < 0.05
• HORIZONTAL DESIGN CONNECTION FORCE SHALL BE
0.15 TIMES THE TRIBUTARY PERMANENT AND LIVE
LOADS EFFECTS
• IF AS > 0.05
• HORIZONTAL DESIGN CONNECTION FORCE SHALL BE
0.25 TIMES THE TRIBUTARY PERMANENT AND LIVE
LOADS EFFECTS
EARTHQUAKE EFFECTS: EQ
SITE SPECIFIC PROCEDURE
SEISMIC ZONE 2
• HORIZONTAL DESIGN CONNECTION FORCE SHALL BE
1.0 TIMES THE TRIBUTARY PERMANENT AND LIVE
LOADS DIVIDED BY “R/2” WHERE “R” SHALL NOT BE
TAKEN AS LESS THAN 1.0
CONSIDERATIONS FOR INCORPORATION OF
FOUNDATION DEFORMATIONS IN LRFD
SPECIFICATIONS
BRIDGES FOR SERVICE LIFE BEYOND 100
YEARS SERVICE LIMIT STATE DESIGN: SHRP 2 /
PROJECT R19B
NCHRP PROJECT 12-103: BRIDGE
SUPERSTRUCTURE TOLERANCE TO TOTAL
AND DIFFERENTIAL FOUNDATION
MOVEMENTS
SETTLEMENT “SE” LOAD FACTOR “SE”
SETTLEMENT “SE” LOAD FACTOR “SE”
SETTLEMENT “SE” LOAD FACTOR “SE”
SETTLEMENT “SE” LOAD FACTOR “SE”
SETTLEMENT “SE” LOAD FACTOR “SE”
SETTLEMENT “SE” LOAD FACTOR “SE”
SETTLEMENT “SE” LOAD FACTOR “SE”
CONSTRUCTION POINT CONCEPT
SETTLEMENT “SE” LOAD FACTOR “SE”
SETTLEMENT “SE” LOAD FACTOR “SE”
SETTLEMENT “SE” LOAD FACTOR “SE”
SETTLEMENT “SE” LOAD FACTOR “SE”
SETTLEMENT “SE” LOAD FACTOR “SE”
SETTLEMENT “SE” LOAD FACTOR “SE”
SETTLEMENT “SE” LOAD FACTOR “SE”
QUESTIONS