BRIDGE CONSTRUCTION METHODS
Jose Clifford T. Aquino
Engineer III
Chief, Bridges and other Public Works Design Section
Planning and Design Division
Contents:
Introduction
Bridge Construction Method
Equipment Requirements
Proper Supervision
Common Problem and safety measures
I. INTRODUCTION
BRIDGE is a structure built over a
depression or obstacle such as
rivers, valleys or man made structure
such as another road line for use as
passageway for man and/or
vehicular traffic.
I-a) Main Bridge Components
a.1) Superstructure
Horizontal portion of the bridge
which spans the obstacle.
a.2) Substructure
Supports the superstructure and
transmits the dead and live loads to
the foundation. It accommodates
adequate resistance to vertical and
lateral loads.
I- b. Types of Bridge Foundation
b.1)Spread Footing
Suitable for shallow foundation. Disadvantages; inability to withstand horizontal
forces/bending moment, danger posed by scouring & difficulty for underwater
construction
b.2) On-Pile Foundation
b.3) Caisson Foundation
A large water tight chamber within which work is done under water, as on the
bridge pier.
I-c Parts of An Abutment
wingwall
backwall
bridge seat
footing
I-d Schematic Diagram of Bridge
Foundation
Abut . A Pier 1 Pier 2 Abut. B
I-e Common Types Of Pier
SOLID SHAFT MULTI COLUMN
PILE BENT SINGLE COLUMN
TYPE OF BRIDGE ACCORDING
TO USAGE
o Temporary Bridge
o Permanent Bridge
I- i Types of Bridge Based on
Materials Used
o Timber Bridge
o Steel Bridge
o Concrete Bridge
I-j Types of Timber Bridge
– Timber Trestle
– Log Bridge
6 meter clear
I-k Types of Concrete
Bridge
• CAST-IN-PLACE CONCRETE
BRIDGE
• PRE-CAST CONCRETE BRIDGE
I-l Sample of Cast-in-place Concrete
Bridges
Flat Slab RCDG
Box Girder Voided Slab
I-m Sample Section Of Pre-cast
Concrete Girder Bridges
PSC I-Girder PSC T- Girder
PSC Channel Beam
I-n Types of Bridge Based on System
of Design or according to types of
supporting structure used
• Simple span-Consisting of a separate
beam for each span, supported at one
end by fixed bearing and the other
end by expansion bearing.
• Continuous span-The superstructure
is continuous over one or more
support.
• Cantilever span –The end of each
horizontal member extend out past its
vertical support. The end projecting
beyond the support is called
cantilever.
• Suspension Span – The horizontal
members are supported by cables
passing over tower.
I-o Types according to the
position of the Bridge
Floor
• Deck Bridge- The bridge floor
lies entirely above its
supporting structure.
• Suspension Bridge- The deck is
located entirely below the
supporting structures.
• Through Bridge- The bridge
floor lies somewhere between
the top and bottom of the
supporting structures
I-p Samples of Steel Bridges
– Steel Girder Bridge
– Steel Truss Bridge
– Bailey Bridge
I-q Sample Simply Supported
Span
M F M F M F M F
I-r Sample of Continuous Span
L not more than 150 meters
M F F F F F F M
Equipment Requirements
Drilling Rig
An Auger
Bored Pile Attachments
Equipment Requirements
BP Drilling Machine with attachments
Equipment Requirements
CRAWLER TYPE CRANE(LATTICE BOOM)
Equipment Requirements
Batching Plant
Equipment Requirements
DIESEL DELMAG WITH GUIDE ATTACHED TO
WHEEL TYPE CRANE
Equipment Requirements
Desanding Machine and Tremie Pipes
Equipment Requirements
VIBRO HAMMER
Materials for Bored Piles
Cage Bar and steel casing
Materials for PSCG
PSCG TENDONS
FABRICATION OF BORED PILE SPIRAL
Bored Pile
Advantages Over
Driven Piles
o Larger sections
o Can penetrate hard layers
o Adapts to different depths
o Risk of false refusal is
eradicated
o Less vibration and not
noisy
o Fast execution
Disadvantages
oRequires specialized
personnel
oRisk of disturbed soil
around the pile
oRisk of poor contact at
the base
oFrequently difficult to
keep site clean
Driving of Steel Casing
Drilling works
Drilling Works
Drilling
Bucket Temporary/Permanent Steel
Casing, 10mm thk.
Ground Slurry
Level Level
Water
Table 1.50m
pw
ps
Bentonite pond and Bentonite machine
Before reaching pile tip elevation:
Conduct desanding at 3Dia. BP
before pile tip.
Conduct Confirmatory SPT at 3Dia.
BP before the Pile tip.
Sounding Cable to determine
the actual depth of borehole
Installation of Cage bar reinf.
Reinforcement Cage
Ground Slurry
Level Level
Water
Table 1.50m
Stiffining Ring @ every 2.0m,
2.50m on center
Cage Bar
Vertical Spacer @ 2.50m to
3.0m on center, spacer shall
be carefully welded to the
longitudinal bars
0.20 – 0.30m
p
pw
ps
The Bentonite / Super Mud must be checked before the cage is positioned
Specific Weight 1.15 + 1.20 t / cu.m.
Sand Content 5 to 6% in volume
Placing of tremie pipes
Pouring of Concrete
Concrete Funnel
Mud
Ground Slurry
Level Level
Water
Table 1.50m
Tremie Pipe
2.50m minimum
pw
ps
Conduct High Strain Dynamic test (PDA)
High Strain Dynamic Testing Force and Velocity
Records Are Continuously Viewed From the PDA
Monitor for Each Blow to Evaluate Data Quality, the
Maximum Hammer Energy Delivered to the Pile,
Pile Integrity, Pile Stresses and Other Pertinent
Information.
PILE BEARING CAPACITY SHOWS
BELOW THE MINIMUM REQUIREMENT
CAUSE
1. PRESENCE OF SEDIMENTS AT THE
BASE OF PILE DUE TO ABSENCE OR
INSUFFICIENT CLEANING OF
BOREHOLE
2. LOW SOIL BEARING CAPACITY
(FAILURE TO CONDUCT SPT TEST
PRIOR TO POURING OF CONCRETE)
POSSIBLE REMEDIAL MEASURES
1. ADDITIONAL PILES
2. REINFORCE THE EXISTING PILES
CHIPPING OFF BP AFTER PDA TEST
CONDUCT PILE INTEGRITY TEST(PIT)
By Crosshole Logging Method
PILE INTEGRITY SHOWS
DISCONTINUITY OR DIRTY CONCRETE
CAUSE
1. PRESENCE OF SEDIMENTS DUE TO
ABSENCE OR INSUFFICIENT
CLEANING OF BOREHOLE
2. CAVING OCCURS DURING CONCRETE
POURING
3. POURING INTERUPTIONS
POSSIBLE REMEDIAL MEASURES
1. ADDITIONAL PILES
2. REINFORCE THE EXISTING PILES
Installation of Column Reinf.
PSC GIRDERS
• Preparation of Casting Bed
Cleaning/Aligning of Moulds
Base moulds/forms shall be free from dirt, rust and
concrete waste from previous pouring. Application
of form oil should be done after cleaning the
moulds/forms.
Cutting/Bending and
Assembly of Rebars
Securing a Duct Tube
Typical Duct Joint Detail
Mixing/placing of Concrete
TRANSPORTING PSCG TO SITE BY
DOLEY
LAUNCHING OF GIRDERS BY CRANES
Launching/erection
AFTER LAUNCHING PSCG
Problem during stressing of girder
Problem during stressing of girder
Installation of Forms and
Bracings for Deck Slab
Preparation for Deck Slab Pour
Concrete Pouring of Deck Slab
Slump and Cylinder Tests
Concrete Finishing
Broom finished-not more than 3mm depth
corrugation
Pouring Sequence
Pouring Sequence
CONSTRUCTION SEQUENCE
STEP 1
ERECTION OF GIRDERS
STEP 2
POURING OF INTERMEDIATE
AND END DIAPHRAMS
STEP 3
POURING OF DECK SLAB
EXCEPT OVER INTERIOR SUPPORTS
STEP 4
POURING OF CONNECTION
DIAPHRAMS
STEP 5
POURING OF SIDEWALK AND
RAILING FOR THE ENTIRE
LENGTH OF THE BRIDGE
Pre-cast Bridge Railings
CRACKS ON SIDEWALK SLAB
CRACKS ON CARRIAGEWAY
CRACKS AT BOTTOM OF
DECKSLABS
Pile driving
Square holing
Initial driving of RC Pile by drop hammer
Pile driving by diesel hammer
Methods of Splicing Piles
0.40 x 0.40 m.
R.C. Piles
4 meters
o Splice Can
o Build-up
0.40 m.
o Structural Epoxy
Male/Female
0.40 x 0.40 m.
R.C. Piles
The Importance of Test Piles
TEST PILE DATA
Project: Construction of Mabolo Bridge Province: Camarines Sur
Location: Naga City Hammer Used: M-23
Pile No. & Location: Pile Bent # 20-D Weight of Ram: 22.57 KN
Required Bearing Capacity: 344 KN Date Driven: 01-15-03
Cut-Off Elevation: (+) 1.53 m WHERE:
Ground Elevation: (+) 0.53 m Ra. = Bearing Capacity (KN)
Computed Casting Length after Driving: 19.00 m W = Wt. Of Ram/Hammer (KN)
Pile Tip Elevation after Driving: (-) 16.47 m S = Ave. Height of Penetration (MM)
Type of Test Pile: RC Pile H = Height of Fall of Ram (MM)
Dimension: 0.40m. x 0.40m. x 20.00 m K = Constant: 10 mm
Weight of Pile: 23.357 Kn Wp = Weight of Pile (KN)
FS = Factor of Safety
FORMULA USED: [ 2WH (W)]
Ra. = [ (S+K) (W+Wp)] FS
GROUND TIP NUMBER AVERAGE FALL BEARING
PENETRATION ELEVATION OF BLOWS PENETRATION OF RAM CAPACITY
(M) (M) (MM/BLOW) (MM) (KN)
0.00 0.53
0.30 0.23 0.00 0.00 0.00 0.00
1.20 -0.67 4.00 225.00 500.00 17.00
2.00 -1.47 5.00 160.00 900.00 42.31
3.00 -2.47 6.00 166.67 1,300.00 58.80
4.00 -3.47 14.00 71.43 1,500.00 147.21
5.00 -4.47 18.00 55.56 1,500.00 182.85
6.00 -5.47 23.00 43.48 1,500.00 224.14
7.00 -6.47 21.00 47.62 1,500.00 208.03
8.00 -7.47 18.00 55.56 1,500.00 182.85
9.00 -8.47 15.00 66.67 1,500.00 156.35
10.00 -9.47 14.00 71.43 1,500.00 128.46
11.00 -10.47 16.00 62.50 1,500.00 144.28
12.00 -11.47 19.00 52.63 1,500.00 167.01
13.00 -12.47 28.00 35.71 1,500.00 228.82
14.00 -13.47 32.00 31.25 1,500.00 253.58
15.00 -14.47 45.00 22.22 1,500.00 324.63
16.00 -15.47 48.00 20.83 1,500.00 339.25
17.00 -16.47 50.00 20.00 1,500.00 348.68
Recommended Length = from Elev 1.53 m. to Elev. -16.47 m. plus 1 meter
= 19 meters
SUBMITTED BY: CHECKED BY: APPROVED BY ;
NOEL G. ZAMORA OSCAR C. VILLANUEVA CARLITO L. NACIONAL
Project Manager Project Engineer Engineer V
CIRIACO CORPORATION Project Manager I, BOC PAD-I, Bureau of Construction
TEST PILE DATA
TEST PILE DATA
Project: Construction of Mabolo Bridge Province: Camarines Sur
Location: Naga City Hammer Used: M-23
Pile No. & Location: Pile Bent # 20-D Weight of Ram: 22.57 KN
Required Bearing Capacity: 344 KN Date Driven: 01-15-03
Cut-Off Elevation: (+) 1.53 m WHERE:
Ground Elevation: (+) 0.53 m Ra. = Bearing Capacity (KN)
Computed Casting Length after Driving: 19.00 m W = Wt. Of Ram/Hammer (KN)
Pile Tip Elevation after Driving: (-) 16.47 m S = Ave. Height of Penetration (MM)
Type of Test Pile: RC Pile H = Height of Fall of Ram (MM)
Dimension: 0.40m. x 0.40m. x 20.00 m K = Constant: 10 mm
Weight of Pile: 23.357 Kn Wp = Weight of Pile (KN)
FS = Factor of Safety
FORMULA USED: [ 2WH (W)]
Ra. = [ (S+K) (W+Wp)] FS
GROUND TIP NUMBER AVERAGE FALL BEARING
PENETRATION ELEVATION OF BLOWS PENETRATION OF RAM CAPACITY
(M) (M) (MM/BLOW) (MM) (KN)
0.00 0.53
0.30 0.23 0.00 0.00 0.00 0.00
1.20 -0.67 4.00 225.00 500.00 17.00
2.00 -1.47 5.00 160.00 900.00 42.31
3.00 -2.47 6.00 166.67 1,300.00 58.80
4.00 -3.47 14.00 71.43 1,500.00 147.21
5.00 -4.47 18.00 55.56 1,500.00 182.85
6.00 -5.47 23.00 43.48 1,500.00 224.14
7.00 -6.47 21.00 47.62 1,500.00 208.03
8.00 -7.47 18.00 55.56 1,500.00 182.85
9.00 -8.47 15.00 66.67 1,500.00 156.35
10.00 -9.47 14.00 71.43 1,500.00 128.46
11.00 -10.47 16.00 62.50 1,500.00 144.28
12.00 -11.47 19.00 52.63 1,500.00 167.01
13.00 -12.47 28.00 35.71 1,500.00 228.82
14.00 -13.47 32.00 31.25 1,500.00 253.58
15.00 -14.47 45.00 22.22 1,500.00 324.63
16.00 -15.47 48.00 20.83 1,500.00 339.25
17.00 -16.47 50.00 20.00 1,500.00 348.68
Recommended Length = from Elev 1.53 m. to Elev. -16.47 m. plus 1 meter
= 19 meters
SUBMITTED BY: CHECKED BY: APPROVED BY ;
NOEL G. ZAMORA OSCAR C. VILLANUEVA CARLITO L. NACIONAL
Project Manager Project Engineer Engineer V
CIRIACO CORPORATION Project Manager I, BOC PAD-I, Bureau of Construction
Summary of Pile Driving Data
SUMMARY OF BEARING PILE DATA
Project: Mabulo By-Pass Bridge Naga, City
Type of Pile: H-Pile, 79.02 kg/m
Recorded by: Severino B. Plurad, Jr.
REQUIRED BEARING POWER : 344 KN TYPE OF FORMULA :
REQUIRED TIP ELEVATION : (-) 10.47
CUT-OFF ELEVATION : (+) 1.53
CASTING LENGTH OF THE
12 meters plus 12 meters = 24.00
REGULAR PILE : (2WH) x W x 1
B.P. =
LOCATION : PILE BENT # 1 (S + K) x (W + P) x 4
SIZE OF PILE : 12" x 12" x 12 meters
MARK GROUND DATE TOTAL TOTAL AVE. FALL OF COMPUTED FINAL TIP PAY TOP OF
PENETRATION BEARING
OF PENETRATION PENETRATION LENGTH PILE
FOR LAST 20 POWER,
PILE ELEV. (M) DRIVEN (M) BLOWS (mm) (MM/BLOW) RAM (mm) (KN) ELEV. (M) L.M. ELEV.(M)
1-A 1.00 10/25/02 17.47 362 18.08 1,600.00 352.50 -16.47 18.00 1.53
1-B 1.00 10/25/02 17.47 336 16.79 1,500.00 346.40 -16.47 18.00 1.53
1-C 1.00 10/25/02 17.47 336 16.79 1,500.00 346.40 -16.47 18.00 1.53
1-D 1.00 10/25/02 17.47 336 16.79 1,500.00 346.40 -16.47 18.00 1.53
SUBMITTED BY: CHECKED BY: APPROVED BY:
NOEL G. ZAMORA OSCAR C. VILLANUEVA ORLANDO B. ROCES
Project Manager Project Engineer OIC - Regional Director
CIRIACO CORPORATION Project Manager I, BOC Region V
R. C. / Prestressed
Concrete Pile
a.) Fabrication of Piles:
After the result of test pile is reviewed and
evaluated by the Engineer as well as the
issuance of instruction on the fabrication
length of the piles, fabrication and casting of
piles shall commence.
Reinforcing steel bars shall be pre-assembled
at steel fabrication area and shall be installed
using suitable lifting equipment assisted by
manpower.
Concrete to be poured shall be in accordance
with the required specification. Curing of
piles shall be done by continuous watering or
by continuously wet burlap covering the
exposed surface of the piles.
Stockpiling of piles shall be limited to 3 layers
and shall be supported by wood block in
between the piles. Only designated lifting
points shall be used in lifting the piles.
Lifting of R. C. Piles
STEEL PILES
Common Types of Steel Piles
• H-Pile
• Monotube Piles
Typical H-Pile Section
Flange/Rib Thickness = 10mm.
Flange
Width =
0.30 mm.
Rib width =0.30 m.
Unit Weight depends on the design and
indicated in the Mill Certificate
III-B.2b
Structural Steel H-pile Driving
Driving of Tubular Piles
COMPLETED DRIVING OF
H-PILES
Tilting problem of RC Piles
Problem on pier ( Deformed steel casing
and not removing immediately)
Maintain Horizontal and vertical
alignment of piers
Shear Block and end block
I-t Types of Bridge Based on
Roadway Location
Deck Type
Bailey Panels
Through Type
I-u Types of Bridge according
to Form and Structural
Stresses
o Girder Bridge – Design for
flexural stresses
o Arch Bridge – Compression
as its primary stress
o Truss Bridge- Combination
of compression and tension.
o Suspension Bridge- Tension
stress
II.1a Embankment
Craneway
II.1.b STRUCTURAL
STEEL CRANEWAY
A temporary wall installed to exclude water to allow construction work
within the area protected by the cofferdam.
Steel sheet pile is effective 5 – 20 meters depth
Structural Steel
Craneway
II.1.c. River Channelization
Abut. "A"
Applied if working on a wide river bed with low level of water flowing
occupying a narrow area.
II.d. Timber Craneway
II.2. R. C./Prestressed
Concrete Piles
8 PCS
25 MM RSB
4 PCS
7 WIRE
STRANDS
PSC PILE ORD. R.C. PILE
Driving Equipment
o Drop Hammer
o Single Acting Hammer
o Double Acting Hammer
o Diesel Hammer
o Vibratory Hammer
Drop Hammer
Disadvantages- 1) slow rate of driving
2)Cannot be used underwater,3)danger
of damaging piles,4)heavy vibration
Single acting hammer
Is a freely falling weight
Disadvantages-1)require more
investment
2)More complicated/high
maintenance cost
3)More time to set up/take down,
4)require large operating crew
Double acting hammer
a. Photo showing the
Fabrication of R.C. Piles
Coarse aggregates – 19 mm max.
Concrete strength – 27.6 mpa
c. Delivery of Fabricated
Concrete Piles
d. Pile Driving
a.) Survey and Layout of Pile
Location:
Joint survey shall be conducted to
determine the alignment and
location of piles. The pile location
shall be staked out and markers
shall be installed.
d) Pile Driving
(Continuation)
Pile guide shall be constructed to
maintain the verticality of the piles
during driving. Pile guides or leads
are made of steel or wood
materials, vertically positioned
beside the piles to be driven.
For fix lead pile driving method, pile
guide is an assembly usually
attached to the crane used for pile
driving. This is where the pile
hammer is directly attached.
III-B.1l
Types of Monotube Piles
Tapering Uniform
Diameter
DRIVEN MONOTUBE PILES
II.3 COFFERDAM
STEEL COFFERDAM
Steel Cofferdam
Excavation Works
Shoring/timbering Works
Using timber planks, waling pieces and struts
2-3 meters in stages
1.Keep excavated materials clear at the top of excavation.
2.Keep loose tools and equipment clear at the top of excavation
Timber Cofferdam
Driving of steel casing
with adequate falsework.
Methods of Testing Completed Bored
Piles
o Pile Integrity Test
a. By Crosshole Logging Method
b. By Low Strain Method
o High Strain Dynamic Testing
Striking Hammer Lifted and Then
Dropped to the Top of the Pile
III-B.4.bb
II.5 CONSTRUCTION OF BRIDGE FOOTING
5. CONSTRUCTION OF BRIDGE FOOTING
CONCRETE POURING OF BRIDGE FOOTING
Installation Reinforcing Steel
Bars for Footing.
• Types of Rebars
• Handling and Storage
Installation of Forms for Footing
Concreting of Footing
Installation of Rebars For Column
Installation of Rebars for Coping
Beam
Installation of Forms For Coping
Beam
Constructed Substructure
Part III. BRIDGE
SUPERSTRUCTURE
III.1. R.C. Superstructure Deck
Girder
o Girder
o Diaphragm
o Deck Slab
o Bridge Railing and
Sidewalk
Bridge Cross Section
Bridge Framing Plan
C. BRIDGE SUPERSTRUCTURES
1. Falsework Construction for
RCDG Bridge
Concrete Pouring of Girders
Forms for Girders
Installation of Side Forms
Installation of RSB Deck Slab
Plain Neoprene Bearing
Pads
PLAIN ELASTOMERIC BEARING PAD
A Sharp Corner Shall Be
Avoided
External Load Plates
Bond
PLAIN ELASTOMERIC SANDWICH BEARINGS
Laminated Elastomeric Bearing Pad
Dowel Hole Top Cover (Elastomer)
Side Cover (Elastomer)
Inner Steel Laminates
Outer Steel Laminates Elastomer Layer
STEEL-LAMINATED ELASTOMERIC BEARING Bottom Cover
(No External Load Plates)
External Load Plate
Elastomer Layers
Outer Steel Laminate
STEEL-LAMINATED ELASTOMERIC BEARING
(With One External Load Plates)
III.3 Steel Bridges
Shear Studs for Composite Action
Transport
Splice Plate Used to Splice the
Joints in Steel Girders
Sample Steel Truss Bridge
Complete erected
accessories of Steel
Truss Bridge
Its Reinforced Concrete Deck
Concrete Sidewalk
Bridge Drain
for Steel Girder Bridge
Bridge Joints
Expansion Dam
• Strip seal
• Sliding Plate
• Finger Type
Finger Type
Strip seal
Bridge Bearings
It provides an allowance in the bridge for all
anticipated movements which will usually be
in the longitudinal direction
Classification of Bearings
• Fixed
• Expansion
Types of Bearing
• Neoprene bearing pads
• Pot bearings
• Spherical bearings
• Sliding plates
• Up-lift bearings
• Rocker bearings
Neoprene Bearing Pad
Material Requirement
Fabrication
Setting of Anchor Bolts
Pot Bearings
Spherical Bearings
Sliding Plates
Up-lift Bearings
Rocker Bearings
Inside a Bridge Bearing
Installing a Bridge Bearing
Sliding Plate
IV. COMMON PROBLEMS IN BRIDGE
CONSTRUCTION
A. PLUMBNESS OF PILES BEYOND
TOLERANCE
CAUSES
1. INADEQUATE LATERAL SUPPORT
2. SQUARE HOLES NOT ALIGNED VERTICALLY
3. PILE TIP STRIKE A BOULDER
REMEDIAL MEASURE
1. REMOVE AND REPLACE OR CONSULT THE
DESIGNER
A. PLUMBNESS OF PILES BEYOND
TOLERANCE
GROUND LINE
A. PLUMBNESS OF PILES BEYOND TOLERANCE
B. BREAKING OF PILE BUTT
DURING DRIVING
CAUSES
1. FINISH PILE BUTT NOT PERPENDICULAR TO
VERTICAL AXIS
2. INSUFFICIENTJ PILE CAP CUSHION
3. WEAK CONCRETE OR INSUFFICIENT
REINFORCEMENT
REMEDIAL MEASURE
1. REPAIR THE PILE BUTT
B. BREAKING OF PILE BUTT
DURING DRIVING
CAUSES
1. FINISH PILE BUTT NOT PERPENDICULAR TO
VERTICAL AXIS
2. INSUFFICIENTJ PILE CAP CUSHION
3. WEAK CONCRETE OR INSUFFICIENT
REINFORCEMENT
REMEDIAL MEASURE
1. REPAIR THE PILE BUTT
B. BREAKING OF PILE BUTT
DURING DRIVING
GROUND LINE
B. BREAKING OF PILE BUT DURING DRIVING
C.BREAKING / FRACTURING OF PILES
CAUSES
1. LACK OF LATERAL SUPPORT
2. EXCESSIVE DRIVING
3. OVERWEIGHT HAMMER
4. WEAK CONCRETE
5. IMPROPER LIFTING OF PILES
REMEDIAL MEASURES
1. REMOVE AND REPLACE
C.BREAKING / FRACTURING OF PILES
GROUND LINE
C. BREAKING / FRACTURING OF PILES
D. FAILURE OF PILE TO PENETRATE THE
REQUIRED PENETRATION
CAUSES
1. PRESENCE OF HARD STRATA
2. HAMMER USED IS VERY LIGHT
3. USED OF INAPPROPRIATE TYPE OF PILES
4. USED OF INAPPROPRIATE TYPE DRIVING
EQUIPMENT
POSSIBLE REMEDIAL MEASURES
1. CHANGE THE FOUNDATION DESIGN
2. USED APPROPRIATE TYPE OF PILES AND
EQUIPMENT
D. FAILURE OF PILE TO PENETRATE THE
REQUIRED PENETRATION
GROUND LINE
HARD STRATA
D. FAILURE OF PILE TO PENETRATE THE REQUIRED PENATRATION
E. FAILURE TO PASS THE LOAD TEST
CAUSE
1. UNDERLYING STRATA IS SOFT
REMEDIAL MEASURE
1. SPLICE THE PILES
E. FAILURE TO PASS THE LOAD TEST
GROUND LINE
SOFT STRATA
E. FAILURE TO PASS THE LOAD TEST
BORED PILE CONSTRUCTION
PERMANENT STEEL CASING CAN NOT
PENETRATE
CAUSE
1. PRESENCE OF OBSTRUCTION
POSSIBLE REMIDIAL MEASURE
1. PROPER USED OF DRILLING TOOLS (CHISSEL, AUGE, GRAB &
BUCKET)
PERMANENT STEEL CASING CAN NOT
PENETRATE
VIBRO HAMMER
CRANE
STEEL CASING
GROUND LINE
OBSTRUCTION
1. PERMANENT STEEL CASING CAN NOT PENETRATE
CAVE-IN DURING DRILLING
CAUSES
1. PRESENCE OF COLLAPSIBLE MATERIALS
SUCH AS LOOSE SOIL AND COHESSIONLESS
MATERIALS
2. APPROPRIATE PROPERTIES OF STABILIZING
MUD WAS NOT USED
3. HEAD PRESSURE OF STABILIZING MUD
WAS NOT MAINTAINED DURING DRILLING
4. EARTH MOVEMENT DUE TO TREMOR OR
VIBRATION BY HEAVY EQUIPENTS.
REMEDIAL MEASURE
1. EXTEND THE DEPTH OF PERMANENT STEEL
CASING
CAVE-IN DURING DRILLING
KELLY BAR
GROUND LINE
STEEL CASING
DRILLING BUCKET
2. CAVE-IN DURING DRILLING
DRILLING BUCKET CANNOT BE RAISED
UP / REMOVED
CAUSE
1. DEFORMATION OF THE TIP OF THE PERMANENT STEEL CASING
2. LARGE VOLUME OF CAVE-IN MATERIALS OVER THE DRILLING
BUCKET
REMEDIAL MEASURE
1. UNDERWATER CUTING OF STEEL CASING
2. REMOVAL OF CAVE-IN MATERIALS
3. ADJUST THE POSITION OF PILE
DRILLING BUCKET CANNOT BE RAISED
UP / REMOVED
CAUSE
1. DEFORMATION OF THE TIP OF THE PERMANENT STEEL CASING
2. LARGE VOLUME OF CAVE-IN MATERIALS OVER THE DRILLING
BUCKET
REMEDIAL MEASURE
1. UNDERWATER CUTING OF STEEL CASING
2. REMOVAL OF CAVE-IN MATERIALS
3. ADJUST THE POSITION OF PILE
DRILLING BUCKET CANNOT BE RAISED
UP / REMOVED
KELLY BAR
GROUND LINE
STEEL CASING
DRILLING BUCKET
3. DRILLING BUCKET CANNOT BE RAISED UP/REMOVED
DRILLING BUCKET CANNOT BE RAISED
UP / REMOVED
KELLY BAR
GROUND LINE
STEEL CASING
DRILLING BUCKET
3. DRILLING BUCKET CANNOT BE RAISED UP/REMOVED
DRILLING BUCKET CANNOT PENETRATE
CAUSE
1. DEFORMATION OF STEEL CASING
2. PRESENCE OF HARD STRATA OR EXISTING
STRUCTURES
REMEDIAL MEASURES
1. REMOVAL & REINSTALLATION OF STEEL
CASING
2. USE APPROPRIATE DRILLING TOOLS
DRILLING BUCKET CANNOT PENETRATE
KELLY BAR
GROUND LINE
STEEL CASING
DRILLING BUCKET
HARD STRATA
4. DRILLING BUCKET CAN NOT PENETRATE
BREAKING / CUTTING-OFF OF KELLY
BAR
CAUSE
1. DEFECTIVE OR OVERSTRESSED
REMEDIAL MEASURE
1. OFFSETTING THE POSITION OF PILES
2. RETRIEVE THE CUT PORTION USING DIVERS
BREAKING / CUTTING-OFF OF
KELLY BAR
KELLY BAR
GROUND LINE
STEEL CASING
DRILLING BUCKET
5. BREAKING / CUTTING-OFF OF KELLY BAR
REBAR CAGE INSTALLATION
1. REBAR CAGE CANNOT BE LOWERED
AT GRADE ELEVATION CAUSES
2. BOREHOLE IS NOT STRAIGHT
3. REBAR CAGE ARE NOT STRAIGHT &
SPLICING OF REBAR CAGE NOT
VERTICALLY STRAIGHT
4. OCCURRENCE OF CAVE-IN
POSSIBLE REMEDIAL MEASURES
1. REMOVAL & REINSTALLATION OR
REPLACEMENT OF REBARS
2. RESHAPING OF BOREHOLE
3. REMOVAL OF CAVE-IN MATERIALS
REBAR CAGE CANNOT BE
LOWERED AT GRADE ELEVATION
GROUND LINE
STEEL CASING
CAGE BAR
1. REBAR CAGE CANNOT BE LOWERED AT GRADE ELEVATION
FALLING-OFF REBAR CAGE
CAUSES
1. WEAK/ABSENCE OF STIFINING RING
SUPPORT
2. INSUFFICIENT WELDING AND TIE WIRE AT
SPLICE SECTION
REMEDIAL MEASURE
1. REMOVAL AND REPLACEMENT
FALLING-OFF REBAR CAGE
GROUND LINE
STEEL CASING
CAGE BAR
2. FALLING OFF REBAR CAGE
CONCRETE POURING
1. OCCURRENCE OF CAVE-IN
CAUSES
1. HEAD PRESSURE OF STABILIZING MUD NOT MAINTAINED
DURING POURING
2. STRONG EARTH VIBRATION CAUSE BY EARTH TREMOR
AND MOVEMENTS OF HEAVY EQUIPMENTS.
POSSIBLE REMEDIAL MEASURE
• REPLACEMENT OR ADDITIONAL PILES
• REMOVAL OF CAVE-IN MATERIALS & DIRTY CONCRETE,
PROVIDE ANCHORAGE TO THE GOOD CONCRETE
OCCURRENCE OF CAVE-IN
GROUND LINE
STEEL CASING
TREMIE PIPES
CAGE BAR
1. OCCURENCE OF CAVE-IN
DISCONTINUITY OF CONCRETE
CAUSE
1. BREAKDOWN OF BATCHING PLANT
POSSIBLE REMEDIAL MEASURE
1. REMOVAL OF DIRTY CONCRETE & PROVIDE ANCHORAGE BEFORE
CONTINUING WITH THE POURING
DISCONTINUITY OF CONCRETE
GROUND LINE
STEEL CASING
TREMIE PIPES
CAGE BAR
2. DISCONTINUITY OF CONCRETE
CLOGGING OF TREMIE PIPES
CAUSES
1. CONSISTENCY OF CONCRETE NOT PROPERLY MONITORED
2. RATE OF DISCHARGE OF CONCRETE IS VERY FAST
3. PRESENCE OF WATER INSIDE THE TREMIE PIPES
4. OVERSIZED AGGREGATES
REMEDIAL MEASURE
1. REMOVAL AND REINSTALLATION OF TREMIE PIPES
BAILEY BRIDGE
SIGNAGES – Please Refer to
Highway Safety Design Standards
Part 1 and 2
THANK YOU!!!
AND
GOD BLESS!!!
