site considertion and design - Puerto Rico Transportation

Transcription

PUERTO RICO PR-‐2 GEOSYNTHETIC REINFORCED SOIL INTEGRATED BRIDGE SYSTEM SHOWCASE April 30, 2014 Pichi’s Hotel & Conven:on Center Guayanilla, Puerto Rico TECHNOLOGY OVERVIEW EXAMPLE PROJECTS Daniel Alzamora FHWA Geotechnical Engineer Office of Technical Services -‐ Resource Center GEOSYNTHETIC REINFORCED SOIL
INTEGRATED BRIDGE SYSTEM
Contact Information
• Daniel Alzamora, P.E.
– FHWA Geotechnical Engineer
– Office of Technical Services – Resource Center
– 720-963-3214
– [email protected]
GRS Fundamentals
Cross-Section of GRS-IBS
Road profile data
GRS Fundamentals
Cut-away of a GRS Mass
Performance Tests
Before
After
Performance Test
2400 lb/ft @ 8” Spacing
No CMU Facing
A-1-a Material
Pre-
Post-
0.5 ksf
(25 kPa)
4.1 ksf
(196 kPa)
5.9 ksf
(282 kPa)
8.5 ksf
(407 kPa)
13.9 ksf
(666 kPa)
16.7 ksf
(800 kPa)
18.1 ksf
(867 kPa)
Applied Pressure (psf)
0
2
Vertical Strain (%)
4
6
8
10
12
14
16
0
2000
4000
6000
8000
10000
12000
14000
16000
18000
20000
Tf = 2400 lb/ft
Sv = 8-inches
No CMU facing
Pier Settlement
Time (days)
0
10
20
30
40
50
60
70
Settlement (inches)
0
0.2
0.4
0.6
0.8
1
1.2
A (#8, 2400 lb/ft)
B (A-1-a, 4800 lb/ft)
C (A-1-a, 4800 lb/ft)
D (#8, 4800 lb/ft)
80
Performance Monitoring
Settlement Monitoring Continued
Performance Monitoring
Settlement Monitoring Continued
• EDM survey
• Bowman Road
Time (Days)
0.03
0
100
200
300
400
500
600
700
800
900
0.01
Settlement (ft)
-0.01
-0.03
-0.05
-0.07
~0.25 in
Δ = 0.6 in
~0.85 in
-0.09
-0.11
-0.13
-0.15
-0.17
East Beam Avg
West Beam Avg
East Face Avg
West Face Avg
1000
GRS IBS Reports
Example Projects
OH – Bowman Rd Bridge
NY – CR 38 St. Lawrence County
PA – Sandy Creek Bridge
IL – Great Western Trail over
Grace ST
WI – STH 40 Bloomer, WI
DE – Chesapeake City Road over
Guthrie Run
HI – Saddle Rd
ME - Knox County Beach Bridge
MT, US-89 over the S. Fork Dry
Fork Marias River
MN – CR 55 over MN Southern
Railway
UT, I-84 Echo Project
UT, I-84 Echo Project
Héctor R. Laureano Pagan, PE
Bridge Program Manager
José Raúl Rodríguez Pacheco, MSCE
Structural Engineer & Landslide Specialist
Edgardo Marrero, PE
Design Project Manager
Zohamy Larroy De León, PE
Geometric Design
Francisco O. Padua Rosado, PE
Structural Engineer
Jacqueline Cruz Acevedo
Auto Cad Technician
Maribell Pérez, PE, MSCE
EDC Coordinator & ER Program
Evelyn S. Colón Berlingeri, PE
Assisting Bridge Engineering
& Construction Program
The design of Yauco’s GRS bridges were made in accordance with the nine
design steps of the GRS-IBS Guidelines:
• Establish Project Requirement
• Conduct External Stability Analysis
(Geometry, Loading Conditions & Performance
Criteria)
• Perform Site Evaluation
(Topographic, Soil Conditions, H-H & Existing
Structures)
• Evaluate Project Feasibility
(Cost, Logistics, Technical Requirements and
Performance Objectives)
• Determine Layout of GRS-IBS
(Geometry and Excavations)
• Calculate Loads
(Live, Dead, Impact and Earthquake Loads)
(Direct Slide, Bearing Capacity & Global Stability)
• Conduct Internal Stability Analysis
(Vertical Capacity, Deformations and
Reinforcement Strength)
• Implement Design Details
(Reinforced Soil Foundation, Guardrails, Drainage
& Utilities)
• Finalize GRS-IBS
(Reinforcement and facing block layout & fill)
The FHWA workshop provided an Excell spreadsheet for the preliminary
design of the GRS/IBS structure based on the Geosynthetic Reinforced
Soil/Integrated Bridge System Interim Implementation Guide.
Publication No. FHWA-HRT-11-026
The FHWA spreadsheet was modified by personnel from the
Structural Design Office to include some design aspects that
were had not been considered.
Some of the modifications made to the spreadsheet were:
• Graphic Interface
• Seismic Criteria
• Minimum Anchor length Criteria (Le)
• High Strengths Integrating Zone Reinforcements
• External Stability (Global Stability)
• CMU Grouted & Pinned Criteria
The design of Yauco GRS can be summarized in:
• Geometry
• Feasibility
• Loading Condition and Soil Properties
• External Stability
• Internal Stability
24.35 (79’-11”)
TO YAUCO 12.44 (40’-10”)
BRIDGE
No. 1121
2.46 (8’-7/8”)
BRIDGE
No. 1122
12.44 (40’-10”)
5.00
7.00
10.35
(33’-3”)
PLAN
TO GUAYANILLA
5.00
7.00
(22’-11.6”) (16’-5”)
TO GUAYANILLA
TO YAUCO
7.00
(22’-11”)
10.35
(33’-11”)
7.00
(22’-11”)
ELEV. 32896
Cattle Pass
0.60 (24”)
ELEV. 32896
ELEV. 32.422
3.00 (9’-10”)
ELEVATION
TO GUAYANILLA
TO YAUCO
11.12
(36’-6”)
CL
Bearing
CL
Bearing
10.17
(33’-4”)
Cattle Pass
Existing Footing
Existing Footing
ELEV. 32.896
ELEV. 32.422
ELEVATION
ab = Setback distance
b = Beam Seat
de = Clear Space
0.91 (3’-0”)
b
ab
0.20 (8”)
de
0.15
IZ
BRZ
BRZ
GRS
H =5.04 (16’-1.57”)
GRS
CMU
1.52 (5’-0”)
Existing Footing
ELEV. 30.896
GRS = Geosynthetic Reinforced Soil
BRZ = Bearing Reinforcement Zone
CMU = Concrete Masonry Unit
IZ = Integration Zone
H = GRS Height
B = GRS Base Width
0.56 (1’-10”)
B =4.0
(13’-4.72”)
Geometry Criteria
• Span length (Lspan) <= 42.67 (140’)
• GRS Height (H) <= 9.14 (30’)
• GRS Width (B) >= 0.3H:
1.32 (5’-0”); Lspan < 25’
B >=
1.82 (6’-0”); Lspan >= 25’
• Setback(ab) >= 0.20 (8”)
• Beam Seat (b):
0.60 (2’-0”); Lspan < 25’
b >=
0.76 (2’-6”); Lspan >= 25’
Geometry Criteria
• Clear Space (de):
de >=
0.075 (3”)
0.02H
• Length of Bearing Zone >= 2ab+b
The feasibility of the project should be evaluated in terms of:
• Cost
• Logistics
• Technical requirements
• Performance objectives
In particular, in the case of abutments for bridges constructed over water,
the potential for scour, sedimentation, and/or channel instability must be
evaluated in accordance with the policy and procedures of both FHWA and
AASHTO.
Due Yauco’s bridges were constructed for Cattle Pass, the evaluation for
Potential for Scour, Sedimentation or Channel Instability is not applicable.
Applicable Loads
• Bridge DL = 1,205 psf BridgeLL
• Bridge LL = 1,559 psf Bridge DL
• Road Base DL = 322 psf
• Roadway LL = 300 psf
• GRS DL = 27,621 plf
• Seismic PGA = 0.34g
Road Base DL
Roadway LL
GRS DL
Where bearing pressure (Vapp) <= 4,000 psf
Vapp = 2,764 psf
Seismic load according to AASHTO LRFD 2012 guidance
Soil Properties
Because de GRS abutments are designed to support load, the backfill
material is considered the most important structural component.
The same must be:
• Capable of being compacted to 95% of maximum dry density
according to AASHTO T-99
• Free from organic matter or deleterious material
• Friction angle do not less than 38 degrees
Soil Properties
For abutment backfill, GRS-IBS guide recommends:
• Well-graded backfill
• Open-graded backfill
• Or blend in between the two be used as
backfill behind GRS abutments
well-graded
The backfills used in the Yauco GRS was:
Well-grade for GRS Mass
Open-graded for Integration Zone
open-graded
Soil Properties
Well-graded backfill
open-graded
Soil Properties
Open-graded backfill
open-graded
Road Base DL
Soil Properties
BridgeLL
Roadway LL
Bridge DL
gr=125pcf
dmax=1.0in
fr=38deg
GRS DL
fcrit=29.8deg
grb=140pcf
dmax=0.5in
Crb= 0 pcf
frb=38deg
gb=120pcf
Cb= 0 pcf
fb=34deg
The external stability of GRS-IBS was evaluated by looking at the following
potential external failure mechanisms:
• Direct Sliding
FS slide =
RR = Factored Resisting Force
FR = Factored Driving Force
• Bearing Capacity
FS bearing =
qR = Factored Bearing Capacity
FR = Factored Vertical Pressure
• Global & Compound Stability
FS bearing =
1.5, Static
1.1, Seismic
Global Stability Analysis was included in the
PRHTA spreadsheet as a preliminary analysis.
The used analysis method was Bishop’s Modified.
External Failure Mechanisms
Direct Sliding
Bearing Capacity
Global Stability
FS
Static
1.41
4.47
5.79
Seismic
1.08
5.81
4.97
The Internal Stability can be summarized in:
• Vertical Capacity
Geosynthetic Reinforcement
• Deformations
Strength = 4,800 lbs/ft
Spaced to 0.15 (6”)
• Reinforcement Strength
IZ
BRZ
GRS
Vertical Capacity
fcap = Resistance Factor = 0.45
qn = Nominal Vertical Capacity
Vapp, f = Factored Applied Pressure
Vapp, f = Bridge DL + Bridge LL
Two way:
• Empirical Method
• Analytical Method
Vertical Capacity-Continue
• Empirical Method
qn, emp = 26ksf
fqn, an = 21.787 ksf
• Analytical Method
Vapp, f = 4.235ksf
fqn, emp = 11.7ksf
Sv = Reinforcing Spacing
Figure 96. Graph Defiance County Performance Test
dmax = Maximum Grain Size
Stress-Strain Curve
Tf = Ultimate Strength of Reinforcement
Kpr = Coefficient of Passive Earth Pressure
qn,an = Analytical Nominal Capacity
Deformations
• Vertical Deformations (Dv)
Use the Performance Test Curve
to find vertical strains considering
Bridge DL stress only.
ev = 0.11%
Where:
Bridge DL = 1,205 psf
ev = 0.11%
Dv = 0.22”
Figure 96. Graph Defiance County Performance Test
Stress-Strain Curve
Deformations-Continue
• Lateral Deformations (DL)
Are the GRS composite behavior
in response of vertical loads.
eL = 0.22%
DL = 0.1”
H/3
Deformations-Continue
The GRS-IBS Guidance recommends to fill the
concrete block wall with grout and rebar #4 to
bind together the top three courses of facing
blocks and reduce deformations in the top
courses facing blocks.
The PRHTA Spread Sheet include the lateral
distribution analysis of the vertical pressure
during compaction and service phases with the
purpose to evaluate the facing block
deformation and the minimum anchor criteria.
Reinforcement Strength
Where :
Tf,f = Factored Reinforcement Strength
freinf = Resistance Factor for Reinforcement Strength = 0.40
Tf = Ultimate Strength of Reinforcement = 4,800 lbs/ft
Treq,f = Factored Required Reinforcement Strength
Tf,f = 1,920 lbs/ft
Reinforcement Strength-Continue
The factored required reinforcement strength in the direction perpendicular
to the wall face (Treq,f) was determined analytically by:
Where :
sh,f = Total Factored Lateral Stress Within GRS Abutment
Sv = Reinforcing Spacing
dmax = Maximum Grain Size
Treq,f = 1,592 lbs/ft < Tf,f = 1,920 lbs/ft
For the Serviceability, the GRS Guide determine that unfactored required
strength (Treq) shall be compared with the manufacturer reinforcement
strength at 2% strain (Te=2%), cross machine direction = 1,320 lbs/ft.
Treq = 1,072 lbs/ft < Te=2% = 1,320 lbs/ft
16k
16k
In order to eliminate the bump and
settlements at end of bridge, the GRS
Guide to establish 12 in. as typical wrap
reinforcement spacing and 6 in. for
intermediate layers.
Unlike the standard GRS, Yauco GRS
contains a high strengths reinforcement
of 20,580 lbs/ft in the Integrating Zone in
order to withstand the high stress
concentrations loads of the design truck
wheels at accordance:
fqn,an = 39,197 psf >= Vapp,f = 26,813 psf
Special Provisions
• SPECIFICATION 983GEOSYNTHETIC REINFORCED SOIL
INTEGRATED BRIDGE SYSTEM
• SPECIFICATION 975BRIDGE MONITORING
INSTRUMENTATION SYSTEM
Publication No. FHWA-HRT-11-026
Project Description
• Replacements of Bridges 1121 and 1122 with Geosynthetic Reinforced Soil
• Bridge Monitoring Instrumentation System
• Prestressed Concrete Voided Slab
• Drainage System
• Asphalt Pavement
• Guardrail
• Pavement Marking
August 13, 2013
Project Schedule
Started Date:
May 13, 2013
Original Completion Date:
Revised Completion Date:
Sept. 16, 2013
Project Cost
$
Original Cost: $1,711,481.25
Revised Cost: $2,286,485.85
Construction Issues on Bridge 1122
• GRS Backfill Acceptance
• Bridge Foundation
• CMU Displacement
• Gradation
• Friction Angle ≥ 38 ˚ (Direct Shear Test)
• Determine the Source of Material
o Gradation Tests
o Material did not comply with the specifications
• After a discussion between Staff Office Design, Test Materials, FHWA and
construction was determined using only the requirements of the GRS
Implementation Guide (FHWA HRT-11-026 January 2011) to strictly
comply with the following:
o Maximum Grain Size of 2 inches
o Amount Fines Passing the No. 200 Sieve ≤ 12%
o Friction Angle ≥ 38 ˚
o Plasticity Index ≤ 6
• Backfill Material Accepted
o Blending Ratio 4:1
• Backfill Material Accepted
o Blending Ratio 4:1
• Original Design - Concrete Class III
• Revised Design – RSF (Reinforced Soil Foundation)
• Revised Design – RSF (Reinforced Soil Foundation)
• FHWA Inspection and Evaluation (Eng. Thomas Stabile)
• Causes of Displacement
o Lightweight Hollow Blocks – 33 Pounds
o Excessive Compaction of Well Graded Backfill Material
• Requirements of Compaction
o Minimum of 95% of Maximum Dry Density – Abutments
o 100 % of Maximum Dry Density – Bearing Reinforcement Zone /
Integrated Approach Zone
o Suitable Compaction Equipment
o Only hand-operated compaction equipment is allowed within 3
ft of wall face.
o Minimum of 4 passes shall be applied per lift.
Recommendations
o Use Solid Blocks for the Second Bridge (1121) – Heavier
Blocks (66 Pounds)
o More Comfortable and Less Conservative with the
Compaction
Demolition
Demolition
Foundation RSF
Foundation RSF
Abutments and Wing Walls (CMU)
Prestressed Voided Slabs
Concrete Parapets
Waterproof Membrane
Asphalt Pavement
GRS Completion
ACTIVITIES
CONSTRUCTION DAYS
Demolition
Foundation RSF
Concrete Parapets
Waterproof Membrane
Asphalt Pavement
TOTAL
12
10
18
2
5
8
1
1
57
GRS Completion
INSTRUMENTATION AND MONITORING PROGRAM Claudio Torres Tamrio, Inc. José Muñoz GTEC Yauco Bridges PR-2 Km 20.5
Instrumentation
Customer:
Equipment Provider:
Sensor Provider (Load Cells):
Distributor:
Sensor Provider (Geosensitive Arrays):
Block Diagram
GeoDetect Sensor Detail
Load Cells
To Main Cabinet
EA-PC-02
λ1,λ2
EA-PC-NS
EA-PC-02.1
EA-PC-NS.SP
EA-PC-02.2
EA-PC-04
Splices
λ3,λ4
North
EA-PC-04.1
EA-PC-06
λ5,λ6
EA-PC-04.2
EA-PC-06.1
EA-PC-10
Splices
EA-PC-06.2
λ7,λ8
EA-PC-10.1
EA-PC-12
EA-PC-10.2
λ9,λ10
EA-PC-12.1
Splices
EA-PC-12.2
Spare
East North Junction Box
EN
io
ct
n
u
J
x
o
n B
Load Cells – Bridge 1121- East Abutment- North Junction Box
Fiber Optics Equipment
Channel Multiplexer
SM041-416
EA-GS-01
EA-GS-03
EA-GS-05
EA-GS-07
EA-GS-02
EA-GS-04
EA-GS-06
16 Geodetect Strips located
on the bridge abutments
EA-GS-08
WA-GS-01
WA-GS-03
WA-GS-05
WA-GS-07
WA-GS-02
WA-GS-04
WA-GS-06
WA-GS-08
Ch1
Ch2
Ch3
Ch4
Ch5
Ch6
Ch7
Ch8
Ch9
Ch10
Ch11
Ch12
Ch13
Ch14
Ch15
Ch16
Ch1
Ch2
20 Load Cells distributed on 4
series located on the bridge
bases
To
Internal
Network
Ch3
Ch4
Control
Mux_0
16 channels
to 4 channel
R
Optical Sensor Interrogator
SM125-500
Int_0
Optical Sensor Interrogator
SM125-200
EA_PC_NS
Ch1
EA_PC_SS
Ch2
WA_PC_NS
Ch3
WA_PC_SS
Ch4
To
Internal
Network
Int_1
Network Configuration
Server located on ACP
Main Cabinet attach to the Pole
Mobile
Network
Internet
Gsm Modem
MOD_0
Processor
Ethe1
User
Ethe0
PROC_0
Switch
SP125-500
SWI_0
Interrogator
Int_0
Interrogator
Int_1
Sensors
Data Flow Chart
Computer located on the Equipment Box
F (x)
Data Adquisition
Converting to Engineering Units
Data Transmission
Data ready to be used
FO Sensors
Data Reception
Data Storage
Analisys
Presentation
Sensor Location West Abutment
To
Ya
u
WA
-‐GS
WA
-‐GS
Middle Line
between Lanes
10
.0
-‐11
8.2
0
-‐04
0
-‐GS
-‐03
21
SOUTH
EAST
6.3
2
WA
-‐GS
8.2
WA
WA-‐PC-‐12
-‐02
4.4
3
6.3
2
WA-‐PC-‐10
3.2
WA-‐PC-‐06
WA
-‐GS
WA-‐PC-‐11
-‐01
WA-‐PC-‐04
4.4
3
WA-‐PC-‐09
WA-‐PC-‐02
WA-‐PC-‐01
3.77
2.518
1.259
5.036
Geodetect
3.77
WA-‐PC-‐03
Load Cell
2.518
1.259
WA-‐PC-‐05
5.036
West Abutment
Both Lanes
Section
-‐06
WEST NORTH
WA
-‐GS
WA
-‐GS
-‐05
BR
.0
co
-‐07
Geodectect
Lenght
10
Solar Panels Pole Position
Poles
3,00
Solar Panels
0
40.0
nilla
uaya
To G
uco
o Ya
ç T
è
Total Equipment Installed
Sensors:
•  16 Rolls of GeoDetect-S : 11 Strain sensors per roll
•  20 Load Cells: Temperature and Load Measurement
Equipment:
• 
• 
• 
• 
• 
2 Micron Optics Readers: 4 Channels each
1 Micron Optics Multiplexer: 16 channels
1 Industrial PC
1 Modem, GPRS
1 Solar System: 1 kW. 3 Days of Independence
Software:
•  Data Acquisition and Analysis Software
•  Database management for mySQL
•  Remote access through the web
Load Cell Installation
Sensor Location
Sensor Protection
Load Cell Installation
Sensor Verification
GeoDetect Installation
Roll Location and Protection
GeoDetect Installation
Sensor Verification
AC-200252, Replacements with Geosythetics Reinforced Soil
(GRS-IBS) at Bridges 1121 & 1122 Km 200.7, Municipality of Yauco
By Eng. Claudio J. Torres Serrano
Vice-President, Tamrio, Inc.
1
AC-200252, Replacements with Geosythetics Reinforced Soil (GRS-IBS) at Bridges 1121 & 1122 Km 200.7, Municipality of Yauco
Instrumentation and Monitoring Program
¡ Contract Price: $1,711,481.25
¡ Item Number 32- Bridge Monitoring Instrumentation
System ($425,000)
2
3
4
Spec. 975
5
Subcontractor
¡ G-Tech Contractors, Inc. (Established -2001)
Sr. José Muñoz- President
6
GENERAL CONSTRUCTION OF GRS-‐IBS Daniel Alzamora FHWA Geotechnical Engineer Office of Technical Services -‐ Resource Center CONSTRUCTION OF GRS-IBS
CONSTRUCTION OF GRS-IBS
•
•
•
•
Materials
Equipment
Excavation
Reinforced Soil
Foundation
• Block placement
• Geosynthetic placement
• Fill Placement
• Top of wall details
• Placement of
Superstructure
• Approach construction
• Rip Rap Installation
• Instrumentation
Geosynthetics
Geogrids
Geotextiles
Facing types
Facing Blocks
Reinforced fill materials
Open Graded Fill
Well Graded Fill
Equipment
Equipment
Equipment
Tools
Tools
Tools
Tools
•
•
•
•
Level
String Lines
Shovels
Rakes
Tools
• Rubber Mallet
• Block Tongs
Excavation
Excavation
Excavation
Excavation
Reinforced Soil Foundation
Block Placement
(First Row)
Block Placement
(First Row)
Wall with Leveling Pad
Block Placement
Block Placement
Block Placement
(corners)
Block Placement
Geosynthetic Placement
Biaxial Geotextile
Uniaxial Geogrid
No overlaps or tying of geosynthetic
Trim geosynthetic at block facing
Clean finished face
Roll out geosynthetic with
strong direction perpendicular
to abutment face.
Reinforcement should extent to
connecting devices or to a
minimum of 75% of block width
• Pull reinforcement taut
• Remove wrinkles
No overlaps, especially at the face
Fill Placement
Fill Placement
Fill Placement
Fill Placement
Fill Compaction
Fill Compaction
Fill Compaction
Top of wall details
• Clear Space: The distance between the top of the
wall face and the bottom of the superstructure
3” min or 2%
of wall height
Top of wall details
Top of wall details
Top of wall details
Top of wall details
Placement of superstructure
• Set Back: The distance between the back of the
facing block and the front of the beam seat
Approach Construction
Rip Rap Installation
Rip Rap Installation
Instrumentation
Instrumentation
Instrumentation
Instrumentation
Instrumentation
Instrumentation
Instrumentation
Instrumentation
FUTURE OF GRS-‐IBS IN PUERTO RICO José R. Rodríguez PRHTA Design Office SITE CONSIDERTION AND DESIGN
SITE CONSIDERTION AND DESIGN
OVERVIEW
• PREVIOUS INNOVATIONS
• GRS-IBS
PIONEERS IN THE USE OF ACCELEARATED BRIDGE
CONSTRUCTION (ABC) IN 1990 WITH THE
CONSTRUCTION OF THE BALDORIOTY DE CASTRO
BRIDGES
SOME HIGHLIGHTS OF THE PROJECT
 100,000 vehicles per day
 4 bridges erected
 2-213m long (7 spans) and 2-274m long (9 spans) overpasses
 72 hours limit of closure time for each bridge construction
 $100,000 penalty per day of additional closure time
 First bridge was completed in 36 hrs.
 As contractor became more comfortable, following bridge were completed in as low
as 21 hrs.
CARBON FIBER REINFORCED POLYMER (CFRP)
As part of the IBRD program, PRHTA developed project AC-520052. In this
project bridges 2028 and 2029 in PR-52 (Cayey) were rehabilitated with the
use of CFRP as an external reinforcement in concrete beams.
The project was a success and paved the way to turn CFRP from an
innovation to a conventional method of bridge rehabilitation in PR.
BRIDGES 2028/2029, PR-52, CAYEY
BRIDGES 2028/2029, PR-52, CAYEY
AS A RESULT OF THE SUCCESS IN BRIDGES 2028/2029 CAME…
BRIDGE 238, PR-111, LARES
(BEFORE)
BRIDGE 238, PR-111, LARES
(AFTER)
BRIDGE 1277, PR-7787
OVER PR-52, CAYEY
(BEFORE)
BRIDGE 1277, PR-7787
OVER PR-52, CAYEY
(AFTER)
FIBER REINFORCED POLYMER (FRP) DECK SUPERSTRUCTURE
Also, as part of the IBRD program, PRHTA developed project AC-013932. In
this project bridge 281, a two cell box culvert (PR-139, Ponce), was replaced
by an FRP deck bridge. The project also implemented the use of pre-cast
abutment footings and a thin overlay with broadcast aggregate.
The main purpose of the project was to replace the bridge implementing
technologies that would accelerate construction.
The project was a success but due to the high costs that still represent the
FRP deck superstructures and the maximum span limitation (10m), the
technology has not been implemented again.
BRIDGE 281, PR-139, PONCE
(BEFORE)
(AFTER)
THIN OVERLAYS WITH BROADCAST AGGREGATES (TOWBA)
PRHTA implemented this technology in the late ’90. This first effort of
implementation was not entirely successful. Because of this, the technology
was avoided for years because of the initial “bad experience”.
This technology is a perfect example of the importance of careful
implementation of new technologies; from planning to design and
construction.
In 2009 the technology was implemented again as part of the replacement of
bridge #281. The TOWBA was used to improve skid resistance and to protect
the concrete slab on top of the FRP deck.
This time the implementation was a success and the technology is being used
as a preservation activity in existing bridges and in new construction projects
to improve the durability of new decks.
FIRST TRIAL
GRS-IBS
The implementation of GRS-IBS technology has a tremendous potential to
become one of the main construction methods in PR for various reasons.
1. Accelerated Bridge Construction (ABC) is needed in many projects around
the island due to the high traffic volumes and the fact that many roads with
low ADT values do not have an alternate route that can allow for extended
periods of closures.
2. GRS-IBS eliminates the need for joint maintenance. Something that in the
past has represented a problem for DOT’s around the nation.
3. Construction costs tend to be much lower than those of conventional
construction.
4. No heavy equipment is needed for construction.
5. Materials are readily available in PR.
BRIDGES 1121/1122, PR-2
GUAYANILLA
A FEW EXAMPLES OF BRIDGES IN ROADS WITH HIGH ADT WHERE
GRS-IBS WOULD BE A TREMENDOUS ADVANTAGE…
BRIDGE 689, PR-1 OVER PR-39, SAN JUAN
BRIDGE 706, PR-185 OVER PR-3, CANOVANAS
BRIDGE 1152, PR-52, JUANA DIAZ
THANKS!
“YOU ARE A VICTIM OF THE RULES YOU LIVE BY.” – JENNY HOLZER

site considertion and design - Puerto Rico Transportation

Transcription

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