Monitoring of the Response of the Sagamore Parkway Bridge and its Foundations During a Live Load Test

2020 ◽  
pp. 036119812097126
Author(s):  
Fei Han ◽  
Mehdi Marashi ◽  
Monica Prezzi ◽  
Rodrigo Salgado ◽  
Timothy Wells ◽  
...  
Keyword(s):  
Pile Group ◽  
Bridge Pier ◽  
Load Test ◽  
Live Load ◽  
Foundation Design ◽  
Pile Cap ◽  
Live Loads ◽  
The Individual ◽  
Bridge Foundation ◽  
Live Load Test

In this paper, we report the results of a live load test performed on the Sagamore Parkway bridge over the Wabash River, Indiana. The seven-span concrete bridge was constructed from 2016 to 2018 to replace the old, east-bound bridge. The main goals of the live load test were: (i) to study the transfer of the live loads from the bridge pier to the foundation elements and the distribution of live loads among the individual piles supporting the bridge pier; and (ii) to verify the assumptions (e.g., regarding the pile cap resistance) made in bridge foundation design. For these purposes, one of the interior piers (Pier 7) of the bridge and the fifteen pipe piles supporting it were instrumented with vibrating-wire strain gauges. With the bridge temporarily closed to traffic, the live load test was performed by parking twelve loaded triaxle trucks at specific locations on the bridge deck near Pier 7 in March 2019. The truck loads were applied in seven stages, simulating the driving of several trucks over the bridge pier. The settlement of the pier was measured using a digital level during the live load test. The data from the strain gauge readings were processed to produce the history of load distribution within the cross section of the pier and among the piles in the pile group during the seven stages of the live load test. The soil in contact with the pile cap carried about half of the total live load.

scholarly journals Verification of Bridge Foundation Design Assumptions and Calculations

2020 ◽  
Author(s):  
Fei Han ◽  
Monica Prezzi ◽  
Rodrigo Salgado ◽  
Mehdi Marashi ◽  
Timothy Wells ◽  
...  
Keyword(s):  
Site Investigation ◽  
Bridge Pier ◽  
Bridge Construction ◽  
Foundation Design ◽  
Wabash River ◽  
Measurement Results ◽  
Pile Cap ◽  
Live Loads ◽  
The Individual ◽  
Bridge Foundation

The Sagamore Parkway Bridge consists of twin parallel bridges over the Wabash River in Lafayette, IN. The old steel-truss eastbound bridge was demolished in November 2016 and replaced by a new seven-span concrete bridge. The new bridge consists of two end-bents (bent 1 and bent 8) and six interior piers (pier 2 to pier 7) that are founded on closed-ended and open-ended driven pipe piles, respectively. During bridge construction, one of the bridge piers (pier 7) and its foundation elements were selected for instrumentation for monitoring the long-term response of the bridge to dead and live loads. The main goals of the project were (1) to compare the design bridge loads (dead and live loads) with the actual measured loads and (2) to study the transfer of the superstructure loads to the foundation and the load distribution among the piles in the group. This report presents in detail the site investigation data, the instrumentation schemes used for load and settlement measurements, and the response of the bridge pier and its foundation to dead and live loads at different stages during and after bridge construction. The measurement results include the load-settlement curves of the bridge pier and the piles supporting it, the load transferred from the bridge pier to its foundation, the bearing capacity of the pile cap, the load eccentricity, and the distribution of loads within the pier’s cross section and among the individual piles in the group. The measured dead and live loads are compared with those estimated in bridge design.

Development of Graphical Method of Pile Group Foundation Design

2016 ◽  
Vol 845 ◽  
pp. 94-99
Author(s):  
Noegroho Djarwanti ◽  
Raden Harya Dananjaya ◽  
Fauziah Prasetyaningrum
Keyword(s):  
Los Angeles ◽  
Construction Projects ◽  
Graphical Method ◽  
Pile Group ◽  
Foundation Design ◽  
Fast Estimation ◽  
Pile Cap ◽  
Single Piles ◽  
Simplified Analysis

In the construction projects, a pile group foundation is often utilized. The group of bored piles is usually installed relatively close to each other and joined at the top by a pile cap to hold up the loads. In other hand, a fast estimation of the groups of piles capacities are needed in the preliminary design and in other conditions of projects, such as a supervisor of projects want to estimate the capacities of the group of piles. The purpose of this research is to study the correlations of groups of piles efficiencies with the number of piles and to compare the groups of piles capacities with the single piles capacities. Furthermore, this study is aimed to make a fast estimation of groups of piles capacities using proposed graphical method.The piles efficiencies are calculated using several methods, such as Simplified Analysis, Converse-Labare [1][2], Los Angeles Group, Seiler - Keeney, Das, and Sayed - Baker. In order to calculate the groups of piles capacities, the capacities of single piles are needed. The singles piles capacities are taken from graphical method proposed by Djarwanti et al. (2015a and 2015b). Three graphical methods utilized are derived from the Briaud et al. (1985) , Reese and Wright (1977), and Reese O’Neill method. Moreover, the proposed graphical method is applied in the case study. The case study takes palace in Graha Indoland Condotel Inside Yogyakarta Construction Project.The pile efficiency graph is recommended for this research since the value of pile efficiency could be easily taken. The value of pile efficiency for Graha Indoland Condotel Inside using Simplified Analysis, Converse - Labare, Los Angeles Group, Seiler – Keeney, Das, and Sayed – Baker are 1,75; 0,89; 0,94; 0,99; 4,00; 1,56 respectively. Meanwhile the value of pile group capacity with the value of pile group efficiency more than 1, showed that the pile group capacity based on the efficiency is bigger than the one based on single down pattern.

Structural Behavior of Three-Sided Arch Span Bridge

1996 ◽  
Vol 1541 (1) ◽  
pp. 112-119 ◽  
Author(s):  
Timothy J. McGrath ◽  
Ernest T. Selig ◽  
Timothy J. Beach
Keyword(s):  
Structural Design ◽  
Load Test ◽  
Structural Performance ◽  
Live Load ◽  
Element Analysis ◽  
Annual Basis ◽  
Soil Stress ◽  
Load Effects ◽  
Live Loads ◽  
Adjacent Segments

A study was undertaken to evaluate the methodology used for the structural design of three-sided culverts with arched top slabs. An 11-m span by 3.4-m rise bridge was instrumented and monitored during installation, under an HS-25 + 30 percent live load and at 6-month intervals for 2 years after installation. The bridge consisted of ten 1.6-m-wide precast segments. Three of the interior segments were instrumented with soil stress cells mounted on the legs of the bridge and with anchor pins for use with a tape extensometer to determine change in shape of the bridge. Survey data were taken on the same three segments and the two adjacent segments. Visual observations were also made to monitor cracking. The live load test was conducted with 0.3 m of cover. Final cover was 0.9 m. The bridge showed less movement under the live load than under the 0.9 m of earth load. The 2-year data show that the shape of the bridge and the soil stresses at the sides of the bridge cycle on an annual basis and that the spans have increased 4 to 8 mm over the 2 years since the completion of construction and appear to be still increasing. Overall, the structural performance of the bridge under earth and live loads was excellent. The correlation between the measured behavior and the computer analysis was good except that the actual live load effects were much smaller than assumed for design. The results of the project support the use of finite-element analysis to design such structures.

Live-Load Test Results of Missouri’s First High-Performance Concrete Superstructure Bridge

2003 ◽  
Vol 1845 (1) ◽  
pp. 96-103 ◽  
Author(s):  
Yumin Yang ◽  
John J. Myers
Keyword(s):  
Load Distribution ◽  
High Performance ◽  
High Performance Concrete ◽  
Large Diameter ◽  
Load Test ◽  
Strain Gauges ◽  
Live Load ◽  
Test Results ◽  
Live Load Distribution ◽  
Live Load Test

For its significant economical savings and greater design flexibility, high-performance concrete (HPC) is becoming more widely used in highway bridge structures. High-performance bridges with HPC and large-diameter prestressed strands are becoming attractive to designers. Bridge A6130 is the first fully HPC superstructure bridge in Missouri. The bridge has HPC cast-in-place deck and high-strength concrete girders reinforced with 15.2-mm (0.6-in.) diameter strands. The bridge was instrumented with embedded strain gauges and thermocouples to monitor the early-age and later-age behavior of the structures from construction through service. To investigate the overall behavior of the bridge under live load, a static live-load test was developed and carried out. During the live-load test, 64 embedded vibrating wire strain gauges and 14 embedded electrical-resistance strain gauges were used to acquire the changing strain rate in the bridge caused by the varying live-load conditions. Girder deflections and rotations were also recorded with external sensors and a data acquisition system. Based on the test results, the load distribution to the girders was studied. The AASHTO specifications live-load distribution factor recommended for design was compared with the measured value and found to be overly conservative. The AASHTO load and resistance factor design live-load distribution factors recommended for design were found to be comparable to measured values. Two finite element models were developed with ANSYS and compared with measured values to investigate the continuity level of the Missouri Department of Transportation interior bent detail.

Probabilistic Analysis of Live Loads on Offshore Platform Piles

2005 ◽  
Author(s):  
Hassan Zaghloul ◽  
Beverley Ronalds ◽  
Geoff Cole
Keyword(s):  
Probabilistic Analysis ◽  
Field Measurements ◽  
Weather Conditions ◽  
Load Resistance ◽  
Live Load ◽  
Offshore Platforms ◽  
Open Area ◽  
Foundation Design ◽  
Live Loads ◽  
Load Intensity

Relatively accurate techniques are available to assess structural behavior under given loads, yet the loads themselves remain an estimate based in part on field measurements, in part on professional logic and experience, and in part on trial and error. The design of piled foundations for fixed offshore platforms must consider operating and extreme weather conditions. In the operating condition, the magnitude of live loads on open areas of topside structure is an important consideration. Unfortunately, the design live load intensity that applies to open areas on offshore platforms is not identified in international codes and standards. There does not appear to be any consensus on the value to be adopted in the industry. Some operators suggest the open area live loads need not be considered for pile foundation design, while others stipulate values such as 10 kPa. This is partly due to the variability associated with the different live loads sources. The objective of this study is to obtain a better understanding of open area live loads on offshore platforms and develop a methodology to obtain the long-term and extreme open area live load. A load survey was conducted for the purpose of this study, and a probabilistic analysis was carried out to derive the maximum axial load on piles that is expected during platform lifetime. The results of this study indicate that the use of a single value for the open area live load (OALL) may not be appropriate and suggest appropriate values for Load Resistance Factor Design (LRFD) or Working Stress Design (WSD) methods.

scholarly journals Seismic Retrofit of Pile Group Foundation with Thickened Caps

2015 ◽  
Vol 9 (1) ◽  
pp. 248-254
Author(s):  
Edward Wang
Keyword(s):  
Pile Group ◽  
Seismic Retrofit ◽  
Seismic Retrofitting ◽  
Seismic Excitations ◽  
Construction Time ◽  
Pile Cap ◽  
Moderate Condition ◽  
Overturning Moment ◽  
Bridge Foundation ◽  
Bridge Substructures

The case studied in the paper proves that thickening the pile cap is an effective seismic retrofit alternative to strengthen a pile group foundation. Unlike the typical seismic retrofitting of foundation, the proposed method eliminates the need to drive long piles into existing bridge substructures, substantially reducing cost, construction time and traffic interruption. The method thickens the pile cap of the bridge foundation to engage with a larger quantity of soil when under the influence of seismic excitations. The additional friction provided by the surface of the concrete encasement helps to resist the overturning moment of the earthquake forces, while the passive pressure provided by the soil helps to resist lateral forces during earthquakes. The method is recommended for implementation in the freeway bridge retrofit project in Taiwan due to construction constraints. A successful retrofit requires existing piles in at least moderate condition, detailed construction sequences and installation of the encasement.

scholarly journals A review on stability of polyhouse structures

2021 ◽  
Vol 17 (AAEBSSD) ◽  
pp. 319-325
Author(s):  
Lovepreet Singh ◽  
Arun Kaushal ◽  
Amritpal Digra
Keyword(s):  
Structural Design ◽  
Climatic Conditions ◽  
National Standards ◽  
Live Load ◽  
Load Combination ◽  
Mechanical And Physical Properties ◽  
The World ◽  
Live Loads ◽  
The Individual ◽  
Support Reactions

Naturally ventilated polyhouse is popular all over the world for growing high value cropssuch as capsicum, tomato, lettuce, herbs etc. and these polyhouses are available in different designs as per different climatic conditions. Structure failure is the major problem faced by farmers throughout the world. The several studies carried out throughout the world shows that the single design of polyhouse cannot be adopted throughout the country due to different agro-climatic conditions.As per differentstudies, polyhousestability designs are analyzed for dead load, live load, snow load, wind load and load combination and Loads were calculated by adoptingdifferent National Standards. Moreover, Truss members, columns and foundation stability analysis is carried out by considering dead loads, live loads and wind loads in most of the studies. Support reactions arealso calculated on truss joints and column joints. The optimum design of any polyhouse generally depends on its structural design, specific mechanical and physical properties of the individual structural components i.e., foundation, hoops, lateral support, polygrip, assembly and end frame. From all the studies it is reported that in most parts of the world, wind is the major force responsible for the failure of any polyhouse structure.

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