EVALUATION OF HIGH PERFORMANCE CONCRETE BRIDGE … · describes cracking onthe top and bottom of...

EVALUATION OF HIGH PERFORMANCE

CONCRETE BRIDGE DECKS AND

OTHER EXPERIMENTAL BRIDGE DECKS THROUGHOUT ILLINOIS

PHYSICAL RESEARCH REPORT NO. 166 December 2017

1. Report No. FHWA/IL/PRR-166

2. Government Accession No. 3. Recipient's Catalog No.

4. Title and Subtitle

EVALUATION OF HIGH PERFORMANCE CONCRETE BRIDGE DECKS AND OTHER EXPERIMENTAL BRIDGE DECKS THROUGHOUT ILLINOIS

5. Report Date December 2017

6. Performing Organization Code

8. Performing Organization Report N o. Physical Research No. 166

7. Author(s) Doug Dirks

9. Performing Organization Name and Address

Illinois Department of Transportation Bureau of Research 126 East Ash Street Springfield, Illinois 62704-4766

10. Work Unit ( TRAIS)

11. Contract or Grant No.

13. Type of Report and Period Covered

Final Report 2000 - 2016

12. Sponsoring Agency Name and Address

Illinois Department of Transportation Bureau of Materials and Physical Research 126 East Ash Street Springfield, Illinois 62704-4766

14. Sponsoring Agency Code

15. Supplementary Notes

16. Abstract

The Illinois Department of Transportation (IDOT) received Innovative Bridge Research and Construction (IBRC) funds from the Federal Highway Administration (FHWA) for fiscal years 2000 and 2002. These funds were used to construct High Performance Concrete (HPC) bridge superstructures and substructures using various mix designs from 2000 through 2004. All the mix designs provided high strength and low permeability. These bridges have been examined over the years, and some bridges as late as 2011. The results of the bridge deck inspections indicate bridge decks constructed with HPC cracked as much or more than non-HPC bridge decks. The results yielded other information, but the most surprising fact was that in two cases it was suspected the coefficient of thermal expansion for a gravel coarse aggregate resulted in a significant amount of bridge deck thermal cracking.

The report also includes the results of four bridge decks built in the early 1990’s using shrinkage-compensating concrete. These bridge decks were examined in 2008-2009 and showed less cracking than what is normally observed in the field. These results have prompted IDOT to perform more research in this area. The report also includes the results of one bridge deck constructed with synthetic fibers in 2009 that was examined in 2010.

17. Key Words

Transportation planning, performance measures, implementation, policy research

18. Distribution Statement

No restrictions. This document is available to the public through the National Technical Information Service, Springfield, Virginia 22161.

19. Security Classif. (of this report)

Unclassified

20. Security Classif. (of this page)

Unclassified

21. No. of Pages

272

22. Price

Form DOT F 1700.7 (8-72) Reproduction of completed page authorized

ACKNOWLEDGEMENTS

Doug Dirks performed final editing of this report and was involved in the research from beginning to end. Any questions regarding the report should be directed to him. It also needs to be acknowledged that several people contributed to this research. Publication of the report is intended to provide the following:

• A record of IDOT efforts to build High Performance Concrete (HPC) bridge structures. This was encouraged by the Federal Highway Administration (FHWA).

• A reference document of the HPC bridge structure locations since the geographical area of the districts have been reorganized since construction. It is also hoped the structures will be evaluated at some point in the long term future to determine if any unexpected benefits were achieved.

DISCLAIMER The contents of this report reflect the views of the authors, who are responsible for the facts and accuracy of the data represented in this report. The contents do not necessarily reflect the official views or policies of IDOT. This report does not constitute a standard, specification, or regulation at IDOT

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TABLE OF CONTENTS Page 1.0 Introduction and Background .................................................................................. 1 2.0 History .................................................................................................................... 2 2.1 High Performance Concrete (HPC) Bridge Decks in Illinois ........................... 2 2.2 Mix Designs ................................................................................................... 7 2.3 Construction Practices ................................................................................... 10 3.0 HPC Performance Observations ............................................................................. 12 4.0 Selected Studies .................................................................................................... 14 4.1 University of Illinois at Urbana/Champaign Report ......................................... 14 4.2 Chloride Penetration (Salt Ponding) ............................................................... 15 4.3 Thermal Cracking Study ................................................................................ 17 4.4 Air Temperature vs. Concrete Strength .......................................................... 23 4.5 Freezing and Thawing ................................................................................... 26 4.6 Salt Scaling .................................................................................................... 27 5.0 Experimental Bridge Decks - Shrinkage-Compensating Concrete & Synthetic Fibers 28 6.0 Summary of Findings ............................................................................................... 29 Appendix A – Bridge Survey Forms and Distress Drawings HPC ........................................ 30 Appendix B – Bridge Survey Forms Expansive Cements .................................................... 266 Appendix C – Bridge Survey Forms Synthetic Fibers .......................................................... 272

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EXECUTIVE SUMMARY The Illinois Department of Transportation (IDOT) received Innovative Bridge Research and Construction (IBRC) funds from the Federal Highway Administration (FHWA) for fiscal years 2000 and 2002. These funds were used to construct High Performance Concrete (HPC) bridge superstructures and substructures using various mix designs from 2000 through 2004. All the mix designs provided high strength and low permeability. These bridges have been examined over the years, and some bridges as late as 2011. The results of the bridge deck inspections indicate bridge decks constructed with HPC cracked as much or more than non-HPC bridge decks. The results yielded other information, but the most surprising fact was that in two cases it was suspected the coefficient of thermal expansion for a gravel coarse aggregate resulted in a significant amount of bridge deck thermal cracking. The report also includes the results of four bridge decks built in the early 1990’s using shrinkage-compensating concrete. These bridge decks were examined in 2008-2009 and showed less cracking than what is normally observed in the field. These results have prompted IDOT to perform more research in this area. The report also includes the results of one bridge deck constructed with synthetic fibers in 2009 that was examined in 2010.

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1.0 Introduction and Background The Illinois Department of Transportation (IDOT) received funding from the Federal Highway Administration (FHWA) for fiscal year 2000 and 2002 for research and construction of High Performance Concrete (HPC) bridge superstructures and substructures. This was through federal highway bill TEA-21 Innovative Bridge Research and Construction (IBRC) funds. Various districts volunteered projects that incorporated HPC mix designs and specifications. The Special Provisions developed for 2000 and for 2002 included several new construction practices which are mentioned in 2.3 Construction Practices. The Illinois Department of Transportation began implementation of HPC mixes for bridge structures on selected projects. Even though HPC may have a broad definition, the focus of HPC in Illinois during this period was to produce bridge decks with less cracking and chloride penetration (i.e. be less permeable), and be more durable than conventional mixes. It was hoped this type of HPC bridge deck would produce a longer service life. Unfortunately HPC bridge decks constructed in Illinois cracked also, and in some cases with more frequency and severity than conventional mixes used by IDOT. The formation of cracks defeats the purpose of increased durability and decreased permeability in the HPC bridge decks. It is believed shrinkage cracking was the primary cause of the cracking in the bridge decks. IDOT surveyed the HPC bridge decks after completion. Other bridge decks besides the HPC bridge decks were surveyed during the inspections. The other structures surveyed included bridge decks poured in the 1990’s utilizing shrinkage-compensating concrete; and a bridge deck poured in 2009 with synthetic fibers incorporated into the concrete mix. These structures are located in various districts throughout the state. This report documents the observations and findings of IDOT with HPC, shrinkage-compensating concrete, and synthetic fiber concrete bridge decks.

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2.0 History 2.1 High Performance Concrete (HPC) Bridge Decks in Illinois In fiscal years 2000 and 2002, the Illinois Department of Transportation (IDOT) was provided funding from the Federal Highway Administration (FHWA) for constructing bridge superstructures and substructures with high performance concrete (HPC). The proposed intention of the HPC was to increase the long term durability of the structures by mitigating bridge deck cracking. The following projects were chosen for HPC utilization in the superstructure. A few structures also used HPC in the substructure. The fiscal year for the IBRC funding is also indicated. Structure County Number Location Christian 011-0035 US 51 N.E. of Moweaqua, IL (NB) (2002) Christian 011-0036 US 51 N.E. of Moweaqua, IL (SB) (2002) Christian 011-0502 IL 104 over South Fork Sangamon River (2000) Clark 012-0004 I-70 over Big Creek (WB) (2002) Clark 012-0005 I-70 over Big Creek (EB) (2002) Clark 012-0006 I-70 over E. Little Creek (WB) (2002) Clark 012-0007 I-70 over E. Little Creek (EB) (2002) Clark 012-0008 I-70 over Crooked Creek (WB) (2002) Clark 012-0009 I-70 over Crooked Creek (EB) (2002) Clark 012-0025 US 40 over I-70 (2002) Clark 012-0052 I-70 over Mill Creek (EB) (2002) Clark 012-0053 I-70 over Mill Creek (WB) (2002) Clark 012-0054 I-70 over IL 1 (EB) (2002) Clark 012-0055 I-70 over IL 1 (WB) (2002) Clark 012-0069 I-70 over Hawks Creek (EB) (2002) Clark 012-0070 I-70 over Hawks Creek (WB) (2002) Fayette 026-0034 US 40 & 51 over Kaskaskia River in Vandalia, IL (2002) Iroquois 038-0207* IL 54 over a Branch of Spring Creek near Thawville, IL (2000) Macon 058-0125* US 51 over Dry Branch Creek (NB) (2000) Macon 058-0126* US 51 over Dry Branch Creek (SB) (2000) Madison 060-0108 IL 4 over I-70 (2000) Madison 060-0151 IL 143 over I-70 (2000) Mason/ Menard 065-0501 IL 29 over Salt Creek (2002) Sangamon 084-0065 IL 104 over Brush Creek (2000) *Substructure and superstructure were constructed of HPC.

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The following projects utilized HPC in the superstructure, but were not part of IBRC funding. A few structures also used HPC in the substructure. The fiscal year for the project is also indicated. Structure County Number Location Cook 016-2720 25th Ave over Addison Creek (2002) Cook 016-2740 47th St. over Des Plaines River (2002) Cook 016-0982 I-290 over Higgins Road (SB) (2003) Cook 016-0983 I-290 over Higgins Road (NB) (2003) Cook 016-0979 I-290 over Woodfield Road (2003) Henderson 036-0053 US 34 over Lone Tree (2002) Iroquois 038-0118 IL 49 over Spring Creek (2001) Iroquois 038-0210 US 45 over Spring Creek ((2002) Madison 060-0004 FR 1836 over Railroad (2002) McLean 057-6301 US 51 over Railroad (2004) Sangamon 084-0499* I-55 over Lake Springfield (2001) Sangamon 084-0500* I-55 over Lake Springfield (2001) Will 099-4638 IL 59 over W. Norman Drain (2001) Winnebago 101-0175 IL 251 over McDonald Creek (2002) *Substructure and superstructure were constructed of HPC. The following projects used a conventional concrete bridge deck mix design for comparison to HPC. The fiscal year for the project is also indicated. Champaign 010-0170 Duncan Road over I-72 (2000) Winnebago 101-0176 IL 251 over McDonald Creek (2002) The bridge decks were surveyed after completion. During the surveys, cracks were observed on top and bottom of the bridge deck. Survey forms for all of the structures and several detailed distress drawings for some of the structures are located in Appendix A. Some of the structures had a distress survey more than once to observe crack development. The survey form describes cracking on the top and bottom of the bridge deck. The detailed distress drawings illustrate cracks on the top of the bridge deck. Figure 2.1-1 is the survey form and Figure 2.1-2 is an example of a detailed distress drawing for an HPC bridge deck.

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High Performance Concrete Bridge Deck Inspection Feedback

Structure Number: 011-0036 Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 7/22/09 Number of Spans: 3 Span Lengths See below Total: 61.1m Deck Width: 12.0m Beam Type: PPC-I Steel Other Beam Spacing: 2.22m Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral

Semi-Integral Other Bridge Joint: Integral Finger

Typical Expansion Other

ADT @ time bridge was built: 4000 (2007) Stage Construction: Y N Skew: Y N Angle: Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: Transverse cracking was observed every 6’ on average between beams. On top of the bridge deck, transverse cracking was observed every 4’ – 5’. Longitudinal Cracking: More longitudinal cracking observed on this deck than 011-0035. Bridge Joint Cracking / Integral Abutment Cracking: “Integral Abutment” restraint cracking observed with more pronounced cracking near the approach slab. Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1) 16.8m, 2) 25.3m, 3) 18.3m Mix Design Information: (from MISTIC) Mix Design Number: 85PCC6097 Coarse Aggregate Source: Material Service CA 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Vulcan Materials FA 01 Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: ISG Resources, Inc. Microsilica Source: W. R. Grace & Company

Figure 2.1-1

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Christian County – SN#011-0036 – Surveyed 9/16/2003

Figure 2.1-2

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Christian County – SN#011-0036 – surveyed 9/19/2003 The “#” symbol represents cracks in the parapet only.

Figure 2.1-2 (continued)

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2.2 Mix Designs For the years 2000 through 2004, several different HPC mix designs were utilized for the bridge decks. In 2001 and 2002, a conventional mix design was utilized for two bridge decks for comparison to HPC bridge decks. The structures numbered 010-0170 in Champaign County and 101-0176 in Winnebago County were poured with a conventional mix design. The structure numbered 010-0170 in Champaign County was poured in 2001, the same year as the structure numbered 080-0499 in Sangamon County. The structure numbered 080-0499 used high performance concrete in its deck. The 101-0176 structure in Winnebago County is located alongside a parallel structure numbered 101-0175 that utilized a HPC mix design for its bridge deck. Both structures were poured in 2002. The bridge decks on this dual structure utilized different concrete mix designs but experienced the same environmental conditions, structural restraints and loading. Therefore, the bridge decks should be an appropriate comparison of conventional and HPC mix designs. The following Table 2.2-1 illustrates the proportions of the HPC mix designs and the conventional mix design used for bridge decks. Other superstructure components, such as the parapet, used the HPC mix design unless the bridge deck was the conventional mix design. For the HPC bridge superstructure mix designs, the mortar factor was 0.83 to 0.86. The water/cement ratio was 0.38 to 0.44. When fly ash, ground granulated blast-furnace slag, high-reactivity metakaolin, or microsilica are used in a concrete mix, the water/cement ratio was based on the total cement and finely divided minerals contained in the mixture. Table 2.2-1 HPC Bridge Superstructure Mix Designs (Pounds of Material per Cubic Yard) 1 2 3 4* 5 6 7 8 Cement 465 465 445 515 465 480 565 545 Fly Ash 120 120 90 135 - 135 - - GGBF** - - - - 120 - - - Microsilica 25 - 25 - - 33 25 25 HRM*** - 27 - - 27 - - - *Conventional Mix Design **GGBF (Ground Granulated Blast-Furnace Slag) ***HRM (High Reactivity Metakaolin) The following projects contained IBRC funding. The mix design and bridge deck pour date information are indicated. The letters “AO” after the number indicates the aggregate gradation was optimized. In other words, the specifications required the Contractor to provide a uniformly graded aggregate in the bridge deck mix design.

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County Structure Number Mix Design Number Bridge Deck Pour Date Christian 011-0035 1 8/27/2002 Christian 011-0036 1 8/27/2002 Christian 011-0502 1 10/12/2000 Clark 012-0004 7AO 8/27/2002 Clark 012-0005 7AO 4/19/2002 (DL) & 6/6/2002 (PL) Clark 012-0006 7AO 9/12/2002 Clark 012-0007 7AO 5/18/2002 Clark 012-0008 7AO 9/18/2002 Clark 012-0009 7AO* 5/3/2002* Clark 012-0025 7AO 3/29/2002 (EBL) & 7/11/2002 (WBL) Clark 012-0052 8AO 4/26/2003 Clark 012-0053 8AO 8/5/2003 & 8/6/2003 (Night Pour) Clark 012-0054 7AO 5/22/2002 Clark 012-0055 7AO 8/29/2002 Clark 012-0069 7AO 4/25/2002 Clark 012-0070 3AO 8/9/2002 Fayette 026-0034 3AO 10/17/2002 (EB) & 4/11/2003 (WB) Iroquois 038-0207 1 11/3/2000 Macon 058-0125 1 10/12/2000 Macon 058-0126 2 10/3/2000 Madison 060-0108 1 7/27/2000 (SB) & 10/6/2000 (NB) Madison 060-0151 2 7/31/2000 (NB) & 10/9/2000 (SB) Mason/ Menard 065-0501 8AO* 8/26/2002 (Spans 7-10)** Sangamon 084-0065 1 (WB) & 6 (EB) 8/3/2000 (WB) & 10/17/2000 (EB) * Information is believed to be accurate. ** All bridge deck pour dates were not available. The following projects did not contain IBRC funding. The mix design and pour date information are indicated. The letters “AO” after the number indicates the aggregate gradation was optimized. In other words, the specifications required the Contractor to provide a uniformly graded aggregate in the bridge deck mix design. County Structure Number Mix Design Number Bridge Deck Pour Date Cook 016-2720 5 7/3/2002 (SB) & 10/1/2002 (NB) Cook 016-2740 5 5/3/2002 Cook 016-0982 5 9/8/2003 Cook 016-0983 5 5/7/2003 Cook 016-0979 5 8/7/2003 Henderson 036-0053 3AO 9/6/2002 Iroquois 038-0118 7 8/8/2002 Iroquois 038-0210 3AO 8/26/2002 (NB) & 10/24/2002 (SB) Madison 060-0004 1AO 6/27/2002 McLean 057-6301 3AO 5/21/2004 Sangamon 084-0499 1 9/13, 9/17, 9/21, and 9/25/2001 Sangamon 084-0500 1 3/28, 4/1, and 4/5/2002 Will 099-4638 5 4/30/2002 Winnebago 101-0175 3AO 8/28/2002

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The following projects used a conventional concrete bridge deck mix design for comparison to HPC. The mix design and pour date information are indicated. County Structure Number Mix Design Number Bridge Deck Pour Date Champaign 010-0170 4 9/20/2001 Winnebago 101-0176 4 6/12/2002 The following Table 2.2-2 below illustrates the proportions of the HPC mix designs used for substructures. For the HPC substructure mix designs, the mortar factor was 0.83 to 0.86. The water/cement ratio was 0.38 to 0.44. When fly ash, ground granulated blast-furnace slag, high-reactivity metakaolin, or microsilica are used in a concrete mix, the water/cement ratio was based on the total cement and finely divided minerals contained in the mixture. Table 2.2-2 HPC Substructure Mix Designs (Pounds of Material per Cubic Yard) 1 2 Cement 445 445 Fly Ash 90 90 GGBF* - Microsilica 25 HRM** 27 *GGBF (Ground Granulated Blast -Furnace Slag) **HRM (High Reactivity Metakaolin) The following projects used HPC in the substructure. Structures 038-0207, 058-0125, and 058-0126 contained IBRC funding. Structures 084-0499 and 084-0500 did not contain IBRC funding. The mix design information is indicated. County Structure Number Mix Design Number Iroquois 038-0207 1 Macon 058-0125* 1 for south abutment Macon 058-0126 2 Sangamon 084-0499 1 Sangamon 084-0500 1 * The north abutment used a bridge superstructure mix design number 1.

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2.3 Construction Practices Several new construction practices were evaluated through the HPC bridge deck projects. The new practices were eventually incorporated into all deck construction projects throughout the state. The new construction practices are listed as follows:

• Insertion of concrete vibrator between 3-5 seconds, or as determined by the Engineer. This practice was implemented to ensure good consolidation of the concrete.

• Fogging equipment to increase humidity above concrete and prevent plastic shrinkage cracks which occur when there is a high water evaporation rate. The high evaporation rate will cause a tensile crack to appear at the surface. Note: In 2013, IDOT specifications were changed to prevent fogging equipment from being installed on the finishing machine. Instead, hand held foggers were required. This change was done to prevent water from dripping on the bridge deck concrete surface because fogging nozzles would not shut off completely. In addition, excess water would accumulate on the bridge deck concrete surface. In both cases, this water would get finished into the surface which can result in less durable concrete.

• Distance between the point of concrete placement and placement of curing limited to 35 feet. For bridge decks with a width greater than 50 feet, the distance was limited to 25 feet. This was done to prevent plastic shrinkage cracks.

• Use of cotton mats for curing in lieu of wet burlap. Two types of cotton mats were used, one with a fabric cover, the other with a burlap cover. The cottons mats were used because of their ability to hold more water, which made them less susceptible to drying out. Note: In 2013, Contractors were given permission to substitute cotton mats with one time use curing blankets. The lightweight material is easy to handle and less likely to mar the surface of freshly placed concrete.

• Soaker hoses placed on top of cotton mats for continuous wet cure.

• Elimination of Type II membrane curing compound for initial curing.

• Use of rubber coated vibrators for epoxy coated reinforcement to prevent damage of the coating.

On four of the seven structures for the 2000 IBRC funds, the finishing machine rails were required to be outside the limits of the pour. For the other three structures, the contractors elected to place the rails outside the pour. The placement of finishing machine rails outside of the pour allows the curing material to be placed quicker and prevent cracking. Unfortunately, this practice cannot be easily adopted statewide. In some cases, the exterior beam is not of sufficient depth, and the bridge designer must specify the location of the finishing machine rail on top of the beam.

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The maximum concrete temperature for the 2000 IBRC projects was 85°F. Some contractors had to use ice or other means to maintain this temperature maximum. The 85°F maximum temperature was found to increase costs and the benefits appeared minimal. Thus, the maximum concrete temperature for the 2002 IBRC projects was raised to 90°F. Note: In 2013 the IDOT specifications were changed to require bridge deck concrete to be placed when the ambient air temperature is forecast to be lower than 85°F. In addition, a maximum concrete temperature of 85°F was specified. This was done in hopes of reducing cracks in bridge decks.

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3.0 HPC Performance Observations The intent of the HPC study was to propose bridge decks with increased durability that would be less permeable to chlorides. The HPC structures cracked as much or more than the conventional concrete structures. The cracks will allow the ingress of deicing salts into the interior of the deck, corroding the reinforcement steel and spalling the concrete. Thus, the HPC structures are not expected to provide an increase in service life. From the bridge surveys conducted by IDOT, transverse cracking appeared to be the dominant variable. Shrinkage and restraint along with other factors appeared to be the primary causes of bridge deck cracking. Restraint in the bridge deck comes from beams, shear stud connectors, reinforcement bars, and abutments. Thermal cracking in early-age concrete was also identified in the bridge surveys and is discussed more in 4.3 Thermal Cracking Study. The following are additional HPC observations. Total Bridge Length: The total length for influencing bridge deck cracking was undetermined, but the multi-span bridges cracked more than the single span bridges. Span Lengths: The interior spans cracked more than the end spans. Longer spans typically have deeper girders. The deeper girders would provide more restraint against concrete drying shrinkage. Prestressed vs. Steel Beams: The bridge decks supported by prestressed concrete beams cracked less than the ones supported by steel beams. The steel beams deflect more than the prestressed beams. The prestressed concrete beams matched the creep and shrinkage properties of the bridge deck more than the steel beams. Also, the temperature differential between the steel beams and the deck was greater than the prestressed concrete beams and the deck. Refer to Table 3.0-1. Type of Abutment: The bridges built with integral and semi-integral abutments cracked more than the bridges with pile bent abutments. The integral abutments provided more restraint to the volume changes of the concrete and induced shrinkage cracking. Staged Construction: A few stage constructed bridges cracked severely while some did not. Likewise, a few non-staged constructed bridges cracked severely while some did not. Time of Year of The Deck Pour: The bridge decks poured in the spring and fall cracked more than the ones poured in the summer. The temperature differentials between day and night caused thermal stresses in the concrete. Wind Conditions: High speed winds cause faster evaporation of surface water, which may produce plastic shrinkage cracks. High wind speeds are suspected of causing some increased cracking in the bridge decks.

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Table 3.0-1 Prestressed vs. Steel Beams Average Transverse Crack Spacing

Bridge Observed Steel Beams (ft.) Prestressed

Concrete Beams (ft.)

1 3 6 2 3 10 3 3 4 4 3 4 5 6 4 6 2 4 7 2 8 8 2 6 9 2 6

10 7 6 11 5 6 12 4 8 13 3 14 20 15 20 16 4 17 4 18 2

Average for all HPC Decks with steel beams = 5.3 ft. Average for all HPC Decks with prestressed beams = 6.0 ft.

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4.0 Selected Studies 4.1 University of Illinois at Urbana/Champaign Report The University of Illinois at Urbana/Champaign (UIUC), Department of Civil and Environmental Engineering conducted a study for IDOT on HPC that was completed in 2003. The report is IHR-R29 High Performance Concrete for Transportation Structures (2nd Revision October 18, 2003) and was prepared by David A. Lange, Jeffery R. Roesler, Matthew D. D’Ambrosia, Zachary Grasley, December Cowen, and Chang Joon Lee. The study was aimed at gaining an understanding of the behavior of IDOT mix designs in the laboratory and in the field on actual bridges. The reader is referred to the UIUC report since many of the structures listed herein were instrumented and evaluated in the field by the University. The report contains temperature measurements, strain measurements, and internal relative humidity measurements. In laboratory studies involving shrinkage tests by the University, the researchers formulated answers as to the mechanics about how and why IDOT HPC mixes shrink, crack, etc. and developed some tools for determining the propensity for a mix to crack. In field studies on bridges, the researcher determined that a reduction in shrinkage of 15 to 40% would produce a deck that was durable and of high quality. The final conclusions of the researchers note that concrete material properties and structural restraint are the two biggest factors which contribute to concrete bridge deck cracking. If the concrete “were stronger, had lower shrinkage, or higher creep relaxation, the probability of cracking would be significantly reduced. Likewise, if the restraint provided by the structure were reduced cracking would also be reduced.”

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4.2 Chloride Penetration (Salt Ponding) The methods used to perform the salt ponding and chloride ion content tests are Illinois Modified AASHTO T 259 and T 260. The T 259 test consists of collecting, preparing, and ponding the samples. Samples were collected at the project site for each pour and field cured for 24 hours by covering them with wet burlap and plastic sheeting. Specimens were sampled from the deck after placement. The test requires three samples to be collected: one for the reference and two for ponding. The samples are demolded and cured in a moist room for 6 days. After this period, they are removed from the moist room and allowed to air dry for an additional 21 days. When the samples are ready to be tested, wooden dikes are fastened to the perimeter and a 0.5 inch layer of 3% sodium chloride solution is ponded on the sample. The samples are ponded for a period of 6 months. Once ponding is complete, a powdered sample is collected from the center of the block and tested for chloride ion content. Illinois Modified AASHTO T 260 consists of drilling and testing the samples. Four 3/4 inch diameter holes are drilled in the top of each test block. The first 1/2 inch of powder sample is discarded from each hole. A 5/8 inch diameter hole is then drilled for the next 1 inch. These samples are designated as the “top” samples. The 3/4 inch diameter drill bit is then used to enlarge the hole for the next drilling. The 5/8 inch diameter drill bit is then used to drill an additional 1 inch into the same holes. These samples are called the “bottom” samples. Once the samples are collected, they are analyzed for the parts per million (ppm) concentration of chloride in the sample. Theoretically, the HPC inhibits the chloride penetration into the block. Therefore, the bottom samples should show a lower concentration of chlorides than the top samples. The salt ponding results for HPC projects are shown in Table 4.2-1.

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Table 4.2-1 Salt Ponding Test Results** Structure Location Sample Location Reference Block Test Block 1 Test Block 2

Structure # Top inch 105 ppm 651 ppm 574 ppm 058-0126

(Substructure*) Bottom inch 95 ppm 153 ppm 133 ppm


(Substructure*) Bottom inch 134 ppm 161 ppm 247 ppm

Structure # Top inch 102 ppm 671 ppm 424 ppm 058-0125 (Deck*) Bottom inch 113 ppm 132 ppm 118 ppm


(Stage I WB Deck*) Bottom inch 109 ppm 111 ppm 108 ppm



*See Section 2.2 for mix design information. **The values shown are average of 4 samples tested from each block at both depths. The lower values for the bottom inch samples indicate that the chloride ions have not penetrated that far into the sample blocks. Most of the samples contain considerably higher chloride ion content in the top inch samples. Some of the samples almost appear to have “held” the chloride ions near the top inch level of the block.

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4.3 Thermal Cracking Study Thermal cracking in concrete occurs when warm days are followed by cool nights. Warm air temperatures during the day and cool air temperatures during the night occur frequently during the spring and fall seasons. The warm temperatures during the day combined with the heat of hydration of the concrete will affect the concrete as it cools from the cool temperatures at night. The large temperature difference between the surface and the interior of the concrete produces thermal stresses. If the difference of concrete temperature is extreme, thermal cracking may occur. HPC was used on several bridge decks constructed in District 5 between 2002 and 2003. The bridge decks were mainly poured in the spring or fall of the year when warm days were followed by cool nights. Refer to Tables 4.3-1 and 4.3-2. Numerous cracks were noticeable on the surface and underside of the decks on the bridges during bridge inspections. On the day of the bridge surveys, heavy rainfall occurred. Structure numbered 012-0004 showed mild transverse cracking at 10’ - 12’ spacing on bottom of the deck and the structure numbered 012-0005 showed more severe transverse cracking at 6’ spacing. Both of the aforementioned structures exhibited cracking at the joint ends and water from the heavy rainfall was leaking through the joints. Structures numbered 012-0006 and 012-0007 exhibited severe transverse cracking at less than 3’ spacing with a longitudinal crack underneath extending nearly the entire length of both bridge decks. Severe transverse cracking was observed at 3’ - 6’ spacing on top of the decks and severe longitudinal cracking was observed underneath the decks on the structures numbered 012-0054 and 012-0055. The structures numbered 012-0052 and 012-0053 exhibited severe transverse cracks on the surface of the deck at 2’ - 3’ spacing and a longitudinal crack underneath the deck. Also, the structure numbered 012-0052 was patched. The survey forms for these and other structures are located in Appendix A. In Tables 4.3-1 and 4.3-2, air temperatures from the day of the deck pour and the following 48 hours were gathered. By reviewing the tables, many of the structures experienced significant ambient temperature differences. Two bridge decks contained gravel in the concrete mix design. The other HPC bridge decks contained crushed stone (limestone or dolomite) in the concrete mix designs. Research has shown that gravel has a higher coefficient of thermal expansion than stone which leads to increases in tensile stresses. Also from research, the time of day that the concrete is placed affects its tensile stress. Concrete placed during the day has higher tensile stress than concrete placed at night. Pouring during the night gives the concrete time to set in cooler temperatures before the heat of the day begins and combines with the heat of hydration from the concrete mix to induce thermal cracking. These two research statements are based on ACI Materials Journal/September-October 2009, Title no. 106-M50, Effects of Construction Time and Coarse Aggregate on Bridge Deck Cracking by Kyle A. Riding, Jonathan L. Poole, Anton K. Schindler, Maria C. G. Juenger, and Kevin J. Folliard. However, even though the bridge deck for the structure numbered 012-0053 was poured on the night of August 5 – 6, 2003, the deck still cracked due to the higher coefficient of thermal expansion of the gravel in the HPC mix. The structure numbered 012-0052 also cracked because of the gravel mix, but also experienced an extreme temperature differential after the pour.

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Table 4.3-1 Air Temperature (°F) and Wind Speed (mph) on Day of Deck Pour

Temperature (°F) Wind Speed (mph)

County NBI

Structure Number

Structure Location

Date of Deck Pour Minimum Maximum

Maximum Sustained

Maximum Gust

Temperature Difference

Clark 012-0054 (EB)

Over Route 1 5/22/2002 34 67 11 17 33

012-0055 (WB)

Over Route 1 8/29/2002 61 82 10 17 21

Clark 012-0005 (EB)

Over Big Creek

(DL) 4/19/2002 59 84 15 31 25

012-0005 (EB)

Over Big Creek

(PL) 6/6/2002 57 78 10 17 21

012-0004 (WB)

Over Big Creek 8/27/2002 61 86 11 No data 25

Clark 012-0007 (EB)

Over East Little Creek

5/18/2002 37 62 16 25 25

012-0006 (WB)

Over East Little

Creek 9/12/2002 47 79 9 No data 32

Clark 012-0009 (EB)

Over Crooked

Creek 5/3/2002* 35 71 9 No data 36

012-0008 (WB)

Over Crooked Creek

9/18/2002 53 85 12 17 32

Clark 012-0069 (EB)

Over Hawks Creek

4/25/2002 39 69 26 39 30

012-0070 (WB)

Over Hawks Creek

8/9/2002 54 84 7 No data 30

Clark 012-0025 (EBL)

US Route 40 over

I-70 3/29/2002 31 64 16 23 33

012-0025 (WBL)

US Route 40 over

I-70 7/11/2002 64 82 13 16 18

Clark 012-0052 (EB)

Over Mill Creek 4/26/2003 41 67 10 No data 26

012-0053 (WB)

Over Mill Creek

8/5-6/2003

night pour 59 83 8 No data 24

*Information is believed to be accurate.

19

Table 4.3-2 Air Temperatures (°F) Within 48 hours After Deck Pour

Day 2 Temperature (°F)


County NBI

Structure Number


Temp. Diff. Minimum Maximum


Clark 012-0054 (EB) 5/22/2002 50 79 29 49 78 29

012-0055 (WB) 8/29/2002 60 85 25 61 85 24

Clark 012-0005 (EB)

(DL) 4/19/2002 56 84 28 46 59 13

012-0005 (EB)

(PL) 6/6/2002 52 75 23 51 83 32

012-0004 (WB) 8/27/2002 61 82 21 61 82 21

Clark 012-0007 (EB) 5/18/2002 33 62 29 33 62 29

012-0006 (WB) 9/12/2002 47 85 38 64 84 20

Clark 012-0009 (EB) 5/3/2002* 35 70 35 45 77 32

012-0008 (WB) 9/18/2002 68 86 18 64 86 22

Clark 012-0069 (EB) 4/25/2002 39 61 22 40 61 21

012-0070 (WB) 8/9/2002 55 90 35 56 90 34

Clark 012-0025 (EBL) 3/29/2002 33 64 31 37 61 24

012-0025 (WBL) 7/11/2002 58 82 24 58 85 27

Clark 012-0052 (EB) 4/26/2003 39 72 33 38 75 37

012-0053 (WB)

8/5-6/2003 night pour 63 84 21 62 84 22


20

In Tables 4.3-3 and 4.3-4, air temperatures from the day of the deck pour and the following 48 hours for a selected number of structures were gathered for review. This was done to determine if a significant temperature change may have contributed to thermal cracking. Longitudinal cracking was also observed. The structure numbered 058-0125 exhibited cracking on the bottom of the deck at 4’ - 6’ spacing. The structure numbered 058-0126 showed less cracking than the structure numbered 058-0125. From Tables 4.3-3 and 4.3-4, the structure numbered 058-0125 experienced a larger temperature fluctuation in the first 72 hours after the pour than the structure numbered 058-0126. These structures are a dual structure. The structure numbered 026-0034 showed transverse and longitudinal cracking on the bottom of the bridge deck. Severe transverse cracking was visible at 2’ - 3’ spacing in the eastbound lanes with a low temperature differential and faint transverse cracking was visible at 7’ - 8’ spacing with a high temperature differential in the westbound lanes. Both the eastbound and westbound lanes exhibited longitudinal cracking at 4’ or more spacing on the bottom of the deck. On top of the deck, cracking was observed at 3’ - 5’ spacing near the middle of the bridge. The structure numbered 060-0004 exhibited transverse cracking on the top of the deck at 1’ - 3’ spacing, and on the bottom of the deck at 3’ - 5’ spacing in the middle and northern spans despite a mild temperature differential. The HPC structure numbered 060-0004 has a low ADT of 126. After reviewing the temperature differences in the tables and comparing with the survey forms and detailed distress drawings located in Appendix A, a high temperature differential may produce more cracking. However, as seen from the previous discussion, bridges with a low temperature differential may still crack severely. Thus, indicating other factors may be involved in bridge deck cracking.

21

Table 4.3-3 Air Temperature (°F) and Wind Speed (mph) on Day of Deck Pour

Temperature (°F) Wind Speed (mph)

County NBI

Structure Number

Structure Location

Date of Deck Pour Min. Max.

Maximum Sustained

Maximum Gust


Henderson 036-0053 (new)

Over Lone Tree 9/6/2002 56 87 8 No data 31

Macon 058-0126 (SB)

Over Dry Branch

10/3/2000 54 82 9 No data 28

058-0125 (NB)

Over Dry Branch 10/12/2000 34 72 12 No data 38

Fayette 026-0034 Vandalia 10/17/2002 (EB) 41 54 12 23 13

4/11/2003

(WB) 36 68 10 17 32

Mason/ Menard

065-0501 (new)

Over Salt Creek

8/26/2002 Spans 7-10 64 85 7 No data 21

Christian 011-0035 (NB)

NE of Moweaqua 8/27/2002 63 82 14 No data 19

011-0036 (SB)

NE of Moweaqua 8/27/2002 63 82 14 No data 19

Sangamon 084-0499 Over Lake Springfield

9/13/2001 (SB) 53 86 20 26 33

9/17/2001

(SB) 50 77 8 No data 27

9/21/2001

(SB) 51 80 22 31 29

9/25/2001

(SB) 36 61 12 18 25

Sangamon 084-0500 Over Lake Springfield

3/28/2002 (NB) 24 51 19 23 27

4/1/2002

(NB) 26 61 24 33 35

4/5/2002

(NB) 23 60 20 30 37

Sangamon 084-0065 Over Brush Creek

8/3/2000 (WB) 64 88 20 35 24

084-0065 Over Brush Creek

10/17/2000 (EB) 46 60 11 No data 14

Christian 011-0502 Near Kincaid, IL 10/12/2000 31 75 12 No data 44

Madison 060-0004 Livingston Exit 6/27/2002 75 88 15 29 13

Madison 060-0108 IL 4 over I-70

7/27/2000 (SB) 68 88 14 No data 20

060-0108 IL 4 over I-70

10/6/2000 (NB) 46 61 18 No data 15

Madison 060-0151 IL 143 over I-70

7/31/2000 (NB) 68 79 11 No data 11

060-0151 IL 143 over I-70

10/9/2000 (SB) 32 57 13 No data 25

22

Table 4.3-4 Air Temperatures (°F) Within 48 hours After Deck Pour



County NBI

Structure Number


Temp. Diff. Minimum Maximum


Henderson 036-0053 (new) 9/6/2002 59 89 30 64 89 25

Macon 058-0126 (SB) 10/3/2000 55 73 18 54 57 3

058-0125 (NB) 10/12/2000 48 75 27 48 79 31

Fayette 026-0034 (EB) 10/17/2002 34 66 32 46 61 15

026-0034 (WB) 4/11/2003 41 70 29 39 70 31

Mason/ Menard

065-0501 (new)

8/26/2002 Spans 7-10 64 85 21 63 83 20

Christian 011-0035 (NB) 8/27/2002 61 84 23 59 81 22

011-0036 (SB) 8/27/2002 61 84 23 59 81 22

Sangamon 084-0499 9/13/2001 (SB) 50 70 20 48 74 26

9/17/2001 (SB) 50 76 26 59 72 13

9/21/2001 (SB) 46 76 30 47 77 30

9/25/2001 (SB) 36 71 35 36 74 38

Sangamon 084-0500 3/28/2002 (NB) 37 53 16 36 59 23

4/1/2002 (NB) 26 61 35 30 56 26

4/5/2002 (NB) 23 60 37 26 57 31

Sangamon 084-0065 8/3/2000 (WB) 60 80 20 60 80 20

084-0065 10/17/2000 (EB) 37 69 32 39 76 37

Christian 011-0502 10/12/2000 40 80 40 61 80 19

Madison 060-0004 6/27/2002 70 88 18 72 91 19

Madison 060-0108 7/27/2000 (SB) 68 84 16 68 77 9

060-0108 10/6/2000 (NB) 30 48 18 34 54 20

Madison 060-0151 7/31/2000 (NB) 64 86 22 70 90 20

060-0151 10/9/2000 (SB) 32 64 32 34 70 36

23

4.4 Air Temperature vs. Concrete Strength The HPC bridge deck concrete mixes, except in one case, met the IDOT criteria for minimum compressive strength of 4000 psi and minimum flexural strength of 675 psi at 14 days. As shown in Table 4.4-1, the field strength test results exceed the strength requirements. The fluctuations in air temperature during the first 72 hours of the deck pour had very little to no effect on the compressive strength of the concrete.

24

Table 4.4-1 14-Day Compressive Strength Test Results of HPC Bridge Decks Air Temperature Differences Strength at 14 days (psi)

County Structure Number

Pour Date Day of

Pour

48 hrs. after Pour

72 hrs. after Pour

Compressive Flexural

Henderson 036-0053 9/6/2002 31 30 25 688 Macon 058-0126 10/3/2000 28 18 3 5668,6069 058-0125 10/12/2000 38 27 31 7003,6209 Fayette 026-0034 10/17/2002 13 32 15 895 4/11/2003 32 29 31 990,840 Mason/Menard 065-0501 8/26/2002 21 21 20 Christian 011-0035 8/27/2002 19 23 22 4658,5200 011-0036 8/27/2002 19 23 22 4658,5200 Clark 012-0054 5/22/2002 33 29 29 4000,4000,4329 012-0055 8/29/2002 21 25 24 4840 012-0005 (DL)

4/19/2002 25 28 13 4250

012-0005 (PL) 6/6/2002

21 23 32 4575,4575

012-0004 8/27/2002 25 21 21 4375 012-0007 5/18/2002 25 29 29 4685 012-0006 9/12/2002 32 38 20 4320 012-0009 5/3/2002* 36 35 32 5389 012-0008 9/18/2002 32 18 22 4625 012-0069 4/25/2002 30 22 21 4560,4835 012-0070 8/9/2002 30 35 34 012-0025 3/29/2002 33 31 24 5796,5561 012-0025 7/11/2002 18 24 27 5440,4894 012-0052 4/26/2003 26 33 37 5221,5281 012-0053 8/5-6/2003

night pour 24 21 22 5904, 6120

Sangamon 084-0499 9/13/2001 33 20 26 5155 820 9/17/2001 27 26 13 5680 730 9/21/2001 29 30 30 6660, 6315 9/25/2001 25 35 38 5480 720 084--0500 3/28/2002 27 16 23 4845, 4975 4/1/2002 35 35 26 4660, 6400,

4285, 4475, 5075

4/5/2002 37 37 31 4918, 5235, 4225, 5010


25

Table 4.4-1 (continued) 14-Day Compressive Strength Test Results of HPC Bridge Decks Air Temperature Differences Strength at 14 days (psi)

County Structure Number

Pour Date Day of

Pour

48 hrs. after pour

72 hrs. after pour

Compressive Flexural

Sangamon 084-0065 (WB) 8/3/2000 24 20 20 5590, 5290

084-0065 (EB) 10/17/2000 14 32 37 6095, 4952

Christian 011-0502 10/12/2000 44 40 19 616 Madison 060-0004 6/27/2002 13 18 19 799 Madison 060-0108

(SB) 7/27/2000 20 16 9 5366, 5758, 4496, 6001

060-0108 (NB) 10/6/2000 15 18 20 5831, 6693,

4997, 4793

Madison 060-0151 (NB) 7/31/2000 11 22 20 5610

060-0151 (SB) 10/9/2000 25 32 36 5649, 6505,

5214, 5671

Champaign 010-0170 9/20/2001 McLean 057-6301 5/21/2004 Will 099-4638 4/30/2002 1128 101-0175

(SB) 8/28/2002 Cook 016-2720 7/3/2002(SB) 1068, 1039 10/1/2002(NB) 1046, 1008,

1029, 1000 016-2740 5/3/2002 1084, 967 016-0982 9/8/2003 016-0983 5/7/2003 016-0979 8/7/2003(NB) 6/16/2003(SB) Iroquois 038-0207 11/3/2000 038-0118 8/8/2002 038-0210 8/26/2002(NB) 10/24/2002(SB)

26

4.5 Freezing and Thawing The Department monitors how well samples hold up to repetitive cycles of freezing and thawing through the use of ASTM C 215-97, Standard Test Method for Fundamental Transverse, Longitudinal, and Torsional Resonant Frequencies of Concrete Specimens. Beams 3 inch x 4 inch x 16 inches were subjected to 300 cycles of freezing and thawing. Samples were collected for three HPC pours, and Table 4.5-1 depicts the results from the freezing and thawing sonic testing. Table 4.5-1 Freezing and Thawing Sonic Testing

Location Minimum Relative

Durability

Approximate Air Content

(%) Structure # 084-0065 (Deck*)

39.94% 6.0

Structure # 060-0108 (Deck*)

52.31% 6.0

Structure # SN# 060-0151

(Deck*) 76.50% 7.4

*See Section 2.2 for mix design information. The IDOT criteria for chemical admixtures, which shows how well a sample performs in the sonic test, is based upon an 80% minimum relative durability. If the sample retains at least 80% of the original frequency, it passes. As shown in the above table, all of the bridge deck mix design samples tested below the 80% minimum. The Department does not require superstructure aggregate to be freeze-thaw durable. Without knowing which ledge the aggregates were produced from at the appropriate quarries, one cannot determine if the aggregates are freeze-thaw durable. By looking at the sonic testing data, one could conclude that freeze-thaw durable aggregate was probably not used for the three deck mix design pours. The air content of the concrete which the samples were obtained from seems to have no relation to how well the samples perform in the sonic test.

27

4.6 Salt Scaling The salt scaling test is Illinois Modified ASTM C 672 and consists of making 7 inch x 12 inch samples with a height of 3 inches. A wooden dike is attached to the perimeter of the blocks, as is done for the salt ponding test previously mentioned. Three specimens are made for each test and moist cured for 14 days. Next the samples are removed from the moist room and stored in air for an additional 14 days. The testing of the specimens begins with covering the samples with a 1/8 inch to 1/4 inch layer of water. The specimens are then placed in a freezing environment for approximately 16 hours, after which they are evenly covered with sodium chloride and placed back in the freezer for an additional 5 hours. Once this is complete, the specimens are rinsed with clear water and allowed to thaw for 3 to 3.5 hours. The test is complete once the specimens have been through 60 cycles. Each specimen is evaluated and photographed at 0, 5, 20, 40, and 60 cycles. The following system is used to evaluate the samples. Condition of Surface

0 Finished surface 1 Dusting off of surface 2 Light scale or sand pitting 3 Light scale with coarse aggregate showing 4 Medium scale with coarse aggregate protruding 5 Heavy scaling

Samples for salt scaling testing were collected for three HPC pours, and Table 4.6-1 outlines the results of these tests. Table 4.6-1 Salt Scaling Testing

Deck Location Rating Comments Structure # 084-0065

(Stage I WB Deck*) 2.8

Light with sand pitting to light with coarse aggregate showing


2.5 Light with sand pitting

to light with coarse aggregate showing


1.7 Dusting of surface to

light with fine aggregate pitting

*See Section 2.2 for mix design information. Most of the test results are in the mid-range of the rating system. The test results fall within a range that is typically seen through laboratory specimen testing.

28

5.0 Experimental Bridge Decks - Shrinkage-Compensating Concrete & Synthetic Fibers In the early 1990’s, IDOT built four bridges using shrinkage-compensating concrete for the bridge deck. These bridge decks were surveyed and very few cracks were observed. The survey forms for these structures are located in Appendix B. A shrinkage-compensating expansive cement called Type K was used for a shrinkage-compensating concrete bridge deck mix design in structures numbered 018-0007, 094-0045 and 094-0046. The mix design had 715 lbs. of expansive cement per cubic yard. The expansive cement caused the concrete to increase in volume after setting and during hardening. Restraint provided by reinforcing steel and bridge girders results in compressive forces in the concrete which offset the tensile forces due to shrinkage as the concrete dries, eliminating or greatly reducing cracking. The structure numbered 018-0007 located on US 40 over Muddy Creek and the structures numbered 094-0045 and 094-0046 located on IL 67 over South Henderson Creek used Type K cement per ASTM C 845 by Southdown, Inc. in Fairborn Ohio. The structure numbered 018-0007 was crack free. Minor cracking was observed on the bridge decks for structures numbered 094-0045 and 094-0046 with longitudinal cracking present on the parapet. A shrinkage-compensating powder (SCP) as an admixture that was added to the Portland cement which produced a shrinkage-compensating concrete mixture was used in the bridge decks for structures numbered 017-0006 and 102-0046. The shrinkage-compensating concrete caused an increase in volume after setting and during hardening. Restraint provided by reinforcing steel and bridge girders results in compressive forces in the concrete which offset the tensile forces due to shrinkage as the concrete dries, eliminating or greatly reducing cracking. The structure numbered 017-0006 located on Palestine Road over Hutson Creek and the structure numbered 102-0046 on IL 24 located over a railroad used the shrinkage-compensating powder. For both structures, it is believed that approximately 85-90 lbs. of Chem Comp III dry cementitious powder by CTS Cement Manufacturing Company and 605 lbs. of Type I cement were in each cubic yard of concrete. Chem Comp III can be mixed with Type I cement to meet the requirements for Type K cement per ASTM C 845. Structure numbered 017-0006 consisted of three spans with cracks observed in the middle span and almost no cracks observed in the end spans. Structure numbered 102-0046 was nearly free of cracks. In the fall of 2009, a structure numbered 062-0072 located on IL 17 over Senachwine Creek in Marshall County used synthetic fibers in the bridge deck. The purpose for the addition of the synthetic fibers was to reduce plastic shrinkage cracks. The survey form for this structure is located in Appendix C. The bridge was constructed in two stages. During Stage I, the project used 4 lbs. fibers per cubic yard in the NW span and 6 lbs. fibers per cubic yard in the NE span. During Stage II, the project used 4 lbs. fibers per cubic yard in the first 45 cubic yards and 6 lbs. fibers per cubic yard in the second 45 cubic yards. For the bridge approach on the Stage II side, no more than 6 lbs. per cubic yard of fibers were also used. This structure was surveyed in May of 2010. Five transverse cracks were visible in the Stage II eastbound lanes. No transverse cracks were observed in the Stage I westbound lanes except near the ends.

29

6.0 Summary of Findings The use of High Performance Concrete, based on the mix design developed for the bridge decks, was expected to decrease chloride penetration and reduce cracking in the hopes of increasing service life. From the bridge surveys conducted by IDOT, the bridge decks placed with HPC concrete cracked as much or more than the non-HPC bridge decks. Transverse cracking across the width of the bridge deck was the predominant cracking. Cracking in bridge decks causes durability problems and reduces service life. The HPC bridge decks may be less permeable to chloride, but with the bridge deck cracking, the deicing salts will penetrate into the cracks and corrode the reinforcing steel. The durability and service life of the HPC decks are not expected to exceed a conventional bridge deck. The strength test results of the HPC bridge decks met or exceeded the compressive strength requirements of IDOT. However, the concrete mixes may have been too strong and thus brittle. This brittleness could have resulted in increased cracking. Drying shrinkage appeared to be the major cause of early age shrinkage cracking. Drying shrinkage results from the loss of original concrete mix water after the concrete has cured. As free water in the concrete pore structure evaporates, the concrete shrinks and will cause transverse cracking. If the drying shrinkage can be delayed until the concrete is stronger, the amount of cracks and the width associated with the cracks may be greatly reduced. The reduction of cracks by using shrinkage-compensating concrete mixes may be a solution. The history of bridge decks built by IDOT using shrinkage-compensating concrete mixes yielded positive results. Thermal cracking was a factor in some bridge decks. Warm daytime temperatures and cool nighttime temperatures led to extreme temperature differentials, which resulted in cracking. If the concrete temperature is high during placement, the rate of the heat of hydration is increased. At lower temperatures, the hydration rates are slowed and the concrete mix could remain plastic for a longer period of time and inhibit early age cracking. Encouraging night pours for bridge decks could be a possibility. Pouring bridge decks at night can reduce cracking because the concrete has time to set before tensile stresses begin, and before the heat of the day increases the rate of hydration. The type of aggregate and the source of aggregates used in the concrete mix can be a factor in deck cracking. For example, the structures numbered 012-0052 and 012-0053 contained gravel in the concrete mix. Gravel has a higher coefficient of thermal expansion than stone (limestone or dolomite). Both of these bridge decks are severely cracked and structure 012-0052 was patched a year after casting because of extensive cracking. Extreme temperature changes combined with an aggregate having a high coefficient of thermal expansion could induce cracking. For another field example regarding this possibility, refer to Auburn University Highway Research Center, Research Report for ALDOT Project 930-645 (August 2010), Evaluation of Cracking of The US 331 Bridge Deck by Anton K. Schindler, Mary L. Hughes, Robert W. Barnes, and Benjamin E. Byard. In conclusion, shrinkage in concrete cannot be prevented. However, the research indicates the amount of deck cracking could be reduced by investigating the use of materials which reduce the amount of shrinkage.

30

Appendix A Bridge Survey Forms and Distress Drawings

HPC

31

Champaign County

32


Structure Number: 010-0170 Inspected By: DAD, SWL, JAB Responsible District: 5 Date Inspected: 10/12/11 Number of Spans: 4 Span Lengths See below Total

67.5m

Deck Width: 12.6m Beam Type: PPC-I Steel Other Beam Spacing: 1.98m (interior), 1.74m (exterior) Date of Beam Erection: 2001 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 12,700 (2007) Stage Construction: Y N Skew: Y N Angle: Pour Dates: Stage 1, 2001 Stage 2, Description of Cracking: Average Transverse Crack Distance: Top: Southbound-cracking observed at 12-14’ spacing at end and ~6’ spacing in middle; Northbound-Three transverse cracks observed the entire length of bridge. Longitudinal Cracking: None Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1) 16.8m, 2) 25.3m, 3) 18.3m Mix Design Information: (from MISTIC) Mix Design Number: 85PCC6097 Coarse Aggregate Source: Material Service CA 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Vulcan Materials FA 01 Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: ISG Resources, Inc. Microsilica Source: W. R. Grace & Company

33

Champaign County – SN# 010-0170 – Surveyed 9/16/2002

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

NDuncan Road over I – 72

SN # 010-0170

10’ 0.013

48’ 0.009

63’ 0.016

74’ 0.009

14’ 0.013

24’ 0.020

30’ 0.016

35’ 0.016

38’ 0.020

50’ 0.016

82’ 0.010

50’ 0.01352’ 0.016

54’ 0.016 all

45’ 0.013

42’ 0.016

96’ 0.013

60’ 0.020

97’ 0.013

73’ 0.007

70’ 0.013

79’ 0.013

85’ 0.013

39’ 0.009

65’ 0.013

62’ 0.013

41’ 0.010

73’ 0.010

68’ 0.013

sidewalk

4.8 m4.8 m

34

Champaign County – SN# 010-0170-Surveyed 9/16/2002

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

N

177’ 0.009

113’ 0.016

159’ 0.016

162’ 0.007

132’ 0.013

Duncan Road over I – 72

114’ 0.013

102’ 0.013

137’ 0.016

158’ 0.010

108’ 0.020

132’ 0.013

148’ 0.013

177’ 0.013

184’ 0.007

179’ 0.009

173’ 0.007

178’ 0.007

152’ 0.016150’ 0.010

173’ 0.013

147’ 0.016

153’ 0.013

137’ 0.016

158’ 0.007

123’ 0.007

110’ 0.016

118’ 0.007

109’ 0.009

sidewalk

4.8 m4.8 m

35

Champaign County – SN# 010-0170 – Surveyed 9/16/2002 Dimensions were derived from construction plans.

200 feet

210 feet

220 feet

200 feet

210 feet

220 feet

NDuncan Road over I – 72

sidewalksidewalk

4.8 m4.8 m

36


0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

NDuncan Road over I-72

SN # 010-0170

16’ 0.003

82’ 0.016 – 0.060

58’ 0.007

69’ 0.009

*

*

*

*

50’ – 53’

45’ 0.007

29’ 0.005 both

4’ 0.010

17’ 0.005

8’ 0.009

11’ 0.00311’ 0.009

0.005

21’ 0.005

16’ 0.007

49’ 0.005

8’ 0.007

3’ – 4’

14’ 0.009

33’ 0.005

10’ 0.007 both

25’ 0.005 both

20’ 0.007

32’ 0.007

21’ 0.007

0’ – 16’

35’ 0.005

36’ 0.00735’ 0.005**

39’ 0.009

42’ 0.010

52’ 0.005

48’ 0.009

35’ 0.01036’ 0.00737’ 0.009 37’ 0.007

39’ 0.01341’ 0.013

43’ 0.007

41’ 0.009

97’ - 98’ 0.007

55’ 0.009

32’ 0.007

56’ 0.009

25’ – 33’ 30’ 0.005

45’ 0.007

53’ 0.007

48’ 0.00748’ 0.007

52’ 0.007

48’ 0.005

55’ 0.005

0.0030.005

62’ 0.00760’ 0.020

76’ 0.005

65’ 0.010

70’ 0.020

75’ 0.005

99’ 0.007

93’ 0.020

73’ 0.020

79’ 0.003

90’ 0.005

76’ 0.007

79’ 0.020

63’ 0.013 – 0.060

83’ 0.007

76’ 0.005

95’ 0.009

90’ 0.005

85’ 0.020

90’ 0.00988’ 0.007

43’ 0.009

83’ 0.009

60’ 0.005

48’ 0.009

51’ 0.005

57’ 0.00557’ 0.007

42’ – 43’ 0.005

53’ 0.007

90’ 0.005

69’ 0.00768’ 0.016 – 0.060

74’ 0.009

79’ 0.007

88’ 0.00787’ 0.00787’ 0.005

93’ 0.003

90’ 0.00592’ 0.005

4.8 m4.8 m

37


100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

N

131’ 0.016

119’ 0.007

111’ 0.010 – 0.060

115’ 0.005- 0.020

159’ 0.020*

157’ 0.005

132’ 0.020

144’ 0.009

0.005

153’ 0.016

158’ 0.010

176’ 0.010

101’ 0.005

168’ 0.003

173’ 0.007

120’ 0.003

162’ 0.009159’ 0.007

184’ 0.005

165’ 0.009170’ 0.007

172’ 0.007

153’ 0.010

172’ 0.009

159’ 0.005

143’ 0.020

112’ 0.020

129’ 0.005

132’ 0.007

143’ 0.005

151’ 0.009

124’ 0.009

127’ 0.005

116’ 0.005

104’ 0.007 – 0.005

137’ 0.020

108’ 0.010109’ 0.007

113’ 0.005

180’ 0.009

195’ 0.007

181’ 0.009

187’ 0.005

177’ 0.007 – 0.020 173’ 0.005

181’ 0.007

170’ – 168’ 0.009

185’ 0.005

178’ 0.007

165’ 0.007

171’ 0.007

167’ 0.007

160’

152’ 0.009148’ 0.009149’ 0.009

147’ 0.010

125’ 0.005

143’ 0.007

146’ 0.007 144’ 0.005

138’ 0.016

132’ 0.016

138’ 0.005

103’ 0.009

118’ 0.009

101’ 0.007

107’ 0.009104’ 0.007

109’ 0.007

106’ 0.007

4.8 m4.8 m

Duncan Road over I-72

38

Champaign County – SN# 010-0170 – Surveyed 10/6/2003 * Denotes areas showing map cracking.

Also, several cracks extended into the sidewalk.

200 feet

210 feet

220 feet

200 feet

210 feet

220 feet

NDuncan Road over I-72

216’ 0.007

202’ 0.003 both

0.009

208’ 0.005209’ 0.007

0.009

215’ 0.005

0.009

215’ 0.005

4.8 m4.8 m

39

Christian County

40





ADT @ time bridge was built: 4000 (2007) Stage Construction: Y N Skew: Y N Angle: Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: Transverse cracking was observed every 8’ – 9’ between beams. Map and transverse cracking were seen every 3’ – 6’ on top. Longitudinal Cracking: Longitudinal cracking was seen on top of bridge deck every 6’ – 7’. Bridge Joint Cracking / Integral Abutment Cracking: “Integral Abutment” restraint cracking observed with more pronounced cracking near the approach slab. Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1) 16.8m, 2) 25.3m, 3) 18.3m Mix Design Information: (from MISTIC) Mix Design Number: 85PCC6097 Coarse Aggregate Source: Material Service CA 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Vulcan Materials FA 01 Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: ISG Resources, Inc. Microsilica Source: W. R. Grace & Company

41





ADT @ time bridge was built: 4000 (2007) Stage Construction: Y N Skew: Y N Angle: Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: Transverse cracking was observed every 6’ on average between beams. On top of the bridge deck, transverse cracking was observed every 4’ – 5’. Longitudinal Cracking: More longitudinal cracking observed on this deck than 011-0035. Bridge Joint Cracking / Integral Abutment Cracking: “Integral Abutment” restraint cracking observed with more pronounced cracking near the approach slab. Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1) 16.8m, 2) 25.3m, 3) 18.3m Mix Design Information: (from MISTIC) Mix Design Number: 85PCC6097 Coarse Aggregate Source: Material Service CA 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Vulcan Materials FA 01 Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: ISG Resources, Inc. Microsilica Source: W. R. Grace & Company

42

Christian County – SN#011-0036 – Surveyed 9/16/2003

43

Christian County – SN#011-0036 – 9/19/2003

The “#” symbol represents cracks in the parapet only.

44


Structure Number: 011-0502 Inspected By: DAD, DHT, JAB Responsible District: 6 Date Inspected: 6/9/10

Number of Spans: 3 Span Lengths See below Total: 100.3m Deck Width: 12.2m

Beam Type: PPC-I Steel Other Beam Spacing: 2.260m Date of Beam Erection: 2000

Abutment Type: Pile Bent Integral Semi-Integral Other

Bridge Joint: Integral Finger Typical Expansion Other

ADT @ time bridge was built: 3,850 (2007) Stage Construction: Y N Skew: Y N Angle: Pour Dates: Stage 1, 2000 Stage 2,

Description of Cracking:

Average Transverse Crack Distance: On top, sealed cracks at 2’-3’ spacing. On bottom, cracks were present at 4’-5’ spacing.

Longitudinal Cracking: Map cracking present on top.

Bridge Joint Cracking / Integral Abutment Cracking:

Cracking over Piers:

If staged construction, noticeable difference of crack severity between stages:

Other Observations: Span lengths: 1&3) 30.8m, 2)37.0m

Mix Design Information: (from MISTIC) Mix Design Number: 86PCC2078

Coarse Aggregate Source: Material Service Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Buckhart S & G Fine Aggregate Source: N/A

HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Mineral Resource Tech Microsilica Source: W. R. Grace & Co.

45

Christian County – SN# 011-0502 – Surveyed 5/7/2001, 8/15/2001

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

E104 over S. Fork Sangamon River

SN # 011-0502

12’11.3’ 11.3’12’

92’ 0.007

#58’

#14’

#56’

#28’

84’ 0.005

97’ 0.010

75’ 0.009

86’ 0.007

78’ 0.007

100’ 0.007

48’ 0.003 46’ 0.005

69’ 0.003

43’ 0.013

26’ 0.016

59’ 0.003

93’ 0.010

#16’

#30’

44’

#66’

#72’

#43’

23’ 0.003

34’ 0.005

39’ 0.005 39’ 0.005

46’ 0.005

61’ 0.002

74’ 0.007

78’ 0.00575’ 0.007

82’ 0.007

93’ 0.01094’ 0.010

89’ 0.007

86’ 0.005

96’ 0.010

87’ 0.060 in parapet; 0.009 in deck

#43’

48’ 0.01651’ 0.005

53’ 0.003

64’ 0.007

70’ 0.009

83’ 0.007

68’ 0.007

46

Christian County – SN# 011-0502 – Surveyed 5/7/2001, 8/15/2001

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

E

12’11.3’ 11.3’12’

148’ 0.005

104 over S. Fork Sangamon River

#190’

124’ 0.005128’ 0.007

184’ 0.005

137’ 0.009

181’ 0.005

124’ 0.005

200’ 0.005

195’ 0.007

173’ 0.005

176’ 0.009

165’ 0.016

112’ 0.005

115’ 0.007

179’ 0.003

167’ 0.010

151’ 0.010

135’ 0.002

191’ 0.010

138’ 0.007

142’ 0.005

113’ 0.002

103’ 0.009

133’ 0.007

123’ 0.005

117’ 0.009

149’ 0.009

156’ 0.009

#190’

#131’#132’

#192’

#177’

102’ 0.002102’ 0.013101’ 0.010

114’ 0.007

110’ 0.010

120’ 0.007

126’ 0.007

158’ 0.013

139’ 0.010

157’ 0.010

129’ 0.007

131’ 0.007

119’

#146’

161’ 0.002

168’ 0.005166’ 0.010

185’ 0.007

173’ 0.005

177’ 0.003

186’ 0.007

180’ 0.005

189’ 0.016

160’ 0.016

107’ 0.007

182’ 0.010

#146’

#172’

145’ 0.013145’ 0.005

#162’

106’ 0.009

103’ 0.007

47

Christian County – SN# 011-0502 – 5/7/2001, 8/15/2001

200 feet

210 feet

220 feet

230 feet

240 feet

250 feet

260 feet

270 feet

280 feet

290 feet

300 feet

200 feet

210 feet

220 feet

230 feet

240 feet

250 feet

260 feet

270 feet

280 feet

290 feet

300 feet

E

12’11.3’ 11.3’12’

267’ 0.010

209’ 0.007

#280’


#266’

#295’

#273’

#296’

257’ 0.007

295’ 0.005

271’ 0.007

299’ 0.007

253’ 0.005

260’ 0.005

255’

248’ 0.007

245.5’ 0.002

237’ 0.009

264’ 0.005

237’ 0.007

241’ 0.009

231’ 0.007

220’ 0.005

263’ 0.002

#251’#254’#252’

235’ 0.005

208’ 0.009

219’ 0.009

236’ 0.007

221’

224’ 0.010

216’ 0.007218’ 0.007

202’ 0.007

237’ 0.009

249’ 245’ 0.002

248’ 0.005 246’ 0.002

223’ 0.007

253’ 0.007

0.005

239’ 0.005

261’ 0.007

276’ 0.005

#267’ 0.007

#299’

206’ 0.007

213’ 0.005

232’ 0.007

#283’

249’ 0.005

232’ 0.013

48

Christian County – SN# 011-0502 – Surveyed 5/7/2001, 8/15/2001 SN# 011-0502 was poured 10/12/2000 and the initial survey showed three hairline cracks.


300 feet

310 feet

320 feet

300 feet

310 feet

320 feet

E

12’11.3’ 11.3’12’


#317’

303’ 0.005

#309’

315’ 0.003

49

Christian County – SN# 011-0502 – Surveyed 2002

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

E104 over S. Fork Sangamon River

SN # 011-0502

12’11.3’ 11.3’12’

32’ 0.013

90’ 0.007

77’ 0.070

2’ L 0.010

#58’

#14’

#59’

#28’

62’ 0.020

20’ 0.007

59’ 0.020

97’ 0.010

67’ 0.007 both

99’ 0.060 both

75’ 0.020

87’ 0.005

81’ 0.005

78’ 0.007

97’ – 96’ 0.01695’ 0.007

30’ 0.020

58’ 0.010

72’ 0.016

48’ 0.003 46’ 0.016

68’ 0.020

43’ 0.013

38’ 0.016

26’ 0.016

55’ 0.010

0.016

#16’

#30’

#44’

#66’

#72’

#43’

23’ 0.016

8’ 0.010

17’ 0.010

6’ 0.007

9’ 0.007

23’ 0.016

32’ 0.013

39’ 0.005 39’ 0.016

48’ 0.016

60’ 0.010

57’ 0.020

52’ 0.010

68’ 0.020

72’ 0.016

0.016

78’ 0.020

75’ 0.025

80’ 0.025

83’ 0.06083’ 0.01085’ 0.010

89’ 0.060

86’ 0.005

94’ 0.02096’ 0.013

88’ 0.060

50


100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

E

12’11.3’ 11.3’12’

0.009

148’ 0.060

184’ 0.010 both

0.010

152’ 0.016


#194’

#149’

124’ 0.005

129’ 0.007

184’ 0.005

193’ 0.030

118’

137’ 0.025

180’ 0.016

125’ 0.009 both

198’ 0.007

151’ 0.005

192’ 0.013

199’ 0.016

188’ 0.030

171’ 0.007

164’ 0.009166’ 0.030

140’ 0.016

163’ 0.009

111’ 0.025

116’ 0.020

176’ 0.003

183’ 0.013

169’ 0.016

152’ 0.020

138’ 0.002

191’ 0.010

136’ 0.060

141’ 0.007

127’ 0.007

143’ 0.013

113’ 0.002

105’ 0.013 both

132’ 0.020

128’ 0.013

121’ 0.020

126’ 0.007

114’ 0.013

154’ 0.025

142’ 0.010

155’ 0.016 both

119’ 0.013

#190’

#134’

#162’

#192’

#172’

103’ 0.013103’ 0.020

108’ 0.010

113’ 0.015114’ 0.005

108’ 0.040

120’ 0.020125’ 0.016

126’ 0.016

103’ 0.060

157’

140’ 0.013

133’ 0.013

157’ 0.060

147’ 0.050

129’ 0.016132’ 0.060

121’

#146’

161’ 0.060

167’ 0.016164’ 0.016

185’ 0.007

173’ 0.009

169’ 0.013

175’ 0.005177’ 0.013

182’ 0.013

170’ 0.007

180’ 0.005178’ 0.016

189’ 0.016

162’ 0.010

194’ 0.016

51


200 feet

210 feet

220 feet

230 feet

240 feet

250 feet

260 feet

270 feet

280 feet

290 feet

300 feet

200 feet

210 feet

220 feet

230 feet

240 feet

250 feet

260 feet

270 feet

280 feet

290 feet

300 feet

E

12’11.3’ 11.3’12’

281’ 0.013

269’ 0.013

201’ 0.016

231’ 0.010

280’ 0.005


#270’

#284’

#277’

#296’

210’ 0.009

274’ 0.060

256’ 0.020

239’ 0.020

291’ 0.020

271’ 0.025

299’ 0.020

280’ 0.010

253’ 0.009

240’ 0.013

286’ 0.020

265’ 0.020

260’ 0.020

252’ 0.007

226’ 0.005

249’ 0.007

245.5’ 0.002 245’ 0.009

235’ 0.007

292’ 0.016

0.013’

211’ 0.007

263’ 0.010

233’ 0.010

214’ 0.025

241’ 0.005

230’ 0.030

215’ 0.013

226’ 0.010

210’ 0.016

218’ 0.013

263’ 0.002

230’ 0.016227’

#255’#254’

#283’

206’ 0.020205’ 0.025

202’ 0.020

235’ 0.005

208’ 0.009

212’ 0.013213’ 0.013

236’ 0.007

221’ 0.016

225’ 0.020225’ 0.010

216’ 0.007

218’ 0.016

228’ 0.007

202’ 0.007

234’ 0.016

247’ 0.009

244’ 0.009

245’ 0.002

249’ 0.005246’ 0.002 246’ 0.005

222’ 0.020

254’ 0.020

251’ 0.007

269’ 0.007

259’ 0.010

239’ 0.016

261’ 0.007

272’ 0.007

277’ 0.013 both 276’ 0.010

267’ 0.016

299’ 0.010

52

Christian County – SN# 011-0502 – Surveyed 2002 The “#” symbol represents cracks in the parapet only.

300 feet

310 feet

320 feet

300 feet

310 feet

320 feet

E

12’11.3’ 11.3’12’


#317’

#303’

0.007 0.007

324’ 0.009320’ 0.010

304’ 0.013 303’ 0.016

#313’

320’ 0.013

313’ 0.013316’ 0.013

53

Christian County – SN# 011-0502 – Surveyed 12/30/2003

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

E

13’ 0.010

IL 104 over South Fork Sangamon RiverSN# 011-0502

76’ 0.010

66’ 0.016

82’ 0.010

88’ 0.010

96’ 0.010 97’ 0.016

95’ 0.013

63’ 0.010

93’ 0.010

88’ 0.010 88’ 0.010

91’ 0.010

94’ 0.016

72’ 0.010

60’ 0.010

21’ 0.010

14’ 0.010

100’ 0.010100’ 0.010

87’ 0.016

77’ 0.013

73’ 0.013

91’ 0.013

35’ 0.010

71’ 0.010

42’ 0.013

70’ 0.010 70’ 0.010

82’ 0.016

79’ 0.013

61’ 0.013

66’ 0.013

60’ 0.010

54’ 0.010

57’ 0.010

63’ 0.013

54’ 0.010

49’ 0.010

57’ 0.010

69’ 0.013

45’ 0.013

38’ 0.010

30’ 0.01334’ 0.013

30’ 0.013

48’ 0.013

26’ 0.013

79’ 0.010

39’ 0.010 38’ 0.013

22’ 0.010 22’ 0.010

26’ 0.013

17’ 0.010

5’ 0.010

0.010

16’ 0.010

0.010 0.010 0.0100.010 0.0100.02

21’ 0.010

14’ 0.010

11.3’ 11.3’24’

54


100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

E

0.010

111’ 0.010

IL 104 over South Fork Sangamon River

126’ 0.013

109’ 0.016

103’ 0.016

114’ 0.013

123’ 0.010

106’ 0.013

123’ 0.013

118’ 0.013

119’ 0.013

111’ 0.010

129’ 0.010

101’ 0.016

0.010

129’ 0.010

0.0100.013

122’ 0.010

129’ 0.010

140’ 0.013

0.010134’ 0.010

135’ 0.010 137’ 0.010137’ 0.010138’ 0.010

130’ 0.013

180’ 0.013

146’ 0.016

135’ 0.016

143’ 0.013143’ 0.013

135’ 0.013

167’ 0.016

159’ 0.010

140’ 0.013

155’ 0.010

151’ 0.016

155’ 0.013

178’ 0.010

161’ 0.013

117’ 0.013

123’ 0.010

198’ 0.016

186’ 0.013

167’ 0.013169’ 0.013

168’ 0.010

159’ 0.016

163’ 0.013163’ 0.013

200’ 0.013

181’ 0.010

176’ 0.013 177’ 0.010

164’ 0.013

182’ 0.013

188’ 0.010

183’ 0.013

190’ 0.013

196’ 0.010

186’ 0.013

169’ 0.010

198’ 0.010

193’ 0.010

196’ 0.010

193’ 0.010

190’ 0.013

174’ 0.016

11.3’ 11.3’24’

55


200 feet

210 feet

220 feet

230 feet

240 feet

250 feet

260 feet

270 feet

280 feet

290 feet

300 feet

210 feet

220 feet

230 feet

240 feet

250 feet

260 feet

270 feet

280 feet

290 feet

300 feet

E

230’ 0.010229’ 0.013

IL 104 over South Fork Sangamon River

203’ 0.0010

0.013

216’ 0.013211’ 0.013

201’ 0.010

0.013

215’ 0.010

224’ 0.013

217’ 0.010

227’ 0.010

210’ 0.010

215’ 0.013218’ 0.013

221’ 0.013

217’ 0.010

222’ 0.013

227’ 0.013

207’ 0.010

232’ 0.01235’ 0.010 234’ 0.010

230’ 0.013

235’ 0.010236’ 0.013

239’ 0.010

234’ 0.010236’ 0.013 239’ 0.010

241’ 0.010

239’ 0.010

246’ 0.010

237’ 0.010

241’ 0.016

246’ 0.010

251’ 0.016

255’ 0.010

244’ 0.013

247’ 0.010

255’ 0.013

255’ 0.013

255’ 0.010255’ 0.013 255’ 0.010

263’ 0.010

248’ 0.010

264’ 0.010

267’ 0.010269’ 0.013

271’ 0.010275’ 0.010

260’ 0.010

276’ 0.010 275’ 0.013276’ 0.010278’ 0.013 278’ 0.010

281’ 0.010 281’ 0.010

286’ 0.010

271’ 0.013

286’ 0.010

291’ 0.013

281’ 0.013

297’ 0.013295’ 0.013

293’ 0.010

298’ 0.013

287’ 0.010

11.3’ 11.3’24’

56

300 feet

310 feet

320 feet

300 feet

310 feet

320 feet

330 feet

E IL 104 over South Fork Sangamon River

330 feet

304’ 0.013306’ 0.013306’ 0.013

308’ 0.010311’ 0.013

315’ 0.010315’ 0.010 314’ 0.010

318’ 0.010318’ 0.010

321’ 0.010 0.013

302’ 0.010

0.010 0.010 0.010 0.010 0.0100.010

11.3’ 11.3’24’

326’ – End of bridge Deck


57

Clark County

58


Structure Number: 012-0069 Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 9/12/08 Number of Spans: 3 Span Lengths See below Total: 238’5” Deck Width: 38’ Beam Type: PPC-I Steel Other Beam Spacing: 6’10” Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 21,400 (2007)

Stage Construction: Y N

Skew: Y N Angle: Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: Underneath the deck, in the middle spans, transverse cracks were seen at more than 4’ – 6’ spacing and in the end spans, little to no transverse cracks were seen. Longitudinal Cracking: Some longitudinal cracks were observed near the integral abutments. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1&3) 79’7”, 2) 79’3” Mix Design Information: (from MISTIC) Mix Design Number: 85PCC2230 Coarse Aggregate Source: Lincoln Park Stone CM 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: S & G Excavating FA 01

N/A

Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source: Elkem Materials, Inc.

59

Clark County – SN# 012-0069 – Surveyed 5/22/2002

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

I-70 Over Hawks Creek (EB)SN # 012-0069E

6’ 12’ 12’12’

60

Clark County – SN# 012-0069 – 5/22/2002

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

I-70 Over Hawks Creek (EB)E

112’ 0.016

129’ 0.013

137’ 0.010

6’ 12’ 12’12’

61


200 feet

210 feet

220 feet

230 feet

240 feet

200 feet

210 feet

220 feet

230 feet

240 feet

I-70 Over Hawks Creek (EB)E

6’ 12’ 12’12’

62


0 feet

10 feet

20 feet

30 feet

40 feet

50feet

60 feet

70 feet

80 feet

90 feet

100 feet

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

EI-70 over Hawk’s Creek – EB

SN # 012-0069

0.020

80’ 0.013

45’ – 47’ 0.025

20’ 0.020

99’ 0.0090.060

0.06092’ – 96’ 0.060

83’ 0.007

0.060

98’ 0.010

81’ 0.009

98’ 0.030

0.025

0.009

0.060

0.025

0.00786’ 0.010

0.005 both

89’ 0.013

86’ 0.010

0.0100.013

0.007

79’ 0.005

84’ 0.005

0.0070.005

78’ 0.007

75’ 0.009

50’ 0.060 1.0’ – 1.5’ long

72’ 0.007**

0.060

0.005

68’ 0.009 68’ 0.010

0.013

57’ 0.009

82’ 0.007

0.013

0.060

77’ 0.013

0.060

0.060

74’ 0.013

68’ 0.007

69’ 0.009

68’ 0.009

0.060

33’ 0.013

66’ 0.007

0.050 0.030

0.005

59’ 0.007

42’ – 46’ all 0.5’ – 1’ long

22’ – 29’ 0.005

4’ *

57’ 0.009

35’ 0.009

13’ 0.020

42’ – 44’ 0.060

13’ 0.009

16’ 0.013

6’ 0.007 8’ 0.007

5’ 0.010

7’ *

0.009

12’ 12’6’ 12’

63

100 feet

110 feet

120 feet

100 feet

110 feet

120 feet

I-70 over Hawk’s Creek - EBE

0.009 both107’ – 114’ 0.020

103’ – 105’ 0.060

101’ 0.010

105’ 0.007 0.030

0.009102’ 0.010

0.009

6’ 12’ 12’12’ Clark County – SN# 012-0069 – Surveyed 10/1/2003

This is a partial deck survey due to time constraints and traffic safety concerns. **Huge foot print measuring 10” long, 1” deep

* Yellow Crack sealer applied; therefore, the width of the cracks could not be measured.

64


Structure Number: 012-0070 Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 9/12/08 Number of Spans: 3 Span Lengths See below Total: 238’5” Deck Width: 38’ Beam Type: PPC-I Steel Other Beam Spacing: 6’10”

Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral





Skew: Y N Angle: Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: Underneath the deck, in the middle spans, transverse cracks were seen at more than 4’ – 6’ spacing and in the end spans, little to no transverse cracks were seen. Longitudinal Cracking: Some longitudinal cracks were observed near the integral abutments. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1&3) 79’7”, 2) 79’3 Mix Design Information: (from MISTIC) Mix Design Number: 85PCC2232 Coarse Aggregate Source: Lincoln Park Stone CM 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: S & G Excavating Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Lafarge N. America Microsilica Source: Elkem Materials, Inc.

65


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60 feet

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100 feet

0 feet

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30 feet

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70 feet

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90 feet

100 feet

I-70 Over Hawks Creek (WB)SN # 012-0070W

59’ 0.007

80’ 0.009

12’ 6’12’ 12’

66

Clark County – SN# 012-0070 – 5/22/2002

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

I-70 Over Hawks Creek (WB)W

108’ 0.007

123’ 0.007

102’ 0.016

181’ 0.007

12’ 6’12’ 12’

Plastic shrinkage cracks @ 172’

67


200 feet

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230 feet

240 feet

200 feet

210 feet

220 feet

230 feet

240 feet

I-70 Over Hawks Creek (WB)W

12’ 6’12’ 12’

68


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0 feet

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WI-70 over Hawk’s Creek – WB

SN # 012-0070

5’ 0.020

0.007

28’ 0.007

42’ 0.009

78’ 0.013

65’ 0.007

*

0.016*

10’ 0.013

33’ 0.005

20’ 0.007

3’ 0.010

19’ 0.010

43’ 0.013

53’ 0.02053’ 0.010

55’ 0.009

58’ 0.013 58’ 0.020

68’ 0.025

55’ 0.020

69’ 0.040

64’ 0.010

67’ 0.01369’ 0.013

79’ 0.013

66’ 0.025

80’ 0.016

83’ 0.020

86’ 0.016 87’ 0.01688’ 0.016

91’ 0.020

94’ 0.009

97’ 0.013 98’ 0.016 both 99’ 0.013

75’ 0.020

76’ 0.0250.007

0.009

0.007

0.0160.005

78’ 0.016

72’ 0.013

83’ 0.009

75’ 0.010

80’ 0.005

86’ 0.02588’ 0.013

89’ 0.016

87’ 0.007

91’ 0.013 92’ 0.013

94’ 0.020 – 0.016

97’ 0.025

82’ 0.025

6’12’ 12’ 12’

69

Clark County – SN# 012-0070 – 10/1/2003 This is a partial deck survey due to time constraints and traffic concerns.

* Denotes holes on top of the bridge deck.

100 feet

110 feet

120 feet

100 feet

110 feet

120 feet

I-70 over Hawk’s Creek - WBW

102’ 0.016

107’ 0.030109’ 0.013

111’ 0.013 113’ 0.013

118’ 0.030 119’ 0.013

121’ 0.025

119’ 0.020

102’ 0.025

103’ 0.030104’ 0.016

107’ 0.016109’ 0.009

113’ 0.0090.005

102’ 0.016

0.020, 0.016

6’12’ 12’ 12’

70


Structure Number: 012-0004 Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 9/12/08 Number of Spans: 4 Span Lengths See below Total: 275’9” Deck Width: 42’0” Beam Type: PPC-I Steel Other Beam Spacing: 7’9” Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 21,400 (2007) Stage Construction: Y N Skew: Y N Angle: 41° Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: On bottom of the deck, the crack spacing is approximately ±10’ - ±12’. Longitudinal Cracking: Longitudinal cracks were seen underneath the deck at regular spacing. Bridge Joint Cracking / Integral Abutment Cracking: Cracks were observed at the joints at ends of the bridge. Cracking over Piers: Cracks were diagonal with piers, around 2’-3’ in length. If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1&4) 66ft7in., 2&3) 67ft5in. Bridge deck and parapet instrumented Good rating with cracking concentrated in center spans.. Mix Design Information: (from MISTIC) Mix Design Number: 85PCC2230 Coarse Aggregate Source: Lincoln Park Stone CM 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: S & G Excavating FA 01

N/A


71

Clark County – SN# 012-0004 – 10/2/2003

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100 feet

0 feet

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30 feet

40 feet

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60 feet

70 feet

80 feet

90 feet

100 feet

WI-70 over Big Creek – WB

SN # 012-0004

43’ 0.013

47’ 0.020

0.005

52’ 0.007

41’ 0.010

59’ 0.010

55’ 0.013

60’ 0.013

54’ 0.010

61’ 0.009

67’ 0.020

75’ 0.020

66’ 0.010

58’ 0.010

61’ 0.01064’ 0.01065’ 0.016 65’ 0.007

68’ 0.013

71’ 0.013

78’ 0.013

52’ 0.013

0.005

0.009

0.005

79’ 0.007

83’ 0.013

94’ 0.010

73’ 0.013

98’ 0.013

91’ 0.013

78’ 0.010

81’ 0.010

86’ 0.013

90’ 0.010

94’ 0.016

98’ 0.013

69’ 0.013

6’ 12’ 12’12’

72


100 feet

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130 feet

140 feet

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160 feet

170 feet

180 feet

190 feet

200 feet

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

W

103’ 0.016

126’ 0.007

I-70 over Big Creek - WB

109’ 0.025

116’ 0.013

101’ 0.009103’ 0.016

107’ 0.016

113’ 0.010 114’ 0.013

119’ 0.016

125’ 0.013

101’ 0.010

129’ 0.010

134’ 0.007

120’ 0.010

0.025

128’0.007

135’ 0.013

137’ 0.007

144’ 0.016

131’ 0.010

146’ 0.013

139’ 0.013

0.010

142’ 0.013144’ 0.013

131’ 0.020 130’ 0.010

138’

122’ 0.013

0.007

135’ 0.016

144’ 0.007

147’ 0.020

155’ 0.010

144’ 0.016

156’ 0.016

151’ 0.013

157’ 0.010

163’ 0.010

150’ 0.007

165’ 0.010165’ 0.013

196’ 0.007

170’ 0.013 169’ 0.016

174’ 0.025

161’ 0.016

0.020

0.010

178’ 0.016176’ 0.013

199’ 0.020

189’ 0.013

184’ 0.009

170’ 0.016

179’ 0.013

188’ 0.013

192’ 0.013

168’ 0.007

196’ 0.010

198’ – 202’ 0.010

194’ 0.010191’ 0.013

185’ 0.013

197’ 0.030

6’ 12’ 12’12’

73

Clark County – SN# 012-0004 – 10/2/2003

200 feet

210 feet

220 feet

230 feet

240 feet

250 feet

260 feet

270 feet

200 feet

210 feet

220 feet

230 feet

240 feet

250 feet

260 feet

270 feet

WI-70 over Big Creek - WB

212’ 0.016

198’ – 202’ 0.010

202’ 0.013

209’ 0.007

0.005

215’ 0.007

222’ 0.007

214’ 0.010

206’ 0.010

216’ 0.013

230’ 0.010 229’ 0.020

204’ 0.016

74


Structure Number: 012-0005 Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 9/12/08 Number of Spans: 4 Span Lengths See below Total: 275’9” Deck Width: 42’0” Beam Type: PPC-I Steel Other Beam Spacing: 7’9” Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral





Skew: Y N Angle: 41° Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: A few cracks nearly 6’ apart were in the passing lane. Little to no cracks were in the driving lane. Longitudinal Cracking: Longitudinal cracks were visible underneath the deck at regular spacing. Bridge Joint Cracking / Integral Abutment Cracking: Cracks were observed at the joints at ends of the bridge. Cracking over Piers: Cracks were diagonal with piers, around 2’-3’ in length. If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1&4) 66ft7in., 2&3) 67ft5in. Cracking was concentrated in center spans. Mix Design Information: (from MISTIC) Mix Design Number: 85PCC2230 Coarse Aggregate Source: Lincoln Park Stone CM 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: S & G Excavating FA 01

N/A


75


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0 feet

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EI-70 over Big Creek (EB)

SN # 012-0005

2’ 0.0070.007

24’ softball sized pop out

33’ 0.010

0.005

37’ 0.007

47’ 0.013

46’ 0.007

61’ 0.013

52’ 0.005

59’-60’ 0.013

32’ 0.007

62’ 0.010

0.010

63’ 0.00763’-66’ 0.007

68’ 0.010

0.007

53’ 0.013

71’ 0.00771’ 0.010

74’ 0.010 74’ 0.016

80’ 0.010

97’ 0.007

91’ 0.010

88’ 0.005

96’ 0.003

0.010

83’ 0.0030.009

77’ 0.00975’ 0.013-0.005

66’ 0.009

61’ 0.009 60’ 0.007

89’ 0.007

0.007

0.016

0.010

c, da, b

12’6’ 12’12’

76


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110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

E

101’ 0.007

0.009

I-70 over Big Creek (EB)

105’ 0.007107’ 0.007

112’ 0.007

118’ 0.005

123’ 0.005

110’ 0.007

125’-127’ 0.003128’ 0.007

129’ 0.007132’ 0.005134’ 0.007

135’ 0.007 134’ 0.0160.013137’ 0.010

140’ 0.009

0.005

0.005

0.007 both

119’ 0.007

0.005

130’ 0.013131’ 0.010

120’ 0.005

134’ 0.0160.016 0.016

138’ 0.005

148’ 0.005

128’ 0.010

148’ 0.005

0.003

141’ 0.009

191’ 0.005

0.005

0.030

195’ 0.005

180’ 0.005

6’ 12’ 12’12’

77

Clark County – SN# 012-0005 – Surveyed 10/1/2003 This survey was a partial survey due to time limitations and traffic safety.

a = 0.007 @ 64’; b = 0.009 @ 65’; c = 0.009; d = 0.009

200 feet

210 feet

220 feet

230 feet

240 feet

250 feet

260 feet

270 feet

280 feet

200 feet

210 feet

220 feet

230 feet

240 feet

250 feet

260 feet

270 feet

280 feet

E

0.009

I-70 over Big Creek (EB)

202’ 0.010202’ 0.009

208’ 0.010

213’ 0.007213’ 0.007

201’ 0.0050.0096’ 12’ 12’12’

78


Structure Number: 012-0006 Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 9/12/08 Number of Spans: 3 Span Lengths See below Total: 236’3” Deck Width: 40’0” Beam Type: PPC-I Steel Other Beam Spacing: 7’2½” Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral





Skew: Y N Angle: 15° Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: Transverse cracks were observed with spacing less than 3’ apart. Longitudinal Cracking: A longitudinal crack, nearly the entire length of the deck bottom, on both the passing and driving lanes. On the deck top, the approach slab had longitudinal cracks. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1&3) 70ft5in., 2) 90ft3in. Mix Design Information: (from MISTIC) Mix Design Number: 85PCC2230 Coarse Aggregate Source: Lincoln Park Stone CM 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: S & G Excavating FA 01

Fine Aggregate Source: N/A

HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source: Elkem Materials, Inc.

79

Clark County – SN# 012-0006 – 10/2/2003

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0 feet

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70 feet

80 feet

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100 feet

WI-70 over East Little Creek – WB

SN # 012-0006

20’ 0.010

70’ 0.009

0.009

12’6’ 10’12’

0.009

23’ 0.016

32’ 0.013

35’ 0.010

45’ 0.007

49’ 0.025

41’ 0.013

83’ –86’ 0.007

58’ 0.009

62’ 0.01366’ 0.030

53’ 0.013

73’ 0.020

92’ 0.007

76’ 0.007

83’ 0.013

68’ 0.020

54’ – 58’ 0.009

75’ 0.007

89’ 0.009

86’ 0.007

96’ 0.016

80’ 0.007

80

Clark County – SN# 012-0006 – 10/2/2003

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

W

102’ 0.010 102’ 0.010

I-70 over East Little Creek - WB

12’6’ 10’12’

148’ – 149’ 0.060

109’ 0.010

134’ 0.013

105’ 0.020 105’ 0.005

110’ 0.016

128’ 0.013

111’ 0.007

148’ 0.025

0.060

122’ 0.016

113’ 0.009111’ 0.007

118’ 0.010

199’ 0.060

123’ 0.010

134’ – 135’ 0.025

0.050

153’ – 154’ 0.040

129’ 0.010

134’ – 144’ 0.030

148’ 0.010

159’ 0.010159’ 0.005 160’ 0.020

172’ 0.016

183’ 0.060

167’ 0.010 167’ 0.013

169’ 0.010

164’ 164’ 0.010

104’ – 106’ 0.060

132’ – 134’ 0.060

127’ 0.016

150’ 0.010

142’ 0.007

81

Clark County – SN# 012-0006 – Surveyed 10/2/2003 This is a partial deck survey due to time constraints and traffic safety concerns.

200 feet

210 feet

220 feet

230 feet

240 feet

200 feet

210 feet

220 feet

230 feet

240 feet

W

199’ 0.060

223’ 0.060

I-70 over East Little Creek - WB

12’6’ 10’12’

82





ADT @ time bridge was built: 21,400 (2007) Stage Construction: Y N Skew: Y N Angle: 15° Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: Transverse cracks were observed with spacing less than 3’ apart. Longitudinal Cracking: A longitudinal crack, nearly the entire length of the deck bottom, on both the passing and driving lanes. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1&3) 70ft5in., 2) 90ft3in. Mix Design Information: (from MISTIC) Mix Design Number: 85PCC2230 Coarse Aggregate Source: Lincoln Park Stone CM 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: S & G Excavating FA 01

N/A


83

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60 feet

70 feet

80 feet

90 feet

100 feet

0 feet

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30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

E

I-70 over E. Little Creek – EBSN # 012-0007

2’ 0.0093’ 0.007

10’

11’ 0.007

0.007

4’ 0.007

b

0.010

0.005

0.010

5’ 0.010

12’ 0.010

6’ 0.020

16’ 0.007

22’ 0.01020’ 0.010

8’ 0.010

0.005

0.007 32’ 0.005

15’ 0.007

24’ 0.00728’ 0.005

41’ 0.013

17’ 0.010

0.005

0.005 0.00732’ 0.016

33’ 0.010

44’ 0.007

35’ 0.007

48’ 0.010 - 0.005

39’ 0.060

49’ 0.025

53’ 0.020

58’ 0.005

44’ 0.060

0.005

0.007

55’ 0.010

62’ 0.01660’ 0.016

3

60’ 0.005

2

73’ 0.005

0.007

0.007 64’ 0.010

0.0070.060

0.005

0.060

0.00566’ 0.060

71’ 0.025

0.060 75’ 0.025

81’ 0.010

75’ 0.005

69’ 0.007

23’ 0.016

0.005

0.005

0.007

34’ 0.013 - 0.009

37’ 0.009

53’ 0.020

43’ 0.00742’ 0.009

28’ 0.009

0.007

0.009

0.005

41’ 0.010 – 0.007

0.009

58’ 0.013

71’ 0.020

48’ 0.013

0.0050.005

0.010

0.00760’ 0.010

a

72’ 0.009

73’ 0.007

77’ 0.00579’ 0.007

81’ 0.013

92’ 0.007

66’ 0.0100.007

84’ 0.007

94’ 0.007

98’ 0.020

102’ 0.020

87’ 0.013

0.013

86’ 0.007

78’ 0.010

0.005

87’ 0.007

89’ 0.010

92’ 0.020 94’ 0.009

99’ 0.060

82’ 0.007

101’ 0.010 - 0.007

96’ 0.007

0.005

0.005

0.0050.005 both

0.005

1

12’ 12’ 10’6’ Clark County – SN# 012-0007 – Surveyed 10/1/2003 This is a partial deck survey due to time constraints.

1 = 0.007, 0.005; 2 = 0.060, 0.016, 0.016; 3 = 0.005, 0.003; a = map cracking, b = 0.010, 0.005, 0.007. a, b, and c were in the 66’ to 71’ range.

84


Structure Number: 012-0008 Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 9/12/08 Number of Spans: 3 Span Lengths See below Total: 161 ft Deck Width: 40 ft Beam Type: PPC-I Steel Other Beam Spacing: 7’5” Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral





Skew: Y N Angle: 20° Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: Transverse cracks were observed on the bottom of the deck at a spacing of 4’ – 6’ or more. Longitudinal Cracking: Longitudinal cracks were visible on the deck top and bottom. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1&3) 51ft4in., 2)52ft3in. Average rating. Mix Design Information: (from MISTIC) Mix Design Number: 85PCC2230 Coarse Aggregate Source: Lincoln Park Stone CM 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: S & G Excavating FA 01

Fine Aggregate Source: N/A

HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source: Elkem Materials, Inc.

85

Clark County – SN# 012-0008 – 10/1/2003

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0 feet

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100 feet

WI-70 over Crooked Creek – WB

SN # 012-0008

50’ 0.005

0.016

21’ 0.013

40’ 0.005

64’ 0.060 - 0.010

54’ 0.016 – 0.020

47’ 0.007

12’ 0.009

43’ 0.013

32’ 0.010

52’ 0.020

39’ 0.01638’ 0.016

51’ 0.020

52’ 0.010 54’ 0.016

56’ 0.007

50’ 0.010

57’ 0.007

65’ 0.013

59’ 0.013

55’ 0.016

0.013

91’ 0.016

68’ 0.013

78’ 0.013

74’ 0.007

59’ 0.010

67’ 0.016 – 0.009

71’ 0.060

76’ 0.060

95’ 0.013

81’ 0.060

83’ 0.060

89’ 0.060

94’ 0.060

0.007

99’ 0.020

94’ 0.030

97’ 0.013

90’ 0.06089’ 0.013

66’ 0.016

0.040

84’ 0.060

72’ 0.013

10’ 12’ 6’12’

86


100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

W

103’ 0.016105’ 0.020

107’ 0.025 108’ 0.009

100’ 0.007102’ 0.009102’ 0.005

104’ 0.009

112’ 0.016

115’ 0.060115’ 0.060

110’ 0.013

115’ 0.013

121’ 0.025120’ 0.009

127’ 0.060

133’ 0.016

140’ 0.020

147’ 0.060

152’ 0.016154’ 0.013

100’ 0.016 - 0.0090.013 – 0.0160.010

107’ 0.0100.0070.013

I-70 over Crooked Creek - WB

10’ 12’ 6’12’

87


Structure Number: 012-0009 Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 9/12/08 Number of Spans: 3 Span Lengths See below Total: 161 ft Deck Width: 40 ft Beam Type: PPC-I Steel Other Beam Spacing: 7’5” Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral





Skew: Y N Angle: 20° Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: Transverse cracks were observed on the bottom of the deck at a spacing of 4’ – 6’ or more. Longitudinal Cracking: Longitudinal cracks were visible on the deck top and bottom. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1&3) 51ft4in., 2)52ft3in. Above average rating. Mix Design Information: (from MISTIC) Mix Design Number: Coarse Aggregate Source: Crushed Stone Gravel Coarse Aggregate Source: Crushed Stone Gravel Fine Aggregate Source: Fine Aggregate Source: HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source:

88


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EI-70 over Crooked Creek – EB

SN # 012-0009

1’ 0.007

11’ – 14’ 0.007

41’ 0.00546’ 0.013

49’ 0.00751’ 0.010

54’ 0.005

61’ 0.007

1’ – 8’ 0.007

0.005

45’ 0.009

4’ 0.007

51’ 0.00553’ 0.007

54’ 0.01357’ 0.007

59’ 0.007

41’ 0.005

66’ 0.009

69’ 0.013

77’ 0.013

71’ 0.009

56’ 0.010

70’ 0.007

62’ 0.007

79’ 0.005

84’ 0.009

94’ 0.010

86’ 0.010

77’ & 78’ 0.007

92’ 0.013

98’ 0.007 98’ 0.007

85’ 0.007

0.005

0.0050.007

0.009

0.007

0.010

0.0070.005

0.005

0.016

0.005

0.010 0.007

Cont. to 102’

0.005

0.007 0.005

12’ 12’ 6’10’

89


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E

101’ 0.009

I-70 over Crooked Creek - EB

102’ 0.005

105’ 0.005 105’ 0.005

109’ 0.013

114’ – 115’ 0.003

0.007

156’ 0.005

0.0070.005

0.010109’ 0.010

157’ 0.005

106’ 0.010

102’ 0.005

117’ 0.013

0.005

0.009

0.009

0.0100.0050.0100.005

12’ 12’ 6’10’

90


Structure Number: 012-0025 Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 9/12/08 Number of Spans: 4 Span Lengths See below Total: ~306’ Deck Width: 55’ 6” Beam Type: PPC-I Steel Other Beam Spacing: 6’ 6¾” (8 spaces) Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 25,400 (2007) Stage Construction: Y N Skew: Y N Angle: 41° 27’ 43” Pour Dates: Stage 1, 2002 Stage 2, 2002 Description of Cracking: Average Transverse Crack Distance: Transverse cracks were observed at a spacing of 6’ – 8’ under the deck. Longitudinal Cracking: Mapping longitudinal cracks were observed on top of the deck and longitudinal cracks were observed under the deck. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: End Spans – 56’ 1½” and 55’ 6”; Interior Spans – 93’ 8½” From MISTIC: HPC Bridge Deck Mix with retarder and high range water reducer Mix Design Information: (from MISTIC) Mix Design Number: 85PCC2230 Coarse Aggregate Source: Lincoln Park Stone (CM 11) Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: S & G Excavating (FA 01) Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source: Elkem Materials, Inc.

91


Structure Number: 012-0052 Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 9/12/08 Number of Spans: 3 Span Lengths See below Total: 240’6” Deck Width: 40’ Beam Type: PPC-I Steel Other Beam Spacing: 7’2½” Date of Beam Erection: 2003 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 25,400 (2007) Stage Construction: Y N Skew: Y N Angle: Pour Dates: Stage 1, 2003 Stage 2, Description of Cracking: Average Transverse Crack Distance: Cracks were 2’ – 3’ apart on top of the deck and were spalling. Mapping cracks were also observed on top and bottom. Longitudinal Cracking: On top, the longitudinal cracks traveled the entire length at the approach slabs every 2’ -3’ of deck width. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span lengths: 1&3) 71’11”, 2) 92’0” Bridge Deck Mix Design consisted partially of crushed gravel and included retarder and HRWR. This was the dual structure that was “patched”. Mix Design Information: (from MISTIC) Mix Design Number: 85PCC8461 Coarse Aggregate Source: Lawrence Gravel CA 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Lawrence Gravel FA 01 Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source: Elkem Materials, Inc.

92

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I-70 Over Mill Creek (EB)SN# 012-0052E

75’ 0.003

61’ 0.002 through deck drain

#85’

#74’

#62’

#74’

21.6’21.6’


93


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I-70 Over Mill Creek (EB)E

135’ 0.003

161’ 0.007

164’ 0.010

0.003

168’ 0.007

#109’

#134’

#155’

#178’

#195’

#125’

#142’

#165’

#153’

#176’

21.6’21.6’

94

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I-70 Over Mill Creek (EB)E

#212’

#202’

#214’

21.6’21.6’

Clark County – SN# 012-0052 – Surveyed 5/21/2003 The “#” symbol represents cracks in the parapet only.

95


Structure Number: 012-0053 Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 9/12/08 Number of Spans: 3 Span Lengths See below Total: 240’6” Deck Width: 40’ Beam Type: PPC-I Steel Other Beam Spacing: 7’2½” Date of Beam Erection: 2003 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 25,400 (2007) Stage Construction: Y N Skew: Y N Angle: Pour Dates: Stage 1, 2003 Stage 2, Description of Cracking: Average Transverse Crack Distance: Cracks were 2’ – 3’ apart on top of the deck and were spalling. Mapping cracks were also observed on top and bottom. Longitudinal Cracking: On top, the longitudinal cracks traveled the entire length at the approach slabs every 2’ -3’ of deck width. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span lengths: 1&3) 71’11”, 2) 92’0” Bridge Deck Mix Design consisted partially of crushed gravel and included retarder and HRWR. This was the dual structure that was “patched”. Mix Design Information: (from MISTIC) Mix Design Number: 85PCC8461 Coarse Aggregate Source: Lawrence Gravel CA 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Lawrence Gravel FA 01 Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source: Elkem Materials, Inc.

96

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I-70 Over Mill Creek (WB)SN# 012-0053W

0.005 0.007

44’ 0.010 44’ 0.009

40’ 0.007

85’ 0.007*

51’ 0.020

48’ 0.007

60’ 0.016*

44’ 0.005

70’ 0.010

85’ 0.007*

72’ 0.00771’ 0.007

68’ 0.013

60’ 0.007*

21.6’21.6’


97

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I-70 Over Mill Creek (WB)W

156’ 0.007*

189’ 0.003*

165’ 0.010

101’ 0.005

169’ 0.010 168’ 0.010

165’ 0.010

164’ 0.007

180’ 0.010*

150’-155’ 0.013

155’ 0.005

153’ 0.007*

176’ 0.005*

152’ 0.007

169’ 0.005

109’ 0.003*

119’ 0.005*

144’ 0.002*

132’ 0.003*

121’ 0.003*

167’ 0.010

142’ 0.005*

129’ 0.005* 128’ 0.007

110’ 0.005

101’ 0.007

112’ 0.005

21.6’21.6’


98

Clark County – SN# 012-0053 – Surveyed 10/1/2003 * Crack traversed through deck drain.

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I-70 Over Mill Creek (WB)E

21.6’21.6’

99





ADT @ time bridge was built: 10,600 (2007) Stage Construction: Y N Skew: Y N Angle: 13°06’49” Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: On top, transverse cracks nearly every 3’ – 6’ along the bridge deck. Some cracks were more than 6’ apart. On bottom, cracks were very visible and severe. Longitudinal Cracking: Longitudinal cracks were observed on top but with longer spacing than transverse. A few severe longitudinal cracks were seen on the bottom of the deck. Bridge Joint Cracking / Integral Abutment Cracking: Cracking is fairly severe near the ends of the structure. Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1&4) 41ft3in., 2&3) 44ft0in. Average rating. Mix Design Information: (from MISTIC) Mix Design Number: 85PCC2230 Coarse Aggregate Source: Lincoln Park Stone CM 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: S & G Excavating FA 01 Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source: Elkem Materials, Inc.

100

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EI-70 over Rte. 1 – EB

SN# 012-0054

17’ 0.007

26’ 0.009

33’ 0.00735’ 0.010

46’ 0.00744’ 0.013

0.009

60’ 0.010

2’ 0.007

12’ 0.013

1’ 0.005

8’ 0.009

1’ 0.0072’ 0.009

5’ 0.007

8’ 0.007

12’ 0.0160.00711’ 0.00513’ 0.005

8’ 0.013

15’ 0.016-0.013

19’ 0.010

22’ 0.007 23’ 0.01328’ 0.010

30’ 0.007 0.00934’ 0.013

0.007

39’ 0.010

30’ 0.010

39’-38’ 0.01337’ 0.010

43’ 0.007

39’ 0.007

40’ 0.005-0.010

36’ 0.013

42’ 0.007

52’ 0.013

0.009

57’ 0.009

49’ 0.010

0.005

0.007 0.007

48’ 0.00550’ 0.007

0.007

56’ 0.007

43’ 0.007

78’ 0.010

53’ 0.010

62’ 0.01365’ 0.009

67’ 0.013

73’ 0.009

62’ 0.020

56’ 0.013

0.007

59’ 0.007

80’ 0.010

83’ 0.02086’ 0.010 89’ 0.005

95’ 0.007

67’ 0.020

0.010

0.007

0.007

0.010

0.005

0.0050.005

0.010

99’ 0.020

101’ 0.010

91’ 0.007 90’ 0.005

76’ 0.00578’ 0.01681’ 0.009

86’ 0.009

69’ 0.010

0.007

0.009

0.013

89’ 0.016

93’ 0.010

82’ 0.009

21.6’21.6’


101

Clark County – SN# 012-0054 – Surveyed 10/1/2003 The southwest corner was chipped off.

This was a partial deck survey due to time constraints and traffic conditions.

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EI-70 over Rte. 1 - EB

0.005 102’ 0.0130.0050.005

101’ 0.010

0.007 104’ 0.009105’ 0.020

99’ 0.020

0.0050.010

0.0100.005

21.6’21.6’

102


Structure Number: 012-0055 Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 9/12/08 Number of Spans: 4 Span Lengths See below Total

175’6”

Deck Width: 40’0” Beam Type: PPC-I Steel Other Beam Spacing: 7’2½” Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 10,600 (2007) Stage Construction: Y N Skew: Y N Angle: 13°06’49” Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: On top, transverse cracks nearly every 3’ – 6’ along the bridge deck. Some cracks were more than 6’ apart. On bottom, cracks were very visible and severe. Longitudinal Cracking: Longitudinal cracks were observed on top but with longer spacing than transverse. A few severe longitudinal cracks were seen on the bottom of the deck. Bridge Joint Cracking / Integral Abutment Cracking: Cracking is fairly severe near the ends of the structure. Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1&4) 41ft3in., 2&3) 44ft0in. Average rating. Mix Design Information: (from MISTIC) Mix Design Number: 85PCC2230 Coarse Aggregate Source: Lincoln Park Stone CM 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: S & G Excavating Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source: Elkem Materials, Inc.

103


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WI-70 over Route 1 – WB

SN# 012-0055

21.6’21.6’

40’ 0.007

41’ 0.005 – 0.010

78’ 0.007

46’ 0.010

80’ 0.010

58’ 0.007

87’ 0.007

68’ 0.010

83’ 0.007

64’ 0.007

104


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I-70 over Route 1 - WB

21.6’21.6’

160’ 0.010

133’ 0.007

145’ 0.025

5’ long 0.016

126’ - 128’ 0.007

114’ 0.005

105’ 0.009

131’ 0.060

153’ 0.007

131’ - 128’ 0.007 – 0.005

110’ 0.016

105’ 0.005

114’ 0.005

105

Cook County

106


Structure Number: 016-2720 Inspected By: DAD, JAB Responsible District: 1 Date Inspected: 8/23/11 Number of Spans: 3 Span Lengths 1&3)21.4m,2)17.0m Total

62.7m

Deck Width: 15.2m Beam Type: PPC-I Steel Other Beam Spacing: 2.022m Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 32,200 (2007) Stage Construction: Y N Skew: Y N Angle: 45° Pour Dates: Stage 1, 07/2002 Stage 2, 10/2002 Description of Cracking: Average Transverse Crack Distance: NB: cracking observed at 3’-4’ spacing in midspan and 5’-6’ spacing at ends. SB: cracking observed at 3’-5’ spacing in midspan and 4’-6’ spacing at ends. Longitudinal Cracking: Longitudinal cracking observed in SB lanes. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Yes Other Observations: The southbound (SB) lanes were poured in Stage I and the northbound (NB) lanes were poured in Stage II. Stage I exhibited more cracking than Stage II.

Mix Design Information: (from MISTIC) Mix Design Number: 71PCCFR05 Coarse Aggregate Source: Material Service Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Midwest Material Fine Aggregate Source: N/A HRM Source: Engelhard Corporation Cement Source: GGBF Slag Source: Holcim (US) Inc. Fly Ash Source: Microsilica Source:

107

Cook County – SN# 016-2720 – Surveyed 10/22/2002

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25TH Avenue over Addison CreekSN # 016-2720N

2’L @ 93’

32.8’32.8’

108


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25th Avenue over Addison CreekN

3’L @ 115’

Plastic shrinkage cracking @ 170’

Plastic shrinkage cracking around drain @ 115’

32.8’32.8’

109

Cook County – SN# 016-2720 – Surveyed7/29/2004

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N 25th Ave. over Addison CreekSN# 016-2720

54’

32.8’32.8’

110


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N

106”

25th Ave. over Addison Creek

32.8’32.8’

111


Structure Number: 016-2740 Inspected By: DAD, JAB Responsible District: 1 Date Inspected: 8/23/11 Number of Spans: 4 Span Lengths See below Total: 151.99m Deck Width: 15.2m Beam Type: PPC-I Steel Other Beam Spacing: 1.88m (9 spaces), 2.12m (1 space) Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 32,200 (2007) Stage Construction: Y N Skew: Y N Angle: Pour Dates: Stage 1, 05/2002 Stage 2, 2002 Description of Cracking: Average Transverse Crack Distance: No transverse cracks observed under the deck. On top, WB, few transverse cracks were observed and EB, 2 or 3 transverse cracks were observed. Longitudinal Cracking: none Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span lengths: 1&4)37.4m, 2&3)37.7m Beam: PCC Bulb-T

WB is westbound and EB is eastbound. Mix Design Information: (from MISTIC) Mix Design Number: 71PCCFR05 Coarse Aggregate Source: Material Service Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Midwest Material Fine Aggregate Source: N/A HRM Source: Engelhard Corporation Cement Source: GGBF Slag Source: Holcim (US) Inc. Fly Ash Source: Microsilica Source:

112


Structure Number: 016-0983 Inspected By: DAD, JAB Responsible District: 1 Date Inspected: 8/24/11 Number of Spans: 3 Span Lengths 14.9m, 41.3m Total: 72.6m Deck Width: 21.6m Beam Type: PPC-I Steel Other Beam Spacing: 2.08m Date of Beam Erection: 2003 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 144,100 (2007) Stage Construction: Y N Skew: Y N Angle: 16° Pour Dates: Stage 1, 2003 Stage 2, 2003 Description of Cracking: Average Transverse Crack Distance: On top, transverse cracks observed at 3’-4’ spacings in midspan and about 5±’ apart at ends. Few transverse cracks were observed near approach with many cracks in midspan under deck. Longitudinal Cracking: none Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Mix Design Information: (from MISTIC) Mix Design Number: 71PCCFR08 Coarse Aggregate Source: Material Service Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Bluff City Materials Fine Aggregate Source: N/A HRM Source: Engelhard Corporation Cement Source: GGBF Slag Source: Holcim (US) Inc. Fly Ash Source: Microsilica Source:

113


Structure Number: 016-0982 Inspected By: DAD, JAB Responsible District: 1 Date Inspected: 8/24/11 Number of Spans: 3 Span Lengths 14.9m, 41.3m Total: 72.6m Deck Width: 21.6m Beam Type: PPC-I Steel Other Beam Spacing: 2.08m Date of Beam Erection: 2003 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 144,100 (2007) Stage Construction: Y N Skew: Y N Angle: 16° Pour Dates: Stage 1, 2003 Stage 2, 2003 Description of Cracking: Average Transverse Crack Distance: On top, transverse cracks observed at 3’-4’ spacings in midspan and about 5±’ apart at ends. Few transverse cracks were observed near approach with many cracks in midspan under deck. Longitudinal Cracking: No longitudinal cracking observed underneath. Longitudinal cracking observed on bridge approach on north end. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Mix Design Information: (from MISTIC) Mix Design Number: 71PCCFR05 Coarse Aggregate Source: Material Service Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Midwest Material Fine Aggregate Source: N/A HRM Source: Engelhard Corporation Cement Source: GGBF Slag Source: Holcim (US) Inc. Fly Ash Source: Microsilica Source:

114


Structure Number: 016-0979 Inspected By: DAD, JAB Responsible District: 1 Date Inspected: 8/24/11 Number of Spans: 3 Span Lengths 13.2m,23.9m,12.7m Total: 51.3m Deck Width: 25.01m Beam Type: PPC-I Steel Other Beam Spacing: 1.02m, 1.98m, 1.49m Date of Beam Erection: 2003 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 164,000 (2007) Stage Construction: Y N Skew: Y N Angle: 1°04’28” Pour Dates: Stage 1, 2003 Stage 2, 2003 Description of Cracking: Average Transverse Crack Distance: On top and bottom, numerous transverse were observed at 1’-3’ spacings. Longitudinal Cracking: none Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Mix Design Information: (from MISTIC) Mix Design Number: 71PCCFR05 Coarse Aggregate Source: Material Service Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Midwest Material Fine Aggregate Source: N/A HRM Source: Engelhard Corporation Cement Source: GGBF Slag Source: Holcim (US) Inc. Fly Ash Source: Microsilica Source:

115

Fayette County

116


Structure Number: 026-0034 Inspected By: DAD, DHT, JAB Responsible District: 7 Date Inspected: 7/22/09 Number of Spans: 4 Span Lengths See below Total: 429’ Deck Width: 64’ Beam Type: PPC-I Steel Other Beam Spacing: 7’6” Date of Beam Erection: 2002&2003 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 4,100 (2007) Stage Construction: Y N Skew: Y N Angle: Pour Dates: Stage 1, 2002 Stage 2, 2003 Description of Cracking: Average Transverse Crack Distance: Stage I is “badly” cracked every 2’ to 3’ on average. With Stage II, faint cracking 7’ – 8’ apart on average. Stage II is not cracked as much as Stage I. Longitudinal Cracking: Longitudinal cracks were observed every 4’ on Stage I. Stage II had cracks but not as much as Stage I. Map cracking was also observed. Bridge Joint Cracking / Integral Abutment Cracking: Cracking around bridge joints on top of deck. Faint and sporadic cracking occurred near abutments. Cracking over Piers: Faint cracking was seen over the piers. If staged construction, noticeable difference of crack severity between stages: Other Observations: Span lengths: 1&4) 84’0”, 2&3) 108’0” Eastbound Lanes Deck & Parapet instrumented. On top of the bridge deck, around the middle, cracks were evident every 3’ – 5’ then occurred sporadically throughout the deck. Mix Design Information: (from MISTIC) Mix Design Number: 87PCC5141 Coarse Aggregate Source: Pana Limestone (CA 11) Crushed Stone Gravel Coarse Aggregate Source: Material Service (CA 16) Crushed Stone Gravel Fine Aggregate Source: Central Ill. Material (FA 01) Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Lafarge N. America Microsilica Source: W. R. Grace & Company

117

Fayette County – SN# 026-0034 – Surveyed 11/14/2002,12/12/2002

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US 40 & 51 over Kaskaskia RiverSN # 026-0034E

5’L @ 98’ 0.009

#85’

#70’

32’

118

Fayette County – SN# 026-0034 – Surveyed 11/14/2002,12/12/2002

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US 40 & 51 over Kaskaskia RiverE

193’ 0.007

#179’

#189’

32’

119

Fayette County – SN# 026-0034 – Surveyed 11/14/2002, 12/12/2002

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US 40 & 51 over Kaskaskia River E

5’L @ 288’ 0.005

@ 206’ 6”L, 1”D dent #207’

32’

120

Fayette County – SN# 026-0034 – Surveyed 11/14/2002, 12/12/2002 This bridge deck was surveyed on November 14, 2002, fulfilling a 28 day survey requirement.

This bridge deck was surveyed on December 12, 2002. The “#” symbol represents cracks in the parapet only.

300 feet

310 feet

320 feet

330 feet

340 feet

350 feet

360 feet

370 feet

380 feet

390 feet

300 feet

310 feet

320 feet

330 feet

340 feet

350 feet

360 feet

370 feet

380 feet

390 feetUS 40 & 51 over Kaskaskia River

E

4’L @ 316’ 0.003

32’

121

Fayette County – SN# 026-0034 – Surveyed 2003

0 feet

5 feet

10 feet

15 feet

20 feet

25 feet

30 feet

35 feet

40 feet

45 feet

50 feet

0 feet

5 feet

10 feet

15 feet

20 feet

25 feet

30 feet

35 feet

40feet

45 feet

50 feet

EUS 40 & 51 – Kaskaskia R.

SN# 026-0034

26.33’5.67’ 5.67’26.33’

21’ 0.020

5’ 0.009

30’ 0.009

50’ 0.010

3’ 0.010

15’ 0.007

24’ 0.010

46.5’ 0.03046’ 0.013

44’ 0.013

40’ 0.010

39’ 0.020

41’ 0.010

36’ 0.005

32’ 0.007

46’ 0.00947’ 0.016

122


50 feet

55 feet

60 feet

65 feet

70 feet

75 feet

80 feet

85 feet

90 feet

95 feet

100 feet

50 feet

55 feet

60 feet

65 feet

70 feet

75 feet

80 feet

85 feet

90 feet

95 feet

100 feet

E US 40 & 51 – Kaskaskia R.

96’ 0.010

52’ 0.013

85’ 0.025

81’ 0.013

54’ 0.007

55’ 0.007

58’ 0.007

62’ 0.007

65’ 0.005

67’ 0.007

70’ 0.005

72.5’ 0.00773’ 0.005

76’ 0.007

79’ 0.010

81’ 0.009

86’ 0.016

88.5’ 0.010

89’ 0.007

93’ 0.010 both94’ 0.009

95’ 0.010

97’ 0.005

51’ 0.01352’ 0.007

53’ 0.01654’ 0.02054.5’ 0.020

55’ 0.01655.5’ 0.013 56’ 0.007

59’ 0.016

0.010

50’ 0.010

58’ 0.016

70’ 0.013

66’ 0.005

0.005

62’ 0.016

69’ 0.016

65’ 0.016

66’ 0.016

68’ 0.016

60’ 0.013

72’ 0.020

0.013

74’ 0.013

77’ 0.013

78’ 0.016

0.016

80’ 0.016

86’ 0.016

88’ 0.016

90’ 0.016

91’ 0.020

100’ 0.007

95’ 0.016

98’ 0.013

97’ 0.01697.5’ 0.005

5.67’ 26.33’ 5.67’26.33’

123


100 feet

105 feet

110 feet

115 feet

120 feet

125 feet

130 feet

135 feet

140 feet

145 feet

150 feet

100 feet

105 feet

110 feet

115 feet

120 feet

125 feet

130 feet

135 feet

140feet

145feet

150 feet


129’ 0.005

99’ - 105’ 0.007

143’ 0.007142’ 0.010

140.5’ 0.005

117’ 0.009

103’ 0.007

105’ 0.005

107’ 0.005

109’ 0.005

120’ 0.007

116’ 0.007

150’

129’ 0.009

133’ 0.010

134’ 0.005

149’ 0.010

136’ 0.005

141’ 0.005

127’

102’ 0.016

107.5’ 0.007

111’ 0.013110’ 0.010

100’ 0.007

102.5’ 0.016

105’ 0.016

113’ 0.009

104’ 0.013

108’ 0.010

114.5’ 0.007

112’ 0.010

116’ 0.013

114’ 0.010

145’ 0.016

117’ 0.010

119.5’ 0.009120’ 0.007

115’ 0.009

117.5’ 0.007

123’ 0.010

116.5’ 0.016

119’ 0.010

124’ 0.020

150’ 0.009

128’ 0.013

144’ 0.013

121’ 0.016

134’ 0.010

130’ 0.007

135’ 0.013

140’ 0.016

137’ 0.009

148’ 0.009

5.67’ 26.33’ 5.67’26.33’

124

Fayette County - -SN# 026-0034 – Surveyed 2003

150 feet

155 feet

160 feet

165 feet

170 feet

175 feet

180 feet

185 feet

190 feet

195 feet

200 feet

150 feet

155 feet

160 feet

165 feet

170 feet

175 feet

180 feet

185 feet

190feet

195 feet

200 feet


176’ 0.007 & 0.013

190’ 0.007

178.5’ 0.005

186’ 0.016

0.007

172’ 0.007

151’ 0.020

150’

152’ 0.010

161’ 0.013

162’ 0.009

166’ 0.007

119’ 0.009

181’ 0.016

199’ 0.005

189’ 0.013

195’ 0.013

154’ 0.025

155’ 0.010

157’ 0.013

166.5’ 0.005

150’ 0.009

160’ 0.020

173’ 0.020

181’ 0.009

165’ 0.010

170’ 0.016

166’ 0.013

168’ 0.007

161’ 0.020

0.020

163’ 0.010

178’ 0.010

0.010

183’ 0.013

190’ 0.013

185’ 0.013

192’ 0.016

195’ 0.013

187’ 0.013

196’ 0.010197’ 0.005

198’ 0.007

200’ 0.016

194’ 0.007

5.67’ 26.33’ 5.67’26.33’

125


200 feet

205 feet

210 feet

215 feet

220 feet

225 feet

230 feet

235 feet

240 feet

245 feet

250 feet

200 feet

205 feet

210 feet

215 feet

220 feet

225 feet

230 feet

235 feet

240 feet

245 feet

250 feet


223’ 0.005 both

201’ 0.013

228’

231’ 0.016

200’ 0.016

249’ 0.009

246’ 0.009

244’ 0.007

241’ 0.007

240’ 0.013

238’ 0.013

235’ 0.013

225’ 0.013

220’ 0.007

214’ 0.010

212’ 0.009

237’ 0.016

204’ 0.010

203’ 0.010

227’ 0.007

205’ 0.010

0.020

209’ 0.010

233’ 0.005

214’ 0.007

217’ 0.009

212’ 0.010

207’ 0.013

220’ 0.013

218’ 0.007

224’ 0.040

219’ 0.010

231’ 0.010

243’ 0.007

228’ 0.030

234’ 0.020

247’ 0.013

232’ 0.010

248’ 0.020

241’ 0.016

240’ 0.010

236’ 0.013

244’ 0.010

5.67’ 26.33’ 5.67’26.33’

126


250 feet

255 feet

260 feet

265 feet

270 feet

275 feet

280 feet

285 feet

290 feet

295 feet

300 feet

250 feet

255 feet

260 feet

265 feet

270 feet

275 feet

280 feet

285 feet

290 feet

295 feet

300 feet


259’ 0.007

273’ 0.007

279’ 0.007

284’ 0.007

281’ 0.009

300’ 0.010

298’ 0.010

292’ 0.007

290’ 0.005

289’ 0.007

285’ 0.007

270’ 0.010

269’ 0.013

266’ 0.007

255.5’ 0.016

265’ 0.016

258’ 0.016

260’ 0.009

253.5’ 0.013

251’ 0.013

0.016

272’ 0.020

254’ 0.010

256’ 0.010

255’ 0.016

252’ 0.013

264’ 0.013

265’ 0.013

266’ 0.013

261’ 0.016

276’ 0.016

270’ 0.025

267’ 0.013

268’ 0.016

273’ 0.010

277’ 0.009

278’ 0.007

280’ 0.013

299’ 0.013

292’ 0.007

285’ 0.010

294’ 0.010

286’ 0.010

283’ 0.016

300’ 0.016

288’ 0.010 287’ 0.013

296’ 0.013

290’ 0.016

5.67’ 26.33’ 5.67’26.33’

127


300 feet

305 feet

310 feet

315 feet

320 feet

325 feet

330 feet

335 feet

340 feet

345 feet

350 feet

300 feet

305 feet

310 feet

315 feet

320 feet

325 feet

330 feet

335 feet

340 feet

345feet

350 feet


318’ 0.010

322’ 0.016

327’ 0.010

332’ 0.005

348’ 0.009

346’ 0.009

343’ 0.010

341’ 0.007

337’ 0.016

329’ 0.009

314’ 0.007

318’ 0.009

311’ 0.013

309’ 0.010

308’ 0.010307’ 0.010

0.020

302’ 0.010

305’ 0.013

348’ 0.013

300’ 0.010301’ 0.016

323’ 0.013

304’ 0.016

321’ 0.016

0.007

312’ 0.020

308’ 0.016

315’ 0.016

313’ 0.009314’ 0.013

317’ 0.016

320’ 0.013

325’ 0.025

328’ 0.005

334’ 0.020

340’ 0.010

344’ 0.016

5.67’ 26.33’ 5.67’26.33’

128

Fayette County – SN# 026-0034 – Surveyed 2003 Only the driving lanes of this bridge deck were surveyed because of time constraints and traffic

safety concerns. Numerous cracks extended from the driving lanes into the passing lanes.

350feet

355 feet

360feet

365 feet

370 feet

375feet

380feet

385 feet

390 feet

350 feet

355 feet

360 feet

365 feet

370 feet

375 feet

380 feet

385 feet

390 feet


368’ 0.005

351’ 0.009

380’ 0.009 0.009

374’ 0.010

372’ 0.010

363’ 0.010

352’ 0.007

5.67’ 5.67’26.33’26.33’

129

Fayette County – SN# 026-0034 – Surveyed 10/17/2008

0 feet

5 feet

10 feet

15 feet

20 feet

25 feet

30 feet

35 feet

40 feet

45 feet

50 feet

0 feet

5 feet

10 feet

15 feet

20 feet

25 feet

30 feet

35 feet

40 feet

45 feet

50 feet

WU.S. 40 & 51- Vandalia (EB)

SN# 026-0034

5’ 0.013

13’ 0.016 all 3

0.010

0.010

0.016

10’ -16’ 0.013

22’ 0.016

3’ 0.020 – 0.016

25’ 0.013

34’ 0.020

36’ 0.01635’ 0.016

30’ 0.010

33’ 0.016

48’ 0.010

0.013

0.010

18’ 0.013 - 0.020

27’ 0.016

9’ 0.010

2’ 0.010

0.016

0.013

6’ 0.010

18’ 0.010

0.016 – 0.013

22’ 0.010

31’ 0.020

28’ 0.013

48’ 0.016

40’ 0.010

42’ 0.013

10’ 0.020

0.010

6’ 0.016 0.0100.010

0.010

4’ 0.013

3’ 0.016

8’ 0.016

17’ 0.016

14’ 0.013

7’ 0.010

13’ 0.016

19’ 0.016

23’ 0.010

16’ 0.016

0.013

0.013

16’ 0.013

20’ 0.016

0.010

0.016

0.010

0.010

0.013

24’ 0.020

21’ 0.010

0.010 0.01024’

27’ 0.016 – 0.010

30’ 0.010 0.016

0.01331’ 0.016

39’ 0.01638’ 0.016 – 0.020

40’ 0.016

38’ 0.016

0.010

0.0100.010

0.010

0.010

42’ 0.010 both

43’ 0.010

49’ 0.013

44’ 0.013

49’ 0.016 – 0.020

47’ 0.016

44’ 0.013

49’ 0.010

44’ 0.010 43.5’ 0.013

42.5’ 0.013

48’ 0.016

42.5’ 0.013

45’ 0.013

47’ 0.01048.5’ 0.013

47’ 0.01046’ 0.013

49’ 0.013

46’ 0.013

25’

f

a

d

b

c

e

0.010

0.013

0.013

5.7’ 14.2’12.2’

130


50 feet

55 feet

60 feet

65 feet

70 feet

75 feet

80 feet

85 feet

90 feet

95 feet

100 feet

50 feet

55 feet

60 feet

65 feet

70 feet

75 feet

80 feet

85 feet

90 feet

95 feet

100 feet

W U.S. 40 & 51- Vandalia (EB)

b

a 0.010

64’ 0.013

51’ 0.013

52’ 0.01352’ 0.013

55’ 0.020

57’ 0.01657.5’ 0.016

59’ 0.013

63’ 0.013

52’ 0.013 – 0.016

54’ 0.01653’ 0.016 53’ 0.010

54’ 0.016

58’ 0.01659’ 0.013

51’ 0.013 – 0.016

63’ 0.013 – 0.016

60’ 0.013

0.010

0.010

0.010

0.0100.040

0.01063.5’ 0.013

69’ 0.013

64’ 0.013

60’ 0.016

0.010

0.010

0.010

0.016

0.01064’ 0.013

65’ 0.010

66.5’ 0.016

69.5’ 0.010 0.010

0.010

0.010

70’ 0.010

77’ 0.013

68’ 0.010

0.010

0.010

71’ 0.016

73’ 0.01673’ 0.013

75’ 0.013

71’ 0.013

61’ 0.016

67’ 0.013

65’ 0.013

74’ 0.013

67’ 0.013

71’ 0.016

74.5’ 0.01075’ 0.010 75.5’ 0.010

74’ - 76’ 0.016 - 0.010

78’ 0.010

73’ 0.010

78’ 0.01079’ 0.013

80’ 0.01081’ 0.010

82’ 0.010 82’ 0.010

84’ 0.013 – 0.01085’ 0.013

77’ 0.013

0.030

0.010

0.010

75.5’ 0.016

0.010

76’ 0.013

0.013

0.010

78’ 0.013

81’ 0.01382’ 0.013

84’ 0.013

80’ 0.010

0.010

0.010

84’ 0.010

86’ 0.0130.016

83’ 0.010

87’ 0.016

0.010

0.010

0.010

*

*

88’ 0.01089’ 0.013

87’ 0.02089’ 0.013

0.010

91’ 0.010 90’ 0.01690’ 0.016 90’ 0.01391’ 0.01692’ 0.016

93’ 0.016 93’ 0.016 93’ 0.016

96’ 0.016

98’ 0.010

95’ 0.013

87’ 0.020

0.010

*

*

0.010

0.010

0.010 *

99’ 0.01399.5’ 0.01699’ 0.01698’ 0.016

97’ 0.01695’ 0.013

*

*

5.7’ 12.2’ 14.2’

131


100 feet

105 feet

110 feet

115 feet

120 feet

125 feet

130 feet

135 feet

140 feet

145 feet

150 feet

100 feet

105 feet

110 feet

115 feet

120 feet

125 feet

130 feet

135 feet

140 feet

145 feet

150 feet


*

*102’ 0.016 – 0.020

101’ 0.013 – 0.016

0.010103’ 0.020

105’ 0.016

101’ 0.010

105’ 0.016

108.5’ 0.016

104’ 0.013105’ 0.016

106’ 0.016*

*

*

*

*

107’ 0.013

108’ 0.013

114’ 0.013

111’ 0.013 – 0.020111’ - 123’ 0.013

108’ 0.010

110’ 0.013

113.5’ 0.013

115’ 0.016

113’ 0.013

117’ 0.013

115’ 0.013

117’ 0.016

119’ 0.010

121’ 0.016

114’ 0.013

119’ 0.016

124’ 0.010

118’ 0.016

122’ 0.010

124’ 0.013

121’ 0.016 – 0.020120’ 0.016

123’ 0.013

125’ 0.010

0.010

126’ 0.013

127’ 0.010128’ 0.010

123’ 0.010

0.0160.016

0.010

134’ 0.016 - 0.013

133’ 0.016

130’ 0.013

140’ 0.010

131’ 0.013

136’ 0.010137’ 0.010

140’ 0.016

139’ 0.010

144’ 0.013 – 0.016

141’ 0.010

145’ 0.010

142’ 0.013

144’ 0.016

148’ 0.010149’ 0.010

150’ 0.013

147’ 0.013147’ 0.013

150’ 0.010

149’ 0.013149’ 0.013148’ 0.013

147’ 0.013

129’ 0.013

141’ 0.013

138’ 0.013

135’ 0.013

133’ 0.010

133’ 0.010

126’ 0.016

130’ 0.013

5.7’14.2’12.2’

132


150 feet

155 feet

160 feet

165 feet

170 feet

175 feet

180 feet

185 feet

190 feet

195 feet

200 feet

150 feet

155 feet

160 feet

165 feet

170 feet

175 feet

180 feet

185 feet

190 feet

195 feet

200 feet


*

*

*

151’ 0.010151’ 0.010

155’ 0.013 all 3

151’ 0.010

150’ 0.010

154’ 0.010

150’ 0.013

159.5’ 0.010

151’ 0.010

155.5’ 0.010156’ 0.010156’ 0.016

158’ 0.013

152’ 0.013

157’ 0.010157’ 0.010156’ 0.013

155’ 0.013

0.013

156’ 0.013

0.013

156’ 0.010

159.5’ 0.013

159’ 0.013

164.5’ 0.010

160’ 0.010

162’ 0.013

161’ 0.013

169’ 0.010, 0.010 & 0.013

164’ 0.013162’ 0.010 162’ 0.013

163.5’ 0.013

165’ 0.010 all 3

167’ 0.013 166’ 0.013

161’ 0.010

167’ 0.016

169’ 0.013168’ 0.016

166’ 0.016

183’ 0.010

165’ 0.010 & 0.013

171’ 0.013

175’ 0.013

174’ 0.013173’ 0.016

175’ 0.016176’ 0.013

180’ 0.013180’ 0.013

178.5’ 0.016

0.013

168’ 0.016

170’ 0.013 - 0.016

0.013

0.010

180’ 0.016

183’ 0.016184’ 0.013

189’ 0.016

178’ 0.016

180.5’ 0.016

188’ 0.010 all 3

181’ 0.010

184’ 0.013

186’ 0.016 – 0.013

177’ 0.010

172’ 0.013 - 0.016

0.010

0.013

0.010

182’ 0.010

190’ 0.013

192’ 0.016192’ 0.016 – 0.013193’ 0.016

195’ 0.013 195’ 0.013

186’ 0.020

198’ 0.013 198.5’ 0.013

199’ 0.010200’ 0.013

198.5’ 0.010

194’ 0.013

200’ 0.010

199’ 0.010 all 3198’ 0.013

196’ 0.010 both

199’ 0.013

0.010

0.010

0.010

191’ 0.013

187’ 0.010

0.010 0.010

189’ 0.013

190’ 0.010 190’ 0.013

*

*

5.7’14.2’12.2’

133


200 feet

205 feet

210 feet

215 feet

220 feet

225 feet

230 feet

235 feet

240 feet

245 feet

250 feet

200 feet

205 feet

210 feet

215 feet

220 feet

225 feet

230 feet

235 feet

240 feet

245 feet

250 feet


*

*

**

*

*

*

*

200’ 0.013200’ 0.010 201’ 0.013201’ 0.010 202’ 0.013

203’ 0.016 – 0.010

205’ 0.010204’ 0.010

206’ 0.010207’ 0.0100.010

201’ 0.010202’ 0.010

203’ 0.0130.010204’ 0.010

205’ 0.010206’ 0.010

207’ 0.010208’ 0.010 209’ 0.010209’ 0.010

244’0.010 all 3

215’ 0.010 both209’ 0.010

212’ 0.013

210’ 0.010

207’ 0.013

212’ 0.010

215’ 0.030

214’ 0.013

212’ 0.010 212’ 0.013

214’ 0.010

215’ 0.0130.010

210’ 0.013

0.010

0.0100.010

0.010

215’ 0.013 216’ 0.010216’ 0.010

217’ 0.010218’ 0.010

219’ 0.010

222’ 0.013

213’ 0.013

224’ 0.010225’ 0.016

226’ 0.010

229’ 0.010229’ 0.010

235’ 0.010

232’ 0.01

220’ 0.010

233’ 0.010

217’ 0.010

231’ 0.010

238’ 0.010

240’ 0.010241’ 0.010241’ 0.010

243’ 0.010244’ 0.013 244’ 0.013

246’ 0.010

247’ 0.016248’ 0.013

249’ 0.013

236’ 0.013 – 0.016

250’ 0.013

234’ 0.013

241’ 0.010242’ 0.010

241’ 0.010

231’ 0.013

223’ 0.010 both

248’ 0.016247’ 0.013

249’ 0.013

0.013

0.0100.010

0.010

246’ 0.010

0.010 all 3

0.010

250’ 0.016 – 0.010

238’ 0.013237’ 0.013237’ 0.010

239’ 0.013 – 0.016

236’ 0.013

228’ 0.016

233’ 0.013

0.010

234’ 0.016

230’ 0.016

227’ 0.013

224’ 0.013223’ 0.013

220’ 0.013

219’ 0.013218’ 0.010

0.010

5.7’14.2’12.2’

134

Fayette County – SN# 026-0034 – Surveyed 10/17/2008 The survey did not cover the entire deck because of time constraints.

Maintaining traffic safety and minimizing traffic disruptions became more challenging as the survey progressed.

Areas of longitudinal cracking: a= 49’- 59’ 0.010, b= 48’ – 55’ 0.010, c= 46’ – 48’ 0.010, d= 43’ – 48.5’ 0.010, e= 42.5’ - 45’ 0.010, f= 42.5’ – 43.5’ 0.010

* This symbol denotes areas of numerous hairline cracks located very close together. The measurements of the cracks were 0.010.

250 feet

255 feet

260 feet

265 feet

270 feet

275 feet

280 feet

285 feet

288 feet

250 feet

255 feet

260 feet

265 feet

270 feet

275 feet

280 feet

285 feet

288 feet


*

0.016

258’ 0.010 all 3

250’ 0.016 – 0.010 250’ 0.013

252’ 0.010

261’ 0.013

252’ 0.013252’ 0.010 – 0.013

255’ 0.016 255’ 0.010

257’ 0.010

255’ 0.010 all 3

257’ 0.010

263’ 0.013

259’ 0.010259’ 0.013

278’ 0.010

262’ 0.013

268’ 0.016

264’ 0.013

270’ 0.013

269’ 0.013

264’ 0.013

278’ 0.010

0.010

277’ 0.013

270’ 0.016

274’ 0.013

279’ 0.010

283’ 0.010

275’ 0.010

0.013

0.010 0.010

273’ 0.010

0.010

272’ 0.013

280’ 0.013

282’ 0.010

276’ 0.013

5.7’14.2’12.2’

135


0 feet

5 feet

10 feet

15 feet

20 feet

25 feet

30 feet

35 feet

40 feet

45 feet

50 feet

0 feet

5 feet

10 feet

15 feet

20 feet

25 feet

30 feet

35 feet

40 feet

45 feet

50 feet

W U.S. 40 & 51- Vandalia (WB)SN# 026-0034

0.013

25’ 0.013

15’ 0.020

9’– 12’ 0.010

0.013

0.010

0.010

0.013

16’ 0.013

20’ 0.016

5’ 0.010

24’ 0.010

31’ 0.013

34’ 0.013

0.01032’ 0.016

36’ 0.01336’ 0.013

37’ 0.013

29’ 0.010

33’ 0.013

44’ 0.010

34’ 0.013

41’ 0.013

50’ 0.013

46’ 0.013

42’ 0.020

0.01049’ 0.010

45’ 0.013

0.013

0.010 0.010

0.010

0.010

48’ 0.013

0.010

28’ 0.016

8’ 0.013

4’ 0.010

25’ 0.010

8’– 22’ 0.010

7’ 0.010

16’ 0.010

25’ 0.010

21’ 0.010

31’ 0.010

30’ 0.013

46’ 0.013

33’ 0.010

35’ 0.010

42’ 0.013

40’ 0.010

50’ 0.010

45’ 0.010

5.7’14.2’ 12.2’

136


50 feet

55 feet

60 feet

65 feet

70 feet

75 feet

80 feet

85 feet

90 feet

95 feet

100 feet

50 feet

55 feet

60 feet

65 feet

70 feet

75 feet

80feet

85 feet

90 feet

95 feet

100 feet

U.S. 40 & 51 – Vandalia (WB)W

52’ 0.013

59’ 0.010 - 0.013

53’ 0.016

54’ 0.01355’ 0.01056’ 0.0130.013

58’ 0.013

0.010

51’ 0.010

0.020

57’ 0.013

54’ 0.010Thin cracking

61’ 0.010

57’ 0.010

59’ 0.010

0.0100.010

0.010

0.010

67’ 0.010

62’ 0.010

63’ 0.016

79’ 0.010

59’ 0.013

62’ 0.010

0.010

63’ 0.013

68’ 0.01669’ 0.013

71’ 0.01071.5’ 0.013

74’ 0.01075’ 0.010

76’ 0.013

65’ 0.013

72’ 0.013

67’ 0.010

71’ 0.010

74’ 0.013

0.013

81’ 0.010

81’ – 84’ 0.016

93’ 0.010

76’ 0.010

86’ 0.01085’ 0.010

91’ 0.010

0.013

0.010

86’ 0.013

79’ 0.010

81’ 0.010

98’ 0.010

100’ 0.010

88’ 0.010

96’ 0.010

88’ 0.016

0.010

91’ 0.013

98’ 0.020

101’ 0.013

95’ 0.016

0.010

5.7’14.2’ 12.2’

137


100 feet

105 feet

110 feet

115 feet

120 feet

125 feet

130 feet

135 feet

140 feet

145 feet

150 feet

100 feet

105 feet

110 feet

115 feet

120 feet

125 feet

130 feet

135 feet

140 feet

145 feet

150 feet


103’ 0.010

98’ - 101’ 0.010

103’ 0.010

104’ 0.010105’ 0.010

109’ 0.013

100’ 0.010

110’ 0.010

112’ 0.013

120’ 0.010

108’ 0.010

125’ 0.010

139’ – 145’ 0.010

132’ 0.010

144’ 0.013

122’ 0.010

103’ 0.010

107’ 0.010

101’ 0.013

112’ 0.010

104’ 0.016

108’ 0.020

115’ 0.010

0.010

111’ 0.013

0.010

118’ 0.013

114’ 0.013

0.010

119’ 0.013

120’ 0.010

116’ 0.013

122’ 0.016

123’ 0.010

130’ 0.016

120’ 0.0130.010

0.010

122’ 0.013

126’ – 127’ 0.020

132.5’ 0.010

129’ 0.016

0.010

117’ 0.013

127’ 0.010

129’ 0.013

135’ 0.013

133’ 0.013133’ 0.010

137’ 0.010

139’ – 147’ 0.013

131’ 0.010

0.010

0.010

109’ – 120’ 0.010

147’ 0.013

139’ 0.013

141’ 0.013

147’ 0.010

149’ 0.010

150’ 0.020

145’ 0.010

138’ 0.013

148’ 0.010149’ 0.013

147’ 0.013

5.7’14.2’ 12.2’

138


150 feet

155 feet

160 feet

165 feet

170 feet

175 feet

180 feet

185 feet

190 feet

195 feet

200 feet

150 feet

155 feet

160 feet

165 feet

170 feet

175 feet

180 feet

185 feet

190 feet

195 feet

200 feet


150’ 0.010

152’ 0.010153’ 0.013

157’ 0.020

150’ 0.020

160’ 0.010

154’ 0.020

160’ 0.010

161’ 0.020

167’ 0.010

0.010

152’ 0.013

162’ 0.013

159’ 0.010

0.010 171’ 0.013

158’ 0.010

0.010

162’ 0.010

171.5’ 0.016 - 0.010

164’ 0.010

177’ 0.013

178’ 0.010 both

176’ 0.013

167’ 0.016

0.010

0.010

0.010

173’ 0.013

167’ 0.010

175’ 0.010

179’ 0.016179’ 0.010

179.5’ 0.010180’ – 181’ 0.013

183’ 0.010

175’ 0.010

190’ 0.010

187’ 0.013

182’ 0.010182’ 0.013

184’ 0.013184’ 0.010186’ 0.020

192’ 0.013

186’ – 187’ 0.016 – 0.020

193’ 0.013192’ 0.020

188’ 0.013

196’ 0.010

190’ 0.020

0.010

197’ 0.016

196’ 0.013

194’ 0.016 0.010

0.010

193’ 0.010 194’ 0.010

195’ 0.010

197’ 0.013

199’ 0.020

188’ 0.010

5.7’14.2’ 12.2’

139


200 feet

205 feet

210 feet

215 feet

220 feet

225 feet

230 feet

235 feet

240 feet

245 feet

250 feet

200 feet

205 feet

210 feet

215 feet

220 feet

225 feet

230 feet

235 feet

240 feet

245 feet

250 feet


200’ 0.016 200’ 0.010

201’ 0.016203’ 0.013

205’ 0.016

206’ 0.016

213’ 0.013 & 0.016

208’ 0.013

210’ 0.010

212’ 0.013

215’ 0.010216’ 0.016

220’ 0.010

0.010

0.0100.010

0.010

0.010

0.010

0.010

0.010

200’ 0.010

204’ 0.016

0.010

220.5’ 0.010

225’ 0.013

221’ 0.013220.5’ 0.010

218’ 0.010

0.010

0.010

207’ 0.010206’ 0.020

208’ 0.010

228’ 0.013 both

211’ 0.016

214’ 0.010

216’ 0.016

217’ 0.013

220’ 0.013

0.010

222’ 0.010 221’ 0.010

223’ 0.016

226’ 0.010227’ 0.013

228’

229’ 0.010230’ 0.010 all 3

231’ 0.013

233’ 0.010233’ 0.010234’ 0.010

235’ 0.010 236’ 0.010237’ 0.010

240’ 0.010 – 0.013

0.010

223’ 0.010

0.010

242’ 0.013

237’ 0.010

236’ 0.010

234’ 0.010

232’ 0.010 0.010

239’ 0.010

0.010

242’ 0.013 all 3

237.5’ 0.010

243’ 0.013

247’ 0.016

244’ 0.010

240’ 0.010

0.010

248’ 0.013 248’ 0.010

249’ 0.016

244’ 0.013

0.010245’ 0.010

249’ 0.010

245’ 0.010

5.7’14.2’ 12.2’

0.013

0.010

0.010

140


250 feet

255 feet

260 feet

265 feet

270 feet

275 feet

280 feet

285 feet

290 feet

295 feet

300 feet

250 feet

255 feet

260 feet

265 feet

270 feet

275 feet

280 feet

285 feet

290 feet

295 feet

300 feet


250’ – 251’ 0.016

297’ 0.010

296’ 0.013

293’ 0.010

287’ 0.016

0.010

294’ 0.010

284’ 0.013

0.010

292’ 0.010

0.010

0.010

289’ 0.013

0.010 0.010

0.010

282’ 0.010

281’ 0.010

279’ 0.010

284’ 0.013

278’ 0.010

274’ 0.013

280’ 0.010

0.010

269’ 0.010 both

273’ 0.010272’ 0.013

268’ - 267’ 0.013

277’ 0.016

0.010

0.010

268’ 0.010

262’ 0.013

298’ 0.013

0.010

296’ 0.010

290’ 0.010 – 0.016

294’ 0.010 0.010

283’ 0.010

286’ 0.013

292’ 0.010

286’ 0.013285’ 0.010

275’ 0.013 all 3275’ 0.013

0.010

274’ 0.010

264’ 0.010

267’ 0.016

261’ 0.010

265’ 0.010266’ 0.010

271’ 0.013

264’ 0.013

0.010 all

0.010

0.010

0.010

0.010

0.010

265’ 0.010

260’ 0.010

255’ 0.013

259’ 0.016257’ 0.013

251’ 0.010

256’ 0.0160.010

257’ 0.016

252’ 0.013

253’ 0.013253’ 0.010

5.7’14.2’ 12.2’

141

Fayette County – SN# 026-0034 – 10/1/2008

300 feet

305 feet

310 feet

315 feet

320 feet

325 feet

330 feet

335 feet

340 feet

345 feet

350 feet

300 feet

305 feet

310 feet

315 feet

320 feet

325 feet

330 feet

335 feet

340 feet

345 feet

350 feetU.S. 40 & 51 – Vandalia (WB)

W

304’ 0.010

306’ 0.010

301’ 0.010

Hairline cracking

304’ 0.010

300’ 0.010

300’ 0.013

306’ – 307’ 0.010

303’ 0.013304’ 0.010

308’ 0.010

309’ 0.010

314’ 0.010

305’ 0.010

311’ 0.010

320’ 0.010319’ 0.010

313’ 0.010

308’ 0.0130.010

310’ 0.010

311’ 0.010311’ 0.010312’ 0.010

313’ 0.010314’ 0.010

0.010 all 4305’ 0.010

338’ – 346’ 0.010 – 0.020

305’ 0.010

0.010

0.010

0.020

0.010

316’ – 330’ 0.010

0.010

0.010

0.020

324’ 0.010323’ 0.010

330’ 0.010

318’ 0.010

326’ 0.010

332’ 0.010

334’ 0.010

336’ 0.010

328’ 0.010

339’ 0.010

340’ 0.010

344’ 0.010

335’ 0.010 both

343’ 0.010

0.010

14.2’ 5.7’12.2’

142

Henderson County

143


Structure Number: 036-0053 Inspected By: DAD, DHT, JAB, FHWA Responsible District: 4 Date Inspected: 6/29/09 Number of Spans: 3 Span Lengths See below Total: 68’0” Deck Width: 40’ 0” Beam Type: PPC-I Steel Other Beam Spacing: 12’0”(interior), 8’0”(exterior) Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 2,350 (2007) Stage Construction: Y N Skew: Y N Angle: Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: Longitudinal Cracking: Longitudinal cracks with wide spacing were observed. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1 & 3) 19ft 9in., 2) 26ft 0in. 036-0053 is a slab bridge with the piers acting as the beams and the piers are widely spaced. Not as many cracks were observed with this deck because it was thicker than the other HPC bridge decks. Mix Design Information: (from MISTIC) Mix Design Number: 84PCCHPC1 Coarse Aggregate Source: Central Stone (CA 11) Crushed Stone Gravel Coarse Aggregate Source: Central Stone (CA 16) Crushed Stone Gravel Fine Aggregate Source: Spring Sand & Gravel Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: ISG Resources, Inc. Microsilica Source: Elkem Materials, Inc.

144

Henderson County – SN# 036-0053 – Surveyed 10/20/2003 The “#” symbol represents cracks in the parapet only.

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

W US 34 over Lone TreeSN# 036-0053

44’ 0.016

22’ 0.009

25’ – 35’ 0.016

20’ – 26’ 0.013

14’ 0.007

20’ 0.016

45’ – 68’ 0.02054’ – 68’ 0.025

#47’#45’

#20’

145

Iroquois County

146


Structure Number: 038-0207 Inspected By: DAD, SWL, JAB Responsible District: 3 Date Inspected: 10/12/11 Number of Spans: 3 Span Lengths 9.8m, 20.6m, 9.8m Total: 40.2 m Deck Width: 9.6m Beam Type: PPC-I Steel Other Beam Spacing: 1.76 m (5 spaces) Date of Beam Erection: 2000 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 850 (2007) Stage Construction: Y N Skew: Y N Angle: Pour Dates: Stage 1, 2000 Stage 2, Description of Cracking: Average Transverse Crack Distance: Underneath, one crack in corner at east end with nine short transverse cracks. At west end, west span, one crack transverse across bridge. On top, cracks at 3’-4’ spacing at west end. Longitudinal Cracking: On top, two short, tight cracks in westbound lanes. No cracks observed on bottom. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Mix Design Information: (from MISTIC) Mix Design Number: 83PCC2850 Coarse Aggregate Source: Vulcan Materials Crushed Stone Gravel Coarse Aggregate Source: Crushed Stone Gravel Fine Aggregate Source: Carri Scharf Material Co. Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Mineral Resource Tech. Microsilica Source: Elkem Materials Inc.

147

Iroquois County – SN# 038-0207 – Surveyed 5/9/2001, 11/5/2001

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

ERte 54 Thawville

SN # 038-0207

18.9’18.9’

16’ 0.005

40’ 0.005

50’ 0.007

52’ 0.007

22’ 0.008 – 0.020 22’ 0.005

71’ 0.007

14’ 0.008

#99’

#91’

#31’

#29’ #27’

#38’

#51’

#59’

#66’

#73’

#89’

#98’

#25’

#45’

19’ 0.007

38’ 0.007

33’ 0.01033’ 0.010

32’ 0.010

135’ – 137’ 0.00333’ 0.010

21’ 0.010

28’ 0.005

2’ L 0.005

50’ 0.016

6’- 8’ 0.005

#40’

148

Iroquois County – SN# 038-0207 – Surveyed 5/9/2001, 11/5/2001 Deck poured on November 03, 2000. The initial survey of this structure showed little to no

cracking. The “#” symbol represents cracks in the parapet only.

100 feet

110 feet

120 feet

130 feet

100 feet

110 feet

120 feet

130 feetE

125’ 0.013

Rte 54 Thawville

18.9’18.9’

#103’ #102’

124’ 0.005

149

Iroquois County – SN# 038-0207 – Surveyed 11/22/2002

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

EThawville - Rte. 54

SN # 038-0207

46’ 0.010

75’ 0.009

41’ 0.007

59’ 0.016

2’L 0.009

3’L

0.005

49’ 0.010

7’ 0.007

25’ 0.00724’ 0.016

19’ 0.007

29’ 0.007

#92’

# 29’

21’ 0.010

32’ 0.010

33’ 0.010# 32’

38’ – 40’ 0.013

50’ 0.009 – 0.016

#41’

#69’

18’ 0.013

2.5’L 0.010

100.5’ 0.013

100’ 0.005#100’

#92’ 3’L 0.016

5’L 0.016

#62’

#76’

28’ 0.009

55’ 0.007

22’ 0.008 – 0.020

55’ 0.007

#41’ & into deck

#32’

#28’

#62’

#48’ & into deck

#36’ & into deck33’ 0.010

17’ 0.013

33’ 0.016

3’L 0.020

19’ 0.013

36’ 0.005

14’ 0.00913’ 0.010 12’ 0.010

9’ 0.003

3’ 0.0054’L 0.0134’L 0.013

1’L 0.013

4.8 m 4.8 m

87’ 0.007

150

Iroquois County – SN# 038-0207 – Surveyed 11/22/2002 The “#” symbol represents cracks in the parapet only unless otherwise specified.

100 feet

110 feet

120 feet

130 feet

100 feet

110 feet

120 feet

130 feet

E Rte. 54 - Thawville

4’L 0.013127’ 0.005

124’ 0.010

0.005

6’ - 7’L 0.010

# 105’ # 104’ 3’L

#100’

100.5’ 0.013

100’ 0.005

4.8 m 4.8 m

151


0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

NIL 54 over Spring Creek

SN# 038-0207

42’ 0.010

0.010 1’ L each

98’ – 102’ 0.020

95’ 0.010#92’

98’ 0.016

6’

2’ 0.010

4’

17’ – 18’ 0.013

9’ 0.013

2’

29’ 0.010

3’L 0.016

9’ 0.013

5’L 0.016

1’ – 7’ 0.016

0.010

87’ 0.013

33’ 0.016

29’ 0.016

2’ 0.010

67’ 0.016

24’ 0.016

12’ 0.013

0.016

4’L 0.016 at 97’

28’ 0.013

21’ 0.010

40’ 0.010 both 41’ 0.010

32’ 0.013

18’ 0.016

47’ 0.013

65’ 0.010

6’L 0.030

4’L 0.016 at 97’

#32’

#28’

#41’

4’L 0.0160.030

0.0160.010

7’ 0.013

4’ 0.010

12’ 0.016

13’ 0.01313’ 0.013

14’ 0.013

13’ 0.016

21’ 0.016

41’ 0.010

22’ 0.016

93’ 0.013

48’ 0.016

4.8 m 4.8 m

152

Iroquois County – SN# 038-0207 – Surveyed 10/28/2005 The “#” symbol represents cracks in the parapet only.

100 feet

110 feet

120 feet

130 feet

140 feet

100 feet

110 feet

120 feet

130 feet

140 feet

N0.013 both

0.020

IL 54 over Spring Creek

#104’

128’ 0.020

106’ 0.010

109’ 0.010

114’ 0.010

130’ 0.010 129’ 0.010

123’ 0.010

129’ 0.010

127’ 0.020

#104’101’ 0.010101’ 0.013

105’ 0.013

0.013

125’

0.013

121’ 0.010

127’ 0.016

4.8 m 4.8 m

153


Structure Number: 038-0210 Inspected By: DAD, SWL, JAB Responsible District: 3 Date Inspected: 10/12/11 Number of Spans: 3 Span Lengths See below Total: 99ft8½in Deck Width: 32ft0in. Beam Type: PPC-I Steel Other Beam Spacing: 5’10” Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 2,100 (2007) Stage Construction: Y N Skew: Y N Angle: 10° Pour Dates: Stage 1, 2002 Stage 2, 2002 Description of Cracking: Average Transverse Crack Distance: Underneath, the spacing varied from 5’-20’. On top, the southbound lane was more cracked than the northbound-at ends, 3’-4’ spacing and 5’-6’ spacing in middle. Longitudinal Cracking: Southbound-one longitudinal crack the entire length of bridge with shorter cracks extending from the bridge approaches. Northbound-one longitudinal crack extending from the north bridge approach. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 1 & 3) 32ft 7in., 2) 32ft 0in. Mix Design Information: (from MISTIC) Mix Design Number: 83PCC3062 Coarse Aggregate Source: Vulcan Materials Crushed Stone Gravel Coarse Aggregate Source: Crushed Stone Gravel Fine Aggregate Source: Carri Scharf Material Co. Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Lafarge N. America Microsilica Source: Elkem Materials Inc.

154


0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

SDel Ray – US 45

SN # 038-0210

12’6’ 10’12’

40’ 0.007

66’ 0.005

70’ 0.005

78’ 0.005

9’ 0.003

48’ 0.007

37’ 0.007

34’ 0.010

31’ 0.005

155


Structure Number: 038-0118 Inspected By: DAD, SWL, JAB Responsible District: 3 Date Inspected: 10/12/11 Number of Spans: 4 Span Lengths See below Total: 284’6” Deck Width: 32ft0in. Beam Type: PPC-I Steel Other Beam Spacing: 5’10” Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 2,100 (2007) Stage Construction: Y N Skew: Y N Angle: 10° Pour Dates: Stage 1, 2002 Stage 2, 2002 Description of Cracking: Average Transverse Crack Distance: On top, both north and southbound lanes-cracks spaced at 3’-6’ on north end, ~2’ in middle, and 2’-3’ on south end. Underneath, both north and south ends, cracks at 10’-20’ spacing. Longitudinal Cracking: On top, none in northbound lanes. In southbound, a longitudinal crack connected transverse cracking. Underneath, none seen. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span lengths: 1) 61ft 9in., 2) 78ft 7½in., 3) 78ft 4¾in., 4) 62ft 0¾in. Mix Design Information: (from MISTIC) Mix Design Number: 83PCC3044 Coarse Aggregate Source: Prairie Material Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Urban Gravel Co. Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source: Elkem Materials Inc.

156

Macon County

157


Structure Number: 058-0125 Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 7/22/09 Number of Spans: 1 Span Lengths 24.38m Total: 24.4m Deck Width: 12.0m Beam Type: PPC-I Steel Other Beam Spacing: 2.22m Date of Beam Erection: 2000 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 9,500 (2007) Stage Construction: Y N Skew: Y N Angle: 18° Pour Dates: Stage 1, 2000 Stage 2, Description of Cracking: Average Transverse Crack Distance: Some transverse cracking about 4’ – 6’ apart was observed under the deck but it was less noticeable near the abutments. Longitudinal Cracking: Bridge Joint Cracking / Integral Abutment Cracking: Local restraint cracking from integral abutment was seen under the bridge deck. Maybe, typical integral abutment cracks at the ends located on top of the bridge deck. Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Nearly the same amount of “globally” cracking was observed on both 058-0125 and 058-0126. Other Observations: Abutment and Deck Instrumented Mix Design Information: (from MISTIC) Mix Design Number: 85PCC6097 Coarse Aggregate Source: Material Service CA 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Vulcan Materials FA 01 Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: ISG Resources, Inc. Microsilica Source: W. R. Grace & Company

158

Macon County – SN# 058-0125 – Surveyed 5/7/2001, 10/19/2001 This bridge deck was poured on October 12, 2000. The initial survey showed no cracking. The

thicker lines represent areas of popped out aggregate. The “#” symbol represents cracks in the parapet only.

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

N

Macon U. S. 51 – NBSN # 058-0125

19.4’21.7’

6” hole @ 16’

3” hole @ 43’

#30’

#48’

72’

#15’

0.01081’

#64’

#19’

#69’

39’

67’

57’

#52’

48’

30’

21’

14’

#36’

0.010

159

Macon County – SN# 058-0125 – Surveyed 10/31/2002 The “#” symbol represents cracks in the parapet only. The thicker lines represent areas of

popped out aggregate.

0 feet

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N

Macon U. S. 51 – NBSN # 058-0125

19.4’21.7’

2’L 0.020

58’ 0.009

0.013

6” hole @ 16’

3” hole @ 43’

#30’

#48’

72’

#15’

1’ L

0.007

0.007 0.0103’L 0.013

#64’

#19’

#69’

39’

67’

57’

#52’

48’

30’

21’

14’

#36’

0.016

3’L 0.010

5’L 0.0163’L 0.010

160

Macon County – SN# 058-0125 – Surveyed 10/7/2003 The thick red lines represent portions popped out unless otherwise noted.

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US 51-Branch Creek (NB)SN# 058-0125N

0.003 all

0.0130.025

0.009

0.005

13’ 11’ 0.007

9’ 0.007 8’ 0.010 0.020

37’ 0.003

0.007

0.0160.005 0.013

0.009

0.007

0.0090.016 0.013

0.005

0.007

0.0200.010

0.005

9.84’ 7.55’23.62’

10’ 0.009

Dent @ 60’

13’

21’

30’

39’

48’

72’

Hole @ 16’

Hole @ 65’

Hole @ 16’

57’

66’

161

Macon County – SN# 058-0125 – Surveyed 10/25/2005 Some portions of the bridge deck in the driving lane were popped out.

The “#” means parapet only.

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NU.S. 51 over Dry Branch (NB)

SN# 058-0125

7.55’9.84’ 23.62’

78’ 0.016

17’Portion popped out

0.020

# 52’

72’ 0.010

0.016 all

39’ 0.013

2’

77’ 0.016

72’ 0.016

65’ 0.013

5’L 0.013

77’ 0.010

72’ 0.016

2’L 0.010

0.013

9’ 0.020

4’

4’L 0.016 5’L 0.0164’L 0.016

8’ 0.020

56’Portion popped out

13’Portions popped out




Portion popped out

0.016 all3’

8’

2’

4’L 0.013


162


Structure Number: 058-0126 Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 7/22/09 Number of Spans: 1 Span Lengths 24.38m Total: 24.4m Deck Width: 12.0m Beam Type: PPC-I Steel Other Beam Spacing: 2.22m Date of Beam Erection: 2000 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 9,500 (2007) Stage Construction: Y N Skew: Y N Angle: 18° Pour Dates: Stage 1, 2000 Stage 2, Description of Cracking: Average Transverse Crack Distance: Some transverse cracking was observed but it was less noticeable near the ends. Longitudinal Cracking: Bridge Joint Cracking / Integral Abutment Cracking: Local restraint cracking from integral abutment was seen under the bridge deck. Maybe, typical integral abutment cracks at the ends located on top of the bridge deck. Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Nearly the same amount of “globally” cracking was observed on both 058-0125 and 058-0126. Other Observations: Abutment and Deck Instrumented 058-0126 appeared to have less cracking than 058-0125. Mix Design Information: (from MISTIC) Mix Design Number: 85PCC6096 Coarse Aggregate Source: Material Service CA 11 Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Vulcan Materials FA 01 Fine Aggregate Source: N/A HRM Source: Engelhard Corporation Cement Source: GGBF Slag Source: N/A Fly Ash Source: ISG Resources, Inc. Microsilica Source: N/A

163

Macon County – SN# 058-0126 – Surveyed 5/7/2001, 10/19/2001 Deck poured on October 03, 2000. No initial survey was conducted due the dirty surface.

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NMacon U. S. 51 – SB

SN # 058-0126

21.6’19.4’

@ 3’ Map type cracking

65’ 0.005

8’ >0.010

13’ >0.010

25’ >0.010

10’ >0.010

76’ >0.010

69’ >0.010

75’ 0.010

71’> 0.010

54’ >0.010

61’ >0.010

164

Macon County – SN# 058-0126 – Surveyed 10/31/2002

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NMacon U. S. 51 – SB

SN # 058-0126

21.6’19.4’

6”

@ 3’ Map type cracking Area of bug holes

3’L 0.016

65’ 0.005

6”L crack @43’ 0.025

80’

12’ 0.016

8’ 0.010

1’

@ 22’ footprints

@ 29’ footprints

2’ 2’ 1’

13’ 0.01016’ 0.010

25’ 0.010

10’ 0.010

2’L 0.0133’L 0.016

76’ 0.010

69’ 0.010

70’ 0.013 both

77’ 0.01075’ 0.010

57’ 0.009

77’ 0.013

71’ 0.010

54’ 0.010

61’ 0.010

165

Macon County – SN# 058-0126 – Surveyed 10/7/2003 Footprints were noticed in the southbound lane from 48’ to 57’.

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US 51-Branch Creek (SB)SN# 058-0126S

0.010

76’ 0.007 0.003

0.009 0.010 0.0100.010 0.010

70’ 0.007

0.007

70’ 0.009 68’ 0.007

61’ 0.009

55’ 0.007

31’ 0.005

32’ 0.003

23’ 0.007

21’ 0.003

10’ 0.003 11’ 0.007

8’ 0.009

11’ 0.013

0.016

3’ 0.010

48’ 0.003

73’ 0.005

40’ 0.007

73’ 0.007

12’ 0.007

4’ 0.005

0.005 0.007 0.013 0.016 0.016 0.010 0.007

23.6’ 9.8’7.6’

166

Macon County – SN# 058-0126 – Surveyed 10/25/2005 Some portions of the bridge deck in the driving lane were popped out.

The “*” symbol denotes a footprint.

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S U.S. 51 over Dry Branch (SB)SN# 058-0126

7.6’ 9.8’23.6’

2’ 0.013

46’ 0.010

79’ 0.010

0.013

Portions popped out

Portions popped out

Portions popped out

3’L 0.016

2’L 0.0200.010

43’ 0.010

38’ 0.013

73’ 0.013

0.010 all 3 3’ 0.016

18’ 0.013

12’ 0.013

33.5’ 0.016

20’ 0.013

31’ 0.010

11’ 0.016

79’ 0.016

24’ 0.013

31’ 0.010

33’ 0.016

44’ 0.013

57’ 0.016

61’ 0.013

73’ 0.013

1’L 0.016 both

3’L 0.016

1’L 0.016

69’ 0.016

4’L 0.016

2’L 0.013

3’L 0.016

76’ 0.010

70’ 0.013

55’ 0.010

2’L 0.013

0.0100.013 all 3

6’ 0.016

16’ 0.010

0.010 0.010

8’ 0.013

4’ 0.010

7’ 0.013

12’ 0.01312’ 0.010

*

167

Madison County

168


Structure Number: 060-0108 Inspected By: DAD,DHT,JAB Responsible District: 8 Date Inspected: 6/9/10 Number of Spans: 4 Span Lengths See below Total: 68.1m Deck Width: 10.48m Beam Type: PPC-I Steel Other Beam Spacing: 1.93m Date of Beam Erection: 2000 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 9,500 (2007) Stage Construction: Y N Skew: Y N Angle: Pour Dates: Stage 1, 2000 Stage 2, 2000 Description of Cracking: Average Transverse Crack Distance: On top, cracking present at 4’-5’ spacing. On bottom, some cracking present at 20’-22’ spacing. Longitudinal Cracking: Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span lengths: 1&4) 12.8m, 2&3) 20.5m Southbound deck instrumented Mix Design Information: (from MISTIC) Mix Design Number: 88PCC1570 Coarse Aggregate Source: Columbia Quarry Co. Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Keyesport S. & G. #2 Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Mineral Resource Tech Microsilica Source: Elkem Materials Inc

169

Madison County – SN# 060-0108 – Surveyed 5/8/2001, 8/2/2001

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0 feet

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70 feet

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100 feet

N Rte. 4 over I – 70SN # 060-0108

38’ 0.009

44’ 0.010

#35’

14’ 0.013

#50’

#50’ into deck

#66’ 64’ 0.005

92’ 0.009

#83’

#41’

42’ 0.003

54’ 0.002

58’ 0.005

100’ 0.005

74’ 0.005

#17’

23’ 0.007

38’ 0.003

24’

#87’

67’ 0.010

84’ 0.007

#80’

#73’

96’ 0.002

43’

78’ 0.016

#60’

#67’

35’

#59’

#18’

#27’

56’ 0.007

41’

5.24 m 5.24 m

0.009

62’ 0.003

170


100 feet

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120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

N

174’ 0.013

119’

Rte. 4 over I - 70

177’ 0.003

100’ 0.005

110’ 0.002

183’ 0.013

#153’

#157’

#120’ 121’ 0.003

#185’

172’ 0.013

163’ 0.005

146’ 0.009

140’ 0.002

119’ 0.009

111’ 0.003

158’ 0.003

132’ 0.005

124’ 0.003

179’ 0.010

157’ 0.002

112’ 0.007

114’ 0.007

104’ 0.007

189’ 0.030 - 0.050

#137’

#140’

190’ 0.013

137’ 0.016

173’ 0.013

197’ 0.007

192’ 0.010

181’

185’

#151’

168’ 0.013

128’ 0.020

123’

5.24 m 5.24 m

#170’

160’ 0.013

171

Madison County – SN# 060-0108 – Surveyed 5/8/2001, 8/2/2001 The initial survey of the southbound lane showed only one transverse crack.

The initial survey of the northbound lane showed five hairline transverse cracks. The “#” symbol represents cracks in the parapet only.

200 feet

210 feet

220 feet

200 feet

210 feet

220 feet

NRte. 4 over I - 70

#202’

204’ 0.009

213’ 0.007

#207’

5.24 m 5.24 m

172

Madison County – SN# 060-0108 – Surveyed 8/12/2002

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100 feet

N Rte. 4 over I – 70SN # 060-0108

45’ 0.040

38’ 0.040

44’ 0.009

76’

#35’

69’ 0.016 - 0.050

14’ 0.013

2’L

#50’

#72’

#90’

#50’

86’ 0.013

98’ 0.030

#66’ 64’ 0.040

50’ 0.010

92’ 0.009

#83’

90’ 0.030

#41’

49’ 0.025

45’ 0.025

42’ 0.003

40’

2’L

80’ 0.020

55’ 0.020 54’ 0.002

58’ 0.005

100’ 0.005 100’ 0.013

74’ 0.005

#23’22’ 0.010

24’ 0.010

38’ 0.003

30’

#90’

#33’

68’ 0.025

84’ 0.060

90’ 0.009

81’ 0.016 #83’

99’ 0.002

#73’

94’ 0.013

43’ 0.010

75’ 0.060

#65’#67’

35’ 0.010

73’ 0.010

56’

47’ 49’

29’ 0.007

#18’

#24’

62’ 0.007

41’

5.24 m 5.24 m

173


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120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

177’ 0.013

119’

191’ 0.003

Rte. 4 over I - 70

177’ 0.003

100’ 0.005

110’ 0.002

181’ 0.030 - 0.060184’ 0.010

#153’

#160’

#141’

#159’

#191’

#170’

121’ 0.003

#176’

#185’

Map Cracking on Surface @ 152’

172’ 0.013

200’ 0.016

163’ 0.005

144’ 0.009 – 0.020

196’ 0.007

140’ 0.016

179’ 0.007

117’ 0.020116’ 0.020

111’ 0.003

158’ 0.003

132’ 0.005

126’ 0.005

#134’

124’ 0.003

179’ 0.010

106’ 0.009

118’ 0.030 - 0.060

157’ 0.060

131’ 0.020

100’ 0.013

109’ 0.020

111’ 0.016

107’ 0.007

189’ 0.030 - 0.050

#137’

#143’

125’ 0.060

162’ 0.010

169’ 0.020

183’

176’ 0.030

170’ 0.030

190’ 0.030

163’ 0.013

115’ 0.007

134’ 0.025 - 0.060

154’ 0.025

173’ 0.030

194’ 0.010196’ 0.016

192’ 0.009194’ 0.016

199’ 0.007

187’ 0.025

180’ 0.020

185’ 0.013

162’ 0.010

166’ 0.020

#155’

143’ 0.002

160’ 0.002

#138’138’ 0.016

113’ 0.020

149’ 0.009

122’ 0.009

117’ 0.007

120’ 0.013

5.24 m 5.24 m

174


200 feet

210 feet

220 feet

200 feet

210 feet

220 feet

NRte. 4 over I - 70

#202’

Map Cracking

214’ 0.007

200’ 0.016

#209’206’ 0.009

215’ 0.007

211’ 0.010

#204’202’ 0.010

5.24 m 5.24 m

175


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0 feet

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100 feet

N IL 4 over I-70SN# 060-0108

32’ 0.007 33’ 0.009

36’ 0.016-0.005

1’ 0.005

41’ 0.007

43’ 0.020

49’ 0.005

55’ 0.013

61’ 0.013

66’ 0.030- 0.010

74’ 0.025-0.009

72’ 0.009 72’ 0.005

56’ 0.013

77’ 0.020 78’ 0.005

82’ 0.020-0.010

87’ 0.010

90’ 0.01093’ 0.005

70’ 0.016

96’ 0.007

98’ 0.00998’ 0.010

93’ 0.013

CA Exposed

39’ 0.007

14’ 0.005

24’ 0.013

30’ 0.005

34’ 0.010

40’ 0.013

43’ 0.016

50’ 0.013

22’ 0.013

53’ 0.01356’ 0.007

58’ 0.025

64’ 0.025

73’ 0.020

80’ 0.005-0.016

83’ 0.005

84’ 0.010

92’ 0.016

89’ 0.005

100’ 0.010

47’ 0.005

#82’

#65’

#42’

#65’

5.24 m 5.24 m

176


100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

IL 4 over I-70N

109’ 0.010

111’ 0.010

115’ 0.016 114’ 0.007

119’ 0.010

123’ 0.013-0.025

131’ 0.030

100’ 0.010

135’ 0.005

140’ 0.016

145’ 0.010

128’ 0.013

151’ 0.009

142’ 0.016

158’ 0.013

148’ 0.007

159’ 0.007

162’ 0.016-0.013

166’ 0.016 168’ 0.013

173’ 0.016

0.013

154’ 0.030

175’ 0.013 177’ 0.010175’ 0.010

178’ 0.010

180’ 0.010 181’ 0.007182’ 0.020

184’ 0.020

187’ 0.020

192’ 0.020

170’ 0.020

195’ 0.010197’ 0.013

199’ 0.010197’ 0.013

189’ 0.010

107’ 0.013110’ 0.005108’ 0.005

112’ 0.010

122’ 0.016

124’ 0.005

131’ 0.010

107’ 0.013

146.5’ 0.005

148’ 0.016

156’ 0.013

162’ 0.013

173’ 0.009

124’ 0.005

144’ 0.005

178’ 0.005

175’ 0.010

184’ 0.009189’ 0.013

190’ 0.013

196’ 0.005

169’ 0.005

#152’

#169’

119’

#135’

#152’

5.24 m 5.24 m

177

Madison County – SN# 060-0108 – Surveyed 9/29/2003 This was a partial deck survey due to time constraints and traffic conditions.


200 feet

210 feet

220 feet

200 feet

210 feet

220 feet

N IL 4 over I-70

211’ 0.010

201.5’ 0.007

206’ 0.005

215’ 0.005

219’ 0.007

208’ 0.020

#201’5.24 m 5.24 m

178


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0 feet

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70 feet

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100 feet

N IL 4 over I-70 SN# 060-0108

46’ 0.016

19’ #

73’ 0.016

68’ 0.020

10’ 0.010

96’ 0.010

43’ 0.013

24’ 0.013

35’ 0.013

38’ 0.013

41’ 0.013

20’ 0.010

95’ 0.013

24’ 0.016

42’ 0.010

51’ 0.01052’ 0.010 52’ 0.010

57’ 0.016

43’ 0.013

89’ 0.016

63’ 0.016

72’ 0.013

79’ 0.013

76’ 0.016

91’ 0.013

93’ 0.013 91’ 0.013

82’ 0.010

59’ 0.013

47’ 0.013

25’ 0.013

31’ 0.013

35’ 0.013

41’ 0.013

48’ 0.010

44’ 0.013

48’ 0.010

51’ 0.013

54’ 0.013

75’ 0.02076’ 0.013

60’ 0.01061’ 0.01059’ 0.013

65’ 0.01669’ 0.013

85’ 0.010

68’ 0.010

77’ 0.010

81’ 0.010

84’ 0.01386’ 0.013

5.24 m 5.24 m

179


100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

100 feet

110 feet

120 feet

130 feet

140 feet

150 feet

160 feet

170 feet

180 feet

190 feet

200 feet

N

194’ 0.016

111’ 0.013

197’ 0.010

157’ 0.010

101’ 0.010

IL 4 over I-70200’

0.020

196’ 0.010

179’ 0.010

191’ 0.010

121’ 0.010

190’ 0.016

156’ 0.030

199’ 0.016197’ 0.010

186’ 0.016

184’ 0.016

189’ 0.016

179’ 0.010178’ 0.010

150’ 0.010

184’ 0.010

181’ 0.030182’ 0.016

116’

172’ 0.016

169’ 0.010

176’ 0.010

164’ 0.016

132’ 0.013

162’ 0.010

170’ 0.020

153’ 0.010

160’ 0.013

147’ 0.013

143’ 0.016144’ 0.013

139’ 0.013

175’ 0.020

134’ 0.020

191’ 0.010

108’ 0.010

125’ 0.020

129’ 0.013

116’ 0.013

121’ 0.010

111’ 0.013109’ 0.013

119’ 0.010

143’ 0.016

101’ 0.016101’ 0.010

105’ 0.010105’ 0.010

175’ 0.013

113’ 0.020

117’ 0.020

145’ 0.010

125’ 0.013124’ 0.013

154’ #

117’ 0.010

137’ #

138’ 0.010

149’ 0.013

161’ 0.016

169’ 0.016

158’ 0.013

170’ 0.013

198’ 0.013

163’ 0.016

174’ 0.013179’ 0.016

185’ 0.016

180’ 0.013

5.24 m 5.24 m

180

Madison County – SN# 060-0108 – Surveyed 9/28/2005 The # symbol denotes a crack in the parapet only.

200 feet

210 feet

220 feet

200 feet

210 feet

220 feet

N IL 4 over I-70

200’

220’ 0.013; also, five very short cracks between 220’ – 221’

201’ 0.010

213’ 0.013

210’ 0.013

204’ 0.013

211’ 0.010

5.24 m 5.24 m

181


Structure Number: 060-0151 Inspected By: DAD,DHT,JAB Responsible District: 8 Date Inspected: 6/9/10 Number of Spans: 4 Span Lengths See below Total: 69.1m Deck Width: 10.48m Beam Type: PPC-I Steel Other Beam Spacing: 1.93m Date of Beam Erection: 2000 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 8,300 (2007) Stage Construction: Y N Skew: Y N Angle: 5° Pour Dates: Stage 1, 2000 Stage 2, 2000 Description of Cracking: Average Transverse Crack Distance: On top, cracks present at 2’-4’ spacing. On bottom, cracks present at 4’-6’ spacing. Longitudinal Cracking: Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span lengths: 1) 12.6m, 2&3) 20.58m, 4) 13.9m Northbound deck instrumented Steel beams were from 1963. Mix Design Information: (from MISTIC) Mix Design Number: 88PCC1571 Coarse Aggregate Source: Columbia Quarry Co. Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Keyesport S. & G. #2 Fine Aggregate Source: N/A HRM Source: Engelhard Corp. Cement Source: GGBF Slag Source: Fly Ash Source: Mineral Resource Tech Microsilica Source:

182


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60 feet

70 feet

80 feet

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100 feet

0 feet

10 feet

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30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

100 feet

N Rte. 143 over I – 70SN # 060-0151

47’ 0.009

94’ 0.005

72’ 0.005

40’ 0.030

14’ 0.007

40’

18’ 0.003

#89’

42’ 0.009

78’ 0.005

82’ 0.013

49’ 0.010

28’ 0.013

98’ 0.007

87’

39’ 0.007

46’ 0.010

#66’

80’ 0.010

74’ 0.003

78’ 0.003

#73’

68’ 0.010

91’ 0.005

95’ 0.010 96’ 0.003

47’ 0.005

#22’

62’ 0.010

23’ 0.013

35’ 0.007

29’ 0.005

30’ 0.010

58’ 0.010

46’ 0.010

51’ 0.010

39’ 0.010

#91’

44’ 0.005

63’ 0.01065’ 0.013

99’ 0.007

#19’

70’ 0.013

67’ 0.005

71’ 0.010

52’

#74’

54’ 0.007

75’ 0.013

83’ 0.010

5.24 m 5.24 m

90’ 0.013

54’ 0.00757’

53’

54’ 0.007

49’ 0.010

183


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190 feet

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N

196’ 0.007

114’ 0.013

185’ 0.010

Rte. 143 over I - 70

145’

198’0.010

106’ 0.010

113’ 0.003

126’

177’ 0.007

102’ 0.005

115’ 0.010

#188’

118’ 0.010

124’ 0.010

185’

167’ 0.010

150’ 0.009

#141’

#190’

159’ 0.009

162’ 0.010

155’ 0.005

139’ 0.010

183’ & 184’

#175’

108’

124’

105’ 0.013

126’ 0.005

0.002

121’ 0.005

#115’

155’ 0.010

128’ 0.007129’ 0.010

138’ 0.005137’ 0.016

167’ 0.013

143’ 0.010

116’ 0.007

142’ 0.007

146’ 0.013

152’ 0.010

158’

155’ 0.010

160’ 0.010

156’ 0.010

150’ 0.003

142’ 0.010

170’ 0.003

183’ 0.007

#144’

166’ 0.010

124’

164’ 0.013 & 0.010

170’ 0.010

175’

179’ 0.016

167’ 0.013

176’ 0.007

#195’ 0.003

182’ 0.005-0.010

5.24 m 5.24 m

0.007-0.013

136’ 0.010

#158’154’ 0.010

190’ 0.007

184

Madison County – SN# 060-0151 – Surveyed 5/8/2001, 8/2/2001 The initial bridge deck survey showed five hairline transverse cracks.


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N

204’ 0.013


204’ 0.010 #204’

5.24 m 5.24 m

#211’

185


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N Rte. 143 over I – 70SN # 060-0151

47’ 0.009

94’ 0.005

58’ 0.020

72’ 0.060

40’ 0.030

16’ 0.020

39’

18’ 0.003

23’ 0.016

#89’

42’ 0.020

77’ 0.013

82’ 0.040

49’ 0.020

28’ 0.016

98’

87’

55’ 0.016

46’ 0.010

#66’

80’ 0.010

75’ 0.060

78’ 0.030

#73’

68’ 0.016

91’ 0.016

95’ 0.016 96’ 0.016

45’ 0.005

16’ 0.020

#19’

9’ 0.060

60’ 0.060

24’ 0.060

34’ 0.020

27’ 0.025

30’ 0.060

59’ 0.025

44’ 0.060

50’ 0.040

48’ 0.060

53’ 0.060

#90’

43’ 0.025

56’ 0.060

63’ 0.025

50’ 0.040

63’ 0.060

99’ 0.010

65’ 0.013

#21’

90’ 0.013

68’ 0.060

71’ 0.010

79’ 0.060

88’ 0.060

81’ 0.060

57’

#74’

55’ 0.007

73’ 0.013

83’ 0.010

5.24 m 5.24 m

186


100 feet

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200 feet

N

194’ 0.013

164’ & 165’

114’ 0.060

189’ 0.010

118’ 0.005


145’

196’0.007 - 0.016

106’ 0.013

112’ 0.013115’ 0.003

125’ 0.025

152’ 0.010 - 0.040

103’ 0.016

148’ 0.025

115’ 0.016

#191’

139’ 0.007

0.013

118’ 0.030

124’ 0.010

186’ 0.060

167’ 0.030

148’ 0.013

141’ 0.002

#190’

138’ 0.060

160’ 0.010 - 0.030

0.013

163’ 0.060 - 0.030160’ 0.007

156’ 0.013

139’ 0.016

188’ 0.016

#159’

108’ 0.010

123’ 0.060 #123’

105’ 0.060

124’ 0.016

157’ 0.005

123’ 0.007

120’ 0.007

#115’

120’

155’ 0.040

128’ 0.007129’ 0.007

137’ 0.030

162’ 0.016

137’ 0.016132’ 0.007

167’ 0.013

182’ 0.007

142’ 0.007

198’ 0.010

143’ 0.060

116’ 0.025

142’ 0.007

126’ 0.010

146’ 0.060

152’ 0.010

158’ 0.010

155’ 0.010

159’ 0.010

156’ 0.010

128’ 0.016

154’ 0.060

150’ 0.007

144’ 0.013

170’ 0.003

183’ 0.013

143’ 0.007

166’ 0.060

124’

165’ 0.007

170’ 0.060

177’ 0.010

#117’

178’ 0.060

167’ 0.013

176’ 0.007

185’ 0.010

195’ 0.003

182’ 0.013

192’ 0.010

5.24 m 5.24 m

187

Madison County – SN# 060-0151 – Surveyed 8/12/2002 The “#” symbol represents cracks in the parapet only.

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N

202’ 0.030


204’ 0.016

#204’

#208’

208’ 0.020

5.24 m 5.24 m

188


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S

14’ 0.01019’ 0.007

IL 143 over I-70SN# 060-0151

35’ 0.005

23’ 0.013

20’ 0.00723’ 0.013

22’ 0.005

24’ 0.00527’ 0.005

30’ 0.00533’ 0.00531’ 0.013

42’ 0.007

36’ 0.005

39’ 0.013

52’ 0.005

40’ 0.009

43’ 0.009

57’ 0.005

47’ 0.020

54’ 0.005

59’ 0.016 58’ 0.00760’ 0.00962’ 0.009

63’ 0.01062’ 0.005

66’ 0.010 65’ 0.007

67’ 0.01369’ 0.010

69’

71’ 0.020

98’ 0.016

79’ 0.016

78’ 0.013

82’ 0.01381’ 0.005

84’ 0.01383’ 0.007

87’ 0.025

84’ 0.005

90’ 0.005

93’ 0.00596’ 0.013

98’ 0.005

54’ 0.013

77’ 0.009

97’ 0.016

74’ 0.013

89’ 0.02087’ 0.013 86’ 0.025

82’ 0.020

79’ 0.01378’ 0.013

74’ 0.01374’ 0.00573’ 0.009

70’ 0.01569’ 0.016

66’ 0.019 65’ 0.016

63’ 0.016

59’ 0.016 58’ 0.025

55’ 0.007

51’ 0.007

48’ 0.01346’ 0.010

44’ 0.016

38’ 0.016

36’ 0.005 37’ 0.010

29’ 0.013

25’ 0.005

18’ 0.013

23’ 0.020

91’ 0.013

#16’

#84’

#18’

#67’

52’ 0.005

5.24 m 5.24 m

189


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IL 143 over I-70S

101’ 0.020

105’ 0.007106’ 0.007105’ 0.007 108’ 0.007

109’ 0.009

119’ 0.016

114’ 0.007

117’ 0.007

101’ 0.005

121’ 0.010

126’ 0.020

121’ 0.007

110’ 0.020

127’ 0.009 128’ 0.005

129’ 0.007 131’ 0.005

134’ 0.007133’ 0.007

139’ 0.010

122’ 0.005

142’ 0.016144’ 0.020

147’ 0.013

150’ 0.020153’ 0.013

158’ 0.005-0.016

135’ 0.020

159’ 0.007

160’ 0.020

163’ 0.007166’ 0.007 163’ 0.007

155’ 0.013

167’ 0.020 168’ 0.013

170’ 0.016 172’ 0.007

173’ 0.013176’ 0.013 179’ 0.010

181’ 0.016 183’ 0.013

189’ 0.016

164’ 0.020

191’ 0.007194’ 0.013

195’ 0.007199’ 0.020

184’ 0.016

103’ 0.016

108’ 0.016110’ 0.013111’ 0.009

114’ 0.013

121’ 0.010

102’ 0.013

123’ 0.016

128’ 0.013127’ 0.007

131’ 0.013 – 0.016

140’ 0.005

116’ 0.013

143’ 0.013

148’ 0.013

151’ 0.013

154’ 0.013

158’ 0.016161’ 0.013

163’ 0.016

170’ 0.010

135’ 0.020

171’ 0.013

175’ 0.020176’ 0.010

179’ 0.013 – 0.020

178’ 0.013

183’ 0.013

188’ 0.007

192’ 0.007195’ 0.009

196’ 0.016

167’ 0.009

#154’

#137’

5.24 m 5.24 m

190


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S IL 143 over I-70

202’ 0.007204’ 0.010

207’ 0.010 both

216’ 0.010

208’ 0.013

202’ 0.016

214’ 0.013

5.24 m 5.24 m

191


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N IL 143 over I – 70SN# 060-0151

16’ 0.010

59’ 0.010

65’ 0.010

73’ 0.013

#18’

# 69’

48’ 0.016

22’ 0.010

27’ 0.010 26’ 0.010

36’ 0.010 37’ 0.010

0.010

8’ 0.010

53’ 0.010

78’ 0.016

50’ 0.010

55’ 0.010

56’ 0.010

60’ 0.01063’ 0.010

67’ 0.010

73’ 0.010

76’ 0.010

80’ 0.010

84’ 0.010

88’ 0.010

92’ 0.010

96’ 0.010

69’ 0.010

8’ 0.010

19’ 0.010

24’ 0.016

28’ 0.010

56’ 0.013

34’ 0.010

16’ 0.010

30’ 0.013

40’ 0.013

45’ 0.016

42’ 0.013 41’ 0.010

48’ 0.013

60’ 0.013

92’ 0.010

55’ 0.01053’ 0.013

44’ 0.016

65’ 0.010

60’ 0.010

68’ 0.013

71’ 0.010

63’ 0.016

88’ 0.016

76’ 0.010

81’ 0.016

92’ 0.010

96’ 0.010

85’ 0.010

94’ 0.010

98’ 0.010

5.24 m 5.24 m

192


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N

0.010

177’ 0.016

127’ 0.010

136’ 0.010

151’ 0.010

IL 143 over I - 70

#139’

#173’

#113’110’ 0.010

101’ 0.010103’ 0.010

120’ 0.010

185’ 0.013

107’ 0.010

122’ 0.010 123’ 0.010

116’ 0.010

160’ 0.013

126’ 0.013

134’ 0.016133’ 0.013

137’ 0.013

138’ 0.013

144’ 0.010

149’ 0.010

158’ 0.010

145’ 0.010

153’ 0.010

161’ 0.010

166’ 0.010

178’ 0.010

187’ 0.010

142’ 0.013

180’ 0.013

192’ 0.010

188’ 0.010

175’ 0.010

106’ 0.010

101’ 0.010

114’ 0.013115’ 0.010

119’ 0.010

114’ 0.010

122’ 0.010

126’ 0.010

141’ 0.010140’ 0.010

104’ 0.013

142’ 0.010

145’ 0.010 144’ 0.013

149’ 0.013

152’ 0.013154’ 0.013

156’ 0.013

185’ 0.013

158’ 0.013

147’ 0.010

164’ 0.010165’ 0.010 166’ 0.010

168’ 0.010

183’ 0.010

176’ 0.010

161’ 0.013

194’ 0.010

191’ 0.010 190’ 0.010

5.24 m 5.24 m

193


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N IL 143 over I - 70

205’ 0.010

201’ 0.010

206’ 0.010

5.24 m 5.24 m

194


Structure Number: 060-0004 Inspected By: DAD,DHT,JAB Responsible District: 8 Date Inspected: 6/9/10 Number of Spans: 3 Span Lengths See below Total: 206’10¾” Deck Width: 32’ Beam Type: PPC-I Steel Other Beam Spacing: 6’0” Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 5,100 (2007) Stage Construction: Y N Skew: Y N Angle: 38°16’00” Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: On top, cracking at 1’-3’ spacing. On bottom, cracking at 3’-5’ spacing in north and middle span. Longitudinal Cracking: Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span lengths: 1&3) 61’ 2”, 2) 78’9” Steel beams were from 1939. Mix Design Information: (from MISTIC) Mix Design Number: 86PCC2985 Coarse Aggregate Source: Material Service Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Sang-Chris S & G Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Headwaters Resources Microsilica Source: Elkem Materials Inc.

195


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N Livingston Frontage Road I-55SN # 060-0004

#70’

#63’

#81’

#60’

#42’

#52’

17.6’17.6’

196


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N

#160’

Livingston Frontage Road I-55

#141’

#150’

#139’

#131’

#121’

17.6’17.6’

197


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N I-55 Livingston Frontage Rd.SN# 060-0004

55’ 0.005

37’ 0.005

94’ 0.009

63’ 0.007

41’ 0.007

58’ 0.005

60’ 0.005

66’

32’ 0.005

93’ 0.007

62’ 0.007

81’ 0.00783’ 0.010

90’ 0.010

#51’

#70’

#60’

#81’

17.6’17.6’

198


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N I-55 Livingston Frontage Rd.

141’ – 144’ 0.009149’ 0.005

104’ 0.007

167’ 0.005

118’ 0.009

123’ 0.005

100’ 0.007

130’ 0.007

142’ 0.005

168’ 0.005

127’ 0.005

133’ 0.005

#159’

#139’

#120’

17.6’17.6’

199


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N I-55 Livingston ExitSN# 060-0004

33’ 0.010

63’ 0.010

56’ 0.010

85’ 0.010

#66’64’ 0.010

87’ 0.010

97’ 0.010

73’ 0.010

90’ 0.01090’ 0.01090’ 0.010

80’ 0.010

17.6’17.6’

200


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N

146’ 0.010146’ 0.010

115’ 0.010

161’ 0.010

158’ 0.010

I-55 Livingston Exit

178’ 0.010

172’ 0.010

166’ 0.010

155’ 0.010

151’ 0.010

144’ 0.010

146’ 0.010

131’ 0.010

121’ 0.010

108’ 0.010

134’ 0.010

118’ 0.010

115’ 0.010

104’ 0.010

115’ 0.010

120’ 0.010

127’ 0.010 both

141’ 0.010

149’ 0.010

#156’

160’ 0.010

167’ 0.010

155’ 0.010

146’ 0.010

17.6’17.6’

201

Mason/Menard County

202


Structure Number: 065-0501 Inspected By: DAD, DHT, JAB,FHWA Responsible District: 6 Date Inspected: 6/29/09 Number of Spans: 10 Span Lengths See below Total: 1341’8” Deck Width: 32’ Beam Type: PPC-I Steel Other Beam Spacing: 5’10” & 9’0” Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 1,900 (2007) Stage Construction: Y N Skew: Y N Angle: 35° Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: The center spans used steel beams. The spans with steel beams had cracks 6’ to 7’ apart, 2’ to 3’ apart at times. The approach spans used PPC-I beams and had few cracks. Longitudinal Cracking: none Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span lengths: PPC-I beams: (1 & 10) 96’9”;(2,8, & 9) 97’8”;(3 & 7)98’5½”; Steel beams: (4 & 6) 201’2⅛”; (5)240’0” Mix Design Information: (from MISTIC) Mix Design Number: 86PCC3034 Coarse Aggregate Source: Central Stone (CM 11) Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Otter Creek S & G Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source: Elkem Materials Inc.

203

Mason/Menard County – SN# 065-0501 – Surveyed 1/2/2004

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N IL 29 – Salt CreekSN# 065-0501

15’15’

98’ 0.030

89’ 0.016

99’ 0.013

77’ 0.020

89’ 0.020

100’ 0.020

94’ 0.020

#90’

204


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N IL 29 – Salt Creek

15’15’

166’ 0.013

127’ 0.020

101’ 0.013

200’ 0.016

104’ 0.020105’ 0.020

100’ 0.020

132’ 0.030

197’ 0.010

198’ 0.016

189’ 0.013

103’ 0.010

#117’

#189’

205


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15’15’

202’ 0.030203’ 0.020

200’ 0.016

Joint

Joint

301’ 0.020

#214’

206


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N

15’15’

#382’

#366’

#400’IL 29 – Salt Creek

207


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N

15’15’

429’ 0.020

455’ 0.016

421’ 0.010

474’

427’ 0.010

449’ 0.030

497’ 0.010

462’ 0.013

489’ 0.013

485’ 0.013483’ 0.016

470’ 0.013

475’ 0.016

438’ 0.020

440’ 0.010

494’ 0.020

491’ 0.020

479’ 0.016

488’ 0.020

480’ 0.020

464’ 0.030

479’ 0.020

470’ 0.020

467’ 0.020

457’ 0.016

453’ 0.020451’ 0.020

446’ 0.020

437’ 0.020

#400’

#428’

#443’

IL 29 – Salt Creek

208


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15’15’

545’ 0.013

578’ 0.013

521’ 0.010

537’ 0.020

515’ 0.030

503’ 0.016

513’ 0.020

525’ 0.013

518’ 0.013

533’ 0.016

540’ 0.016

570’ 0.020

560’ 0.030

530’ 0.020

564’ 0.016

596’ 0.030

574’ 0.016

579’ 0.016

582’ 0.016

589’ 0.010590’ 0.020

587’ 0.020

599’ 0.020595’ 0.013

599’ 0.020

594’ 0.020

571’ 0.030

593’ 0.020

587’ 0.020

583’ 0.020

580’ 0.020

579’ 0.020575’ 0.020

565’ 0.010

573’ 0.020

558’ 0.030

567’ 0.020

563’ 0.020561’ 0.020

528’ 0.010

544’ 0.030

538’ 0.020

555’ 0.010

530’ 0.020

523’ 0.020

501’ 0.020

519’ 0.020

503’ 0.016

506’ 0.020

209


600 feet

610 feet

620 feet

630 feet

640 feet

650 feet

660 feet

670 feet

680 feet

690 feet

700 feet

600 feet

610 feet

620 feet

630 feet

640 feet

650 feet

660 feet

670 feet

680 feet

690 feet

700 feet


15’15’

607’ 0.020

664’ 0.020

622’ 0.030

691’ 0.016

618’ 0.013

695’ 0.020

637’ 0.016

678’ 0.013

669’ 0.016

646’ 0.016

642’ 0.016

635’ 0.020630’ 0.020

648’ 0.013

625’ 0.016

621’ 0.020

610’ 0.020

614’ 0.016

604’ 0.016601’ 0.016

609’ 0.010

615’ 0.020

651’ 0.016

607’ 0.016

675’ 0.010

610’ 0.016

605’ 0.030

618’ 0.016

626’ 0.016

643’ 0.016

603’ 0.020

658’ 0.020

210


700 feet

710 feet

720 feet

730 feet

740 feet

750 feet

760 feet

770 feet

780 feet

790 feet

800 feet

700 feet

710 feet

720 feet

730 feet

740 feet

750 feet

760 feet

770 feet

780 feet

790 feet

800 feet


15’15’

730’ 0.016

774’ 0.016

719’ 0.010

799’ 0.013

756’ 0.010

777’ 0.016

742’ 0.016

734’ 0.020737’ 0.013

738’ 0.016

750’ 0.013

763’ 0.013766’ 0.013

780’ 0.013

767’ 0.013

797’ 0.016

775’ 0.010

794’ 0.010

701’ 0.016

708’ 0.013 707’ 0.016

741’ 0.020

773’ 0.020

727’ 0.016

746’ 0.020

768’ 0.020

797’ 0.030

762’ 0.016

774’ 0.016772’ 0.020

798’ 0.020

783’ 0.020

211


800 feet

810 feet

820 feet

830 feet

840 feet

850 feet

860 feet

870 feet

880 feet

890 feet

900 feet

800 feet

810 feet

820 feet

830 feet

840 feet

850 feet

860 feet

870 feet

880 feet

890 feet

900 feet


15’15’

849’ 0.010 852’ 0.010

857’ 0.030

805’ 0.016

852’ 0.010

886’ 0.016

864’ 0.016862’ 0.020

860’ 0.016

855’ 0.016

838’ 0.020

821’ 0.010

837’ 0.020833’ 0.013

828’ 0.013

831’ 0.020

826’ 0.013

816’ 0.013

802’ 0.013

812’ 0.016

808’ 0.016

814’ 0.013

862’ 0.020

829’ 0.020 all

858’ 0.020

801’ 0.030

826’ 0.016

837’ 0.016

844’ 0.020

809’ 0.020

805’ 0.020

212


900 feet

910 feet

920 feet

930 feet

940 feet

950 feet

960 feet

970 feet

980 feet

990 feet

1000 feet

900 feet

910 feet

920 feet

930 feet

940 feet

950 feet

960 feet

970 feet

980 feet

990 feet

1000 feet


15’15’

939’ 0.030

0.020

950’ 0.030

939’ 0.030

949’ 0.030

Joint

Joint

213

Mason/Menard County – SN#065-0501 – Surveyed 1/2/2004

1000 feet

1010 feet

1020 feet

1030 feet

1040 feet

1050 feet

1060 feet

1070 feet

1080 feet

1090 feet

1100 feet

1000 feet

1010 feet

1020 feet

1030 feet

1040 feet

1050 feet

1060 feet

1070 feet

1080 feet

1090 feet

1100 feet


15’15’

1043’ 0.013

1076’ 0.016

1050’ 0.010

214


1100 feet

1110 feet

1120 feet

1130 feet

1140 feet

1150 feet

1160 feet

1170 feet

1180 feet

1190 feet

1200 feet

1100 feet

1110 feet

1120 feet

1130 feet

1140 feet

1150 feet

1160 feet

1170 feet

1180 feet

1190 feet

1200 feet


15’15’

215


1200 feet

1210 feet

1220 feet

1230 feet

1240 feet

1250 feet

1260 feet

1270 feet

1280 feet

1290 feet

1300 feet

1200 feet

1210 feet

1220 feet

1230 feet

1240 feet

1250 feet

1260 feet

1270 feet

1280 feet

1290 feet

1300 feet


15’15’

1244’ 0.016

1235’ 0.013

1202’ 0.013

1246’ 0.013

1238’ 0.016

216

Mason/Menard County – SN# 065-0501 – Surveyed 1/2/2004 The “#” symbol represents cracks in the parapet only.

1300 feet

1310 feet

1320 feet

1330 feet

1340 feet

1300 feet

1310 feet

1320 feet

1330 feet

1340 feet


15’15’

217

Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008

0 feet

5 feet

10 feet

15 feet

20 feet

25 feet

30 feet

35 feet

40 feet

45 feet

50 feet

0 feet

5 feet

10 feet

15 feet

20 feet

25 feet

30 feet

35 feet

40 feet

45 feet

50 feet

N IL 29 – Salt CreekSN# 065-0501

12’3’ 3’12’

9’ 0.010 – 0.013Exposed Aggregate

5.5’ 0.013

portion popped out at 24’

*

*

*

Exposed Aggregate

#27’

48’ 0.013

36’ 0.013

19’ 0.013

218


50 feet

55 feet

60 feet

65 feet

70 feet

75 feet

80 feet

85 feet

90 feet

95 feet

100 feet

50 feet

55 feet

60 feet

65 feet

70 feet

75 feet

80 feet

85 feet

90 feet

95 feet

100 feet

N

12’3’ 3’12’

99’ 0.013

81’ 0.013

91’ 0.010

77’ 0.013


*

**Exposed

Aggregate

83’ 0.013

80’ 0.010

58’ 0.013 - 0.010

52’ 0.013

75’ 0.013

61’ 0.010

0.01076’ 0.013

77’ 0.013

Exposed Aggregate

70’ 0.013

74’ 0.010

73.5’ 0.010

72’ 0.013

68’ 0.013

65’ 0.013

66’ 0.013

69’ 0.013

74’ 0.010 73’ 0.010

78’ 0.016

87’ 0.010

76’ 0.0130.010

81’ 0.013

74’ 0.016

78’ 0.013

96’ 0.013

76’ 0.010

97’ 0.010

82’ 0.013

93’ 0.010

94’ 0.013

100’ 0.013

#72’

#65’

#63’

#90’

59’ 0.030

78’ 0.030

219


100 feet

105 feet

110 feet

115 feet

120 feet

125 feet

130 feet

135 feet

140 feet

145 feet

150 feet

100 feet

105 feet

110 feet

115 feet

120 feet

125 feet

130 feet

135 feet

140 feet

145 feet

150 feet

N

12’3’ 3’12’

102’ 0.013

142’ 0.013

122’ 0.010

146’ 0.010

142’ 0.007


*123’ – 126’

*105’ – 108’

*

*

104’ 0.013

113’ 0.013

108’ 0.013

121’ 0.013

102’ 0.016 – 0.020

Exposed Aggregate

Exposed Aggregate

120’ 0.013

145’ 0.010143’ 0.013

141’ 0.013

147’ 0.0100.016

150’ 0.010

146’ 0.016

149’ 0.016

100’ 0.013

102’ 0.013

107’ 0.013

114’ 0.013

117’ 0.013

130’ 0.010

125’ 0.010

138’ 0.010

145’ 0.013

145’ 0.013

0.010149’ 0.016

145’ 0.010

#102’

#108’

#115’

#124’

#134’

#145’

142’ 0.030

102’ 0.013

112’ 0.013

220


150 feet

155 feet

160 feet

165 feet

170 feet

175 feet

180 feet

185 feet

190 feet

195 feet

200 feet

150 feet

155 feet

160 feet

165 feet

170 feet

175 feet

180 feet

185 feet

190 feet

195 feet

200 feet

N

12’3’ 3’12’

156’ 0.013

162’ 0.013

154’ 0.010


* 152’2” x 2.5” hole

*

X 181’ Indentations

168’ 0.010

158’ 0.010

150’ 0.010151’ 0.013

154’ 0.010

151’ 0.0130.013

0.013154’ 0.013 #154’

#164’

#179’

#185’

#196’

221


200 feet

205 feet

210 feet

215 feet

220 feet

225 feet

230 feet

235 feet

240 feet

245 feet

250 feet

200 feet

205 feet

210 feet

215 feet

220 feet

225 feet

230 feet

235 feet

240 feet

245 feet

250 feet

N

12’3’ 3’12’

222’ 0.013

240’ 0.016

248’ 0.013

Construction Joint

226’ 0.030


* Honeycomb/ exposed aggregate

* 249’ Hole

* 210’ – 219’ Exposed aggregate

227’ 0.013

243’ 0.013 – 0.010

234’ 0.016

232’ 0.013

224’ 0.010224’ 0.013

244’ 0.010

219’ 0.013

226’ 0.010

234’ 0.013

0.016

* Aggregate Popped Out

232’ 0.013232.5’ 0.013

233’ 0.013 233’ 0.013

239’ 0.013

248’ 0.010

243’ 0.010

#203’

#210’

237’ 0.010

#242’

#247’

222


250 feet

255 feet

260 feet

265 feet

270 feet

275 feet

280 feet

285 feet

290 feet

295 feet

300 feet

250 feet

255 feet

260 feet

265 feet

270 feet

275 feet

280 feet

285 feet

290 feet

295 feet

300 feet

N

12’3’ 3’12’

278.5’ 0.013

272.5’ 0.013

272’ 0.010 both

259’ 0.010

298’ 0.013


256’ 0.013

290’ 0.013

278’ 0.013

268’ 0.010

262’ 0.010

263’ 0.010

267’ 0.010

286’ 0.013

291’ 0.010

274’ 0.013

275’ 0.013

274’ 0.010

292’ 0.010

291’ 0.010

296’ 0.013

#251’

#258’

#254’

#263’

#270’

#272’

#276’

#283’

#289’

#295’

#298’

223

Mason/Menard County – SN# 065-0501 – 10/2/2008, 10/20/2008

300 feet

305 feet

310 feet

315 feet

320 feet

325 feet

330 feet

335 feet

340 feet

345 feet

350 feet

300 feet

305 feet

310 feet

315 feet

320 feet

325 feet

330 feet

335 feet

340 feet

345 feet

350 feet

N

12’3’ 3’12’

333’ 0.013

310’ 0.013

307’ 0.010

0.016

325’ 0.010


*

323’ 0.016

317’ 0.013

311’ 0.016

344’ 0.016

323’ 0.013

317’ 0.013

321’ 0.016

324’ 0.013

329’ 0.013

331’ 0.013

332’ 0.013

342’ 0.013 – 0.016

338’ 0.016 – 0.013

336’ 0.013

344’ 0.013345’ 0.016

326’ 0.016

320’ 0.010

309’ 0.013

303’ 0.010

306’ 0.013

314’ 0.016

317’ 0.016

314’ 0.013

322’ 0.016

328’ 0.016

331’ 0.013

329’ 0.013

333’ 0.013

335’ 0.013 335’ 0.013335’ 0.016

338’ 0.016338’ 0.013

342’ 0.013

346’ 0.013

348’ 0.013

#302’#303’

#307’

#312’

#320’

#325’

#330’

#328’

#338’

#348’

#346’

342’ 0.080

224


350 feet

355 feet

360 feet

365 feet

370 feet

375 feet

380 feet

385 feet

390 feet

395 feet

400 feet

350 feet

355 feet

360 feet

365 feet

370 feet

375 feet

380 feet

385 feet

390 feet

395 feet

400 feet

N

12’3’ 3’12’

369’ 0.020

361’ 0.013

387’ 0.010 both

0.016

375’ 0.010


383’ 0.016

354’ 0.016 – 0.020

355’ 0.013 - 0.016

360’ 0.013358’ 0.016

362’ 0.016

377.5’ 0.013

393 0.010 – 0.016

367’ 0.013368’ 0.013

372’ 0.016

0.010

382’ 0.016 – 0.020

399’ 0.016

377’ 0.013

379’ 0.016

384’ 0.010

0.016

380.5’ 0.013

371’ 0.013

0.010 – 0.016

0.010 both

383.5’ 0.013

387’ 0.010

392’ 0.013

386’ 0.013387’ 0.013

398’ 0.013

395’ 0.016

386’ 0.016 – 0.010

399’ 0.010

0.010

364’ 0.010

351’ 0.016 351’ 0.016 – 0.013

355’ 0.016

371’ 0.016 – 0.013

353’ 0.010

368’ 0.010

365’ 0.016

373’ 0.013

362’ 0.010

358’ 0.016 – 0.013

365’ 0.013

0.013

0.010

0.013 – 0.010

376’ 0.016

383’ 0.013

375’ 0.016 – 0.013

377’ 0.013

385’ 0.013

386’ 0.010

387’ 0.010

389’ 0.013 – 0.016

393’ 0.013

389’ 0.013

396’ 0.016

380’ 0.013 – 0.010

389’ 0.010

#357’

397’ 0.080

369’ 0.080

225


400 feet

405 feet

410 feet

415 feet

420 feet

425 feet

430 feet

435 feet

440 feet

445 feet

450 feet

400 feet

405 feet

410 feet

415 feet

420 feet

425 feet

430 feet

435 feet

440 feet

445 feet

450 feet

N

12’3’ 3’12’

438’ 0.013

407’ 0.016

443’ 0.013

441’ 0.010

421’ 0.010


428’ 0.013 all 3

412’ – 410’ 0.013

410’ 0.016

Construction Joint

c

a

405’ 0.016 – 0.010

430’ 0.016 – 0.013

423’ 0.013

402’ 0.010

409’ 0.013

e

b

414’ 0.013

405’ 0.010 all 3

419’ 0.013

404’ 0.016

0.010

426’ 0.013; 0.016 @ parapet

445’ 0.013 - 0.016

443.5’ 0.016

427’ 0.013

d

446’ – 447’ 0.016

0.010

450’ 0.013

448’ 0.016

441’ 0.016

440’ 0.016

437’ 0.013

424’ 0.016 – 0.013

433’ 0.016

439’ 0.016 – 0.020

443’ 0.013

446’ 0.013 – 0.016

441’ 0.016

447’ 0.013

450’ 0.013

0.010

401’ 0.013

422’ 0.013 both

407’ 0.010

409’ 0.010 & 0.013

403’ 0.016

0.013

403.5’ 0.010

401’ 0.013

415’ 0.010

406’ 0.013

408’ 0.013

431’ 0.013

402’ 0.016

409’ 0.013409’ 0.013

406’ 0.010

414’ 0.013

403’ 0.013 both

429’ 0.016

423.5’ 0.016

426’ 0.016

421’ 0.013

432’ 0.016 432’ 0.013

435’ 0.0160.013 435’ 0.016

433’ 0.013

438’ 0.016439’ 0.013

444’ 0.016445’ 0.016

448’ 0.016449’ – 450’ 0.016 – 0.013

#415’

#408’

#426’

#430’

#417’

#422’

#428’

#431’

#420’

0.013

0.010

0.013

226


450 feet

455 feet

460 feet

465 feet

470 feet

475 feet

480 feet

485 feet

490 feet

495 feet

500 feet

450 feet

455 feet

460 feet

465 feet

470 feet

475 feet

480 feet

485 feet

490 feet

495 feet

500 feet

N

12’3’ 3’12’

475’ 0.013

497’ 0.010

481’ 0.013 – 0.010

493’ 0.010

470’ 0.016 – 0.013


0.010

450’ 0.013450’ 0.013

467’ 0.010 - 0.016

463’ 0.010

498’ 0.016

451’ 0.016452’ 0.013 - 0.016

459’ 0.013 - 0.016

462’ 0.013 - 0.016

488’ 0.013 - 0.016

457’ 0.013 – 0.016

469’ 0.013

471’ 0.013

0.010

492’ 0.013

473.5’ 0.010

470’ 0.010 – 0.016

480’ 0.010 – 0.016

464’ 0.013 - 0.016

483’ 0.013 - 0.016

479’ 0.010

485’ 0.013 - 0.016

500’ 0.013

491’ 0.010491’ 0.013

494’ 0.013

496’ 0.013

500’ 0.010

493’ 0.010

453’ 0.016

456’ 0.016

454’ 0.013

457’ 0.013456’ 0.013 - 0.016

461’ 0.016

459’ 0.016460’ 0.010

464’ 0.010 – 0.013

467’ 0.013 466’ 0.013

468’ 0.013

476.5’ 0.016

0.016

474’ 0.013

484’ – 485’ 0.010

485’ 0.013

487’ 0.010

495’ 0.013

478’ 0.016

497’ 0.013

452’ 0.010

463’ 0.010

476’ 0.013

461’ 0.013

493’ 0.010

475’ 0.013

480’ 0.013481’ 0.010

454’ 0.013

0.010

227


500 feet

505 feet

510 feet

515 feet

520 feet

525 feet

530 feet

535 feet

540 feet

545 feet

550 feet

500 feet

505 feet

510 feet

515 feet

520 feet

525 feet

530 feet

535 feet

540 feet

545 feet

550 feet

N

12’3’ 3’12’

507’ 0.013

540’ 0.010

545’ 0.010


509.5’ 0.013

504’ 0.013

500’ 0.010

519’ 0.013

500.5’ 0.013

502’ 0.010

505’ 0.013

526’ 0.010

518’ 0.010

0.010

536.5’ 0.010

517’ 0.010

510’ 0.013

549’ 0.013

517’ 0.013

513’ 0.010

522’ 0.013;@ parapet 0.08

506.5’ 0.010

522’ 0.010

529’ 0.010

0.010

525’ 0.013

542.5’ 0.010

529’ 0.010

539’ 0.010

537’ 0.010

535’ 0.013

524.5’ 0.010

543’ 0.010

540’ 0.013

546’ 0.013

0.010

500’ 0.013

504’ 0.013

510’ 0.013

533’ 0.013

510’ 0.013

517’ 0.010

514’ 0.013

527’ 0.010

528’ 0.010

532’ 0.010

534’ 0.010535’ 0.010; @ parapet 0.08

537’ 0.010

521’ 0.013

537’ 0.010

543’ 0.010

544’ 0.010

547’ 0.010

548’ 0.010

507’ 0.010

550’ 0.010

514’ 0.010

452’ 0.010

526’ 0.010

520’ 0.010

519’ 0.010

510’ 0.010

549’ 0.080

228


550 feet

555 feet

560 feet

565 feet

570 feet

575 feet

580 feet

585 feet

590 feet

595 feet

600 feet

550 feet

555 feet

560 feet

565 feet

570 feet

575 feet

580 feet

585 feet

590 feet

595 feet

600 feet

N

12’3’ 3’12’

570’ 0.013

599’ 0.010

588’ 0.010 – 0.016

555’ – 556’ 0.010


578’ 0.010 - 0.016

0.010

551’ 0.013

553’ 0.010

563.5’ 0.010561’ 0.013

558’ 0.010

567’ 0.010

570’ 0.010

573’ 0.010574’ 0.010

552’ 0.010 - 0.013

i

564’ 0.013

583’ – 585’ 0.013

597’ 0.013

585’ 0.013

578’ 0.080

g

597’ 0.010

600’ 0.013

0.010

594’ 0.013h

0.013 all 3

555’ 0.010

560’ 0.010562’ 0.010

563’ 0.010 – 0.016; @ parapet 0.08

567’ 0.010

0.010

566’ 0.010 565’ 0.010

568’ 0.010

570’ 0.010

575’ 0.010

572’ 0.010574’ 0.010

590’ 0.016; @ parapet 0.08

579’ 0.010

0.010

0.013

583’ 0.013

f

582’ 0.013

576’ 0.010

586’ 0.010

593’ 0.013

0.013

0.010

0.010

594’ 0.010

598’ 0.010

600’ 0.010

577’ 0.010

229


600 feet

605 feet

610 feet

615 feet

620 feet

625 feet

630 feet

635 feet

640 feet

645 feet

650 feet

600 feet

605 feet

610 feet

615 feet

620 feet

625 feet

630 feet

635 feet

640 feet

645 feet

650 feet

N

12’3’ 3’12’

644’

628’ 0.013

611’ – 612’ 0.010

618’ 0.013

644’


642’ 0.016

0.013 all 3600’ 0.013

o

u

602’ 0.010

605’ 0.016k

617.5’ 0.010

612’ 0.013 all 3

j

642’ 0.010

606’ 0.013607’ 0.010

n

605.5’ 0.013

0.013 both

p

636’ 0.010 - 0.013

632’ – 613’ 0.013

636’ 0.013

0.010

0.013

641’ 0.010640’ – 641’ 0.013

637’ 0.013

0.013

s

643’ 0.013

649’ 0.013

0.010

0.013

0.010647’ 0.010

607’

612’

601’

q

l

608’

613’

607’

600’ 0.010

m

622’

625’ 0.013626’ 0.013625’

632’ 0.013

r

614’ 0.010

631’

t

0.0130.010

645’ 0.013

644’

650’ 0.013

646’ 0.013

629’ 0.016

644’ 0.010

230


650 feet

655 feet

660 feet

665 feet

670 feet

675 feet

680 feet

685 feet

690 feet

695 feet

700 feet

650 feet

655 feet

660 feet

665 feet

670 feet

675 feet

680 feet

685 feet

690 feet

695 feet

700 feet

N

12’3’ 3’12’

679’ 0.010

697’ 0.013

657’ 0.010

698’ 0.010

696’ 0.013


664’ 0.010

651’ 0.010

666’ & 667’ 0.013

654’ 0.013

663’ 0.013

678’ 0.013 - 0.010

670’ 0.010

668’ 0.013

692’ 0.013

687’ 0.010

660’ 0.013

658’ 0.013

0.0130.013

650’ 0.013

667’ 0.013

664’ 0.013

666’ 0.013

669’ 0.0100.016 0.0160.010

684’ 0.013

688’ 0.013

231


700 feet

705 feet

710 feet

715 feet

720 feet

725 feet

730 feet

735 feet

740 feet

745 feet

750 feet

700 feet

705 feet

710 feet

715 feet

720 feet

725 feet

730 feet

735 feet

740 feet

745 feet

750 feet

N

12’3’ 3’12’

705’ 0.010

0.013

0.010

0.010 all


0.010

0.010

0.010Expansion Joint

0.013

0.013

0.013

0.010

0.010

0.010

0.0100.010

0.010

0.010

0.016

0.010

0.016

702’ 0.010

Expansion Joint

Expansion Joint

232


750 feet

755 feet

760 feet

765 feet

770 feet

775 feet

780 feet

785 feet

790 feet

795 feet

800 feet

750 feet

755 feet

760 feet

765 feet

770 feet

775 feet

780 feet

785 feet

790 feet

795 feet

800 feet

N

12’3’ 3’12’

791’ 0.010; 0.020 @ parapet

786’ 0.010

767’ 0.010

790’ 0.013


0.0100.010 784’ 0.010

0.010

787’ 0.013

792’ 0.010

763’ 0.010

800’ 0.030

782’ 0.030

233


800 feet

805 feet

810 feet

815 feet

820 feet

825 feet

830 feet

835 feet

840 feet

845 feet

850 feet

800 feet

805 feet

810 feet

815 feet

820 feet

825 feet

830 feet

835 feet

840 feet

845 feet

850 feet

N

12’3’ 3’12’

832’ 0.010

807’ 0.010 807’ 0.010

814’ 0.010

833’ 0.010


800’ 0.030

234


850 feet

855 feet

860 feet

865 feet

870 feet

875 feet

880 feet

885 feet

890 feet

895 feet

900 feet

850 feet

855 feet

860 feet

865 feet

870 feet

875 feet

880 feet

885 feet

890 feet

895 feet

900 feet

N

12’3’ 3’12’

861’ 0.010

855’ 0.013

IL 29 – Salt Creek900’ 0.010

855.5’ 0.010

874’ 0.030

855’ 0.020

864’ 0.020

884’ 0.010

897’ 0.010

235


900 feet

905 feet

910 feet

915 feet

920 feet

925 feet

930 feet

935 feet

940 feet

945 feet

950 feet

900 feet

905 feet

910 feet

915 feet

920 feet

925 feet

930 feet

935 feet

940 feet

945 feet

950 feet

N

12’3’ 3’12’

927.5’ 0.013 – 0.010

925’ 0.010

907’ 0.010

934’ 0.010

949’ 0.010


*

900’ 0.010

927’ 0.010

914’ 0.010

t

925’ 0.010

947’ 0.010

927’ 0.013

932’ 0.010

909’ 0.010

912’ 0.010

907’ 0.010

929’ 0.013929’ 0.013

933’ - 934’ 0.013

934’ 0.010

907’ 0.010

919’ 0.010

928’ 0.030

937’ 0.020

947’ 0.020

236


950 feet

955 feet

960 feet

965 feet

970 feet

975 feet

980 feet

985 feet

990 feet

995 feet

1000 feet

950 feet

955 feet

960 feet

965 feet

970 feet

975 feet

980 feet

985 feet

990 feet

995 feet

1000 feet

N

12’3’ 3’12’

954’ 0.010

964’ – 984’ 0.010


965’ 0.010

954’ 0.010

972’ 0.010

984’ 0.010

990’ 0.010

995’ 0.010

237

Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008 The “#” symbol represents cracks in the parapet only.

* Unless otherwise noted, the areas marked with this symbol contained exposed aggregate. A Northbound lane, from 402’ – 403’, the cracks measured from 0.013 – 0.016 B Northbound lane, from 403’ – 405’, all the cracks measured 0.010. C Northbound lane, from 412’ – 413’, the cracks measured from 0.010, 0.013 – 0.016. D Northbound lane, from 413.5’ – 414’, all the cracks measured 0.013. E Northbound lane, from 423.5’ – 425’, the cracks measured from 0.010 – 0.013. F Northbound lane, from 577’ – 581.5’, the cracks measured from 0.010 – 0.013. G Southbound lane, from 580’ – 582’, all the cracks measured 0.010. H Northbound lane, from 594’ – 599’, all the cracks measured 0.013. I Northbound lane, from 597’ – 600’, the cracks measured from 0.010 – 0.013. J Southbound lane, from 601’ – 607’, the cracks measured from 0.010, 0.013 – 0.016. K Northbound lane, from 602’ – 603’, the cracks measured from 0.010 – 0.013. L Northbound lane, from 605’ – 607’, all the cracks measured 0.013. M Southbound lane, from 608’ – 613’, the cracks measured from 0.010, 0.013 – 0.016. N Northbound lane, from 609’ – 611’, all the cracks measured 0.010. O Northbound lane, from 612’ – 617’, the cracks measured from 0.010 – 0.013. P Southbound lane, from 617.5’ – 625’, the cracks measured from 0.010 – 0.013. Q Northbound lane, from 622’ – 625’, the cracks measured from 0.010, 0.013 – 0.016. R Southbound lane, from 626.5’ – 629’, all the cracks measured 0.010. S Northbound lane, from 628’ – 631’, the cracks measured from 0.010 – 0.013. T Southbound lane, from 643’ – 644’, all the cracks measured 0.013. U Northbound lane, around 644’, all the cracks measured 0.010. V Southbound lane, from 927.5’ – 928’, all the cracks measured 0.010.

1000 feet

1005 feet

1000 feet

1005 feet


12’3’ 3’12’

0.010

1001’ 0.010

238

McLean County

239


Structure Number: 057-6301 Inspected By: DAD, JAB Responsible District: 3 Date Inspected: 08/05/11 Number of Spans: 8 Span Lengths See below Total: 647’8” Deck Width: 30’0” Beam Type: PPC-I Steel Other Beam Spacing: Date of Beam Erection: 2004 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 13,000 (2007) Stage Construction: Y N Skew: Y N Angle: Pour Dates: Stage 1, 2004 Stage 2, Description of Cracking: Average Transverse Crack Distance: On top of deck, on the interior spans, cracks at approximately 4’ spacing were observed. Underneath, approximate crack spacing observed was 5 – 6’ on interior and 7 – 8’ on ends. Longitudinal Cracking: Bridge Joint Cracking / Integral Abutment Cracking: In a bridge joint, under the deck, cracking, concrete spalling with exposed corroded reinforcement was observed. Cracking over Piers: Under the deck, the cracking was more closely spaced near the piers. If staged construction, noticeable difference of crack severity between stages: Other Observations: Span Lengths: 2 @ 75ft 0in., 4 @ 75ft 9in., 2 @ 95ft 0in. Mix Design Information: (from MISTIC) Mix Design Number: 83PCC3346 Coarse Aggregate Source: Valley View Indust. Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Rowe Constr. Co. Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Mineral Resource Tech. Microsilica Source: Elkem Materials Inc.

240

Sangamon County

241





ADT @ time bridge was built: 4,850 (2007) Stage Construction: Y N Skew: Y N Angle: 30° Pour Dates: Stage 1, 2000 Stage 2, 2000 Description of Cracking: Average Transverse Crack Distance: In westbound lanes, transverse cracks present at 5’-6’ spacing. In eastbound lanes, transverse cracks present at 8’-9’ spacing. Span 1 and span 2 not too cracked. Longitudinal Cracking: On top, cracking was along floor drains. On top, longitudinal (mapping) cracks were visible. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Noticeable difference in cracking between Stages I and II. Other Observations: Span lengths: 1&3) 14.1m, 2)14.4m Stage I, the westbound lanes, used 86PCC2064 mix design and Stage II, the eastbound lanes, uses 86PCC2065 mix design. The information for both mix designs is listed below. Mix Design Information: (from MISTIC) Mix Design Number: 86PCC2064&2065 Coarse Aggregate Source: Material Service(CA 11) (86PCC2064) Crushed Stone Gravel Coarse Aggregate Source: Central Stone(CA 11) (86PCC2065) Crushed Stone Gravel Fine Aggregate Source: Clear Lake S &

G(86PCC2064) Fine Aggregate Source: Otter Creek S &

G(86PCC2065)

HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Mineral Resource Tech(Both) Microsilica Source: W.R. Grace & Co.(Both)

242

Sangamon County – SN# 084 -0065 – Surveyed 5/7/2001, 8/15/2001

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E IL 104 over Brush CreekSN # 084-0065

12’11.3’ 11.3’12’

#29’

#34’

#54’

0.016 #78’

#61’

#70’

#86’

#10’

34’

54’

#48’

#14’

#91’92’ 0.016

73’ 0.030

88’ 0.010

66’ 0.013

49’ 0.016

61’ 0.010

72’ 0.010

67’ 0.010

82’ 0.013

40’ 0.013

58’ 0.013

~2.5’ long 0.013

44’ 0.016

32’ 0.016

33’ 0.013

#20’

5’ 0.005

17’ 0.005

26’ 0.00730’ 0.010

32’ 0.007

30’ 0.010

65’ 0.007

31’ 0.002

#43’

42’ 0.009

52’ 0.002

57’ 0.005

59’ 0.005

90’ 0.002

#48’

64’ 0.007

87’ 0.009

71’ 0.007

74’ 0.005

83’ 0.005

79’ 0.002

243

100 feet

110 feet

120 feet

130 feet

140 feet

100 feet

110 feet

120 feet

130 feet

140 feet

E

12’11.3’ 11.3’12’

IL 104 over Brush Creek

#132’

#114’

#102’ #101’ 0.0020.007

#128’

#136’

#120’

112’ 0.006

135’ 0.010

125’ 0.010

120’ 0.020

101’ 0.016

115’ 0.016

143’ 0.005

104’ 0.016

102’ 0.003104’103’ 0.005

106’ 0.007

114’ 0.007

#113’115’ 0.003

137’ 0.010

Sangamon County – SN# 084-065 – Surveyed 5/7/2001, 8/15/2001

The initial survey of the westbound lane showed 33 hairline transverse cracks. The initial survey of the eastbound lane showed 21 hairline transverse cracks.


244

Sangamon County – SN# 084-0065 – Surveyed 9/3/2002

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E Rte. 104 over Brush CreekSN # 084-0065

12’11.3’ 11.3’12’

32’ 0.020

#34’

22’ 0.020

#48’ 48’ 0.016

31’ 0.010

#54’

1’ 0.016

54’ 0.013

40’ 0.040

66’ 0.009

#61’

68’ 0.01367’ 0.013

73’ 0.020

#78’

92’ 0.020

87’ 0.013

80’ 0.020

85’ 0.016

81’ 0.013

93’ 0.016

89’ 0.009

98.5’ 0.00999’ 0.01097’ 0.013 #96’

#33’

#54’

#59’

#76’

#18’

0.016

57’ 0.016

35’ 0.020

9’ 0.020

45’ 0.010

#43’

62’ 0.013

42’ 0.013

32’ 0.013

0.010

44’ 0.0100.005

43’ 0.010

52’ 0.01351’ 0.016

59’ 0.020

62’ 0.020

75’ 0.013 76’ 0.016

84’ 0.020

74’ 0.016

71’ 0.013

97’ 0.013

86’ 0.013

81’ 0.016

91’ 0.016

245

Sangamon County – SN# 084-0065 – Surveyed 9/3/2002 The “#” symbol represents cracks in the parapet only.

100 feet

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120 feet

130 feet

140 feet

E

12’11.3’ 11.3’12’

Rte. 104 over Brush Creek

139’ 0.005

0.060Map Cracking

133’ 0.009#132’

#136’

126’ 0.025123’ 0.020122’ 0.007

119’ 0.010

#114’

#120’

115’ 0.016

#141’

102’ 0.016

107’ 0.020

#102’ #101’

#107’

#122’

2’L 0.025

1’L 0.013 @ 132’

0.010

106’ 0.013

129’ 0.020

119’ 0.030

113’ 0.002

128’ 0.030127’ 0.005

117’ 0.016 118’ 0.007

112’ 0.007

105’ 0.020108’ 0.020

137’ 0.013

104’ 0.013101’ 0.016

246


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E IL 104 over Brush Creek – EB & WBSN # 084-0065

11.3’12’

1’ 0.010

63’ 0.010

57’ 0.010

62’ 0.010

12’11.3’

*

*

*

*

*

27’ 0.020

0.016

50’ 0.013

0.0160.010

0.010

0.010,0.013

0.013

4’ 0.0806’ 0.020

0.013

0.010

0.020

0.013

0.013

36’ 0.013

20’ 0.020

24’ 0.020

9’ 0.016

31’ 0.016

0.013

0.01034’ 0.016

39’ 0.01337’ 0.016

44’ 0.01044’ 0.013

49’ 0.010 49’ 0.010

81’ 0.010

52’ 0.010

47’ 0.013

79’ 0.013

67’ 0.016

60’ 0.016

54’ 0.013

60’ 0.010

52’ 0.013

67’ 0.013

74’ 0.010

84’ 0.013

76’ 0.013

99’ 0.010

84’ 0.01387’ 0.013

100’ 0.010

95’ 0.013

0.013

96’ 0.01398’ 0.01398’ 0.01394’ 0.013

90’ 0.01090’ 0.010

95’ 0.013

247

Sangamon County – SN# 084-0065 – Surveyed 12/30/2003 * Denotes areas of interconnected hairline cracks, sometimes resembling a spider web.

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130 feet

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E

130’ 0.010

124’ 0.013

104’ 0.010

143’ 0.013

IL 104 over Brush Creek – EB & WB

11.3’12’12’11.3’

132’ 0.013

137’ 0.013

134’ 0.013

142’ 0.013139’ 0.013

106’ 0.016

117’ 0.016

111’ 0.010

110’ 0.013 110’ 0.010

103’ 0.013 101’ 0.013 100’ 0.010

120’ 0.010

248


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E IL 104 over Brush CreekSN# 084-0065

48’ - 49’ 0.013

64’ 0.020

56’ 0.016

92’ 0.013

77’ 0.016

33’ – 34’ 0.016

99’ 0.01696’ 0.013

62.5’ 0.013

42’ 0.013

95’ 0.013

100’ 0.016

48’ - 49’ 0.016

86’ 0.020

83’ #

64’ 0.016

96’ 0.016

82’ 0.020

72’ 0.016

9’ 0.0206’ 0.016

89’ 0.016 – 0.013

84’ #

91’ 0.013

62’ 0.020

58’ 0.01658’ 0.016

40’ 0.01336’ 0.016

30’ 0.016 29’ 0.016

32’ 0.020

28’ #

19’ #

14’ #

66’ #

16’ 0.016

21’ 0.030

28’ 0.016

18’ 0.016

3’ 0.030

11.3’12’12’11.3’

22’ #

18’ #

9’ #

3’ #

51’ – 53’ 0.020

26’ 0.016

41’ 0.020

47’ 0.013

39’ 0.01641’ 0.013

96’ 0.013

41’ 0.01644’ 0.013

54’ 0.013

46’ 0.016

60’ 0.013

69’ 0.020

73’ 0.01672’ 0.016

76’ 0.016

88’ 0.016

34’ #

63’ 0.013

82’ 0.013

78’ 0.016

91’ 0.016

88’ 0.016

84’ 0.013

97’ 0.016

95’ 0.013

97’ 0.013

249

Sangamon County – SN# 084-0065 – Surveyed 9/26/2005 Map cracking was observed in the eastbound lane near the centerline from 9’ to 89’.


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E

110’ #

125’ 0.013

103’ 0.016 - 0.020

IL 104 over Brush Creek

100’ 0.016

124’ #

137’ 0.016

121’ 0.016

143’ 0.020

113’ 0.016 112’ 0.013112’ 0.020

117’ 0.016

101’ 0.016

11.3’12’12’11.3’

105’ 0.013

101’ 0.013103’ 0.013

111’ 0.016

105’ 0.013108’ 0.016

115’ 0.016

112’ 0.013

131’ 0.016

122’ 0.013

142’ 0.013

134’ 0.016135’ 0.016

0.0103’ L

131’ 0.013

250


Structure Number: 084-0500NB&084-0499SB Inspected By: DAD, DHT, CRB,JAB Responsible District: 6 Date Inspected: 5/24/2010 Number of Spans: 5 Span Lengths See below Total: 220.2m Deck Width: 36.0m Beam Type: PPC-I Steel Other Beam Spacing: 2.44m Date of Beam Erection: 2001 & 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 34,600 (2007) Stage Construction: Y N Skew: Y N Angle: Pour Dates: Stage 1, 2001 Stage 2, 2002 Description of Cracking: Average Transverse Crack Distance: Southbound Lanes: 3’ spacing; northbound lanes: 2’ – 3’ spacing. Cracks were sealed with epoxy. Southbound: underneath bridge deck, from outside to inside, 5’-6’ or less spacing; northbound: underneath bridge deck, spacing of cracks similar to southbound. Longitudinal Cracking: Bridge Joint Cracking / Integral Abutment Cracking: Cracking near southwest abutment. Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Span lengths: 1) 36.8m, 2 through 4) 48.2m, 5 36.8m Southbound segment 9 instrumented The bridge is in good shape with southbound and northbound lanes exhibiting equivalent cracking. Mix Design Information: (from MISTIC) Mix Design Number: 86PCC2764 Coarse Aggregate Source: Central Stone Crushed Stone Gravel Coarse Aggregate Source: N/A Crushed Stone Gravel Fine Aggregate Source: Buckhart Sand & Gravel Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Mineral Resource Tech Microsilica Source: W. R. Grace and Company

251

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N

I – 55 over Lake Springfield

59’

100’ ~5’ long

# 97’

59’

Sangamon County – SN# 084-0500 NB – Surveyed 5/7/2002 Sangamon County – SN# 084-0499 SB – Surveyed 5/7/2002

252

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N


145’ ~12’ long

120’ 10’ long

# 143’

59’ 59’


253

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N


283’ ~10’ long

278’ ~2’ long

255’ ~2’ long

202’ 3’ long

# 265’

59’ 59’


254

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N


305’ 15’ long

345’

329’

300’ ~5’ long

318’ 10’ long

335’ across half of structure

344’ 8’ long

59’ 59’


255

400 feet

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N


415’ ~8’ long

437’ ~2’ long

# 413’

442’ ~8’ long

59’ 59’


256

500 feet

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510 feet

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N


575’ 5’ long

596’ ~10’ long# 596’

570’ ~2’ long

# 533’

510’ ~5’ long

596’ ~10’ long

593’ across half of structure

59’ 59’


257

600 feet

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N


601’ ~10’ long

634’ ~10’ long

609’ ~10’ long

621’ ~10’ long

59’ 59’


258

700 feet

710 feet

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700 feet

710 feet

720 feet

N


59’ 59’



This bridge deck was poured on various days. The last pour date was 4/5/2002. No Detailed Distress Surveys were conducted on this structure after 2002 because the high average daily

traffic (ADT) made maintaining traffic safety and minimizing traffic disruptions challenging.

259

Will County

260


Structure Number: 099-4638 Inspected By: DAD, JAB Responsible District: 1 Date Inspected: 8/24/11 Number of Spans: 3 Span Lengths 24.1ft,26.5ft,24.1ft Total: 74.8ft Deck Width: 82.3ft Beam Type: PPC-I Steel Other Beam Spacing: 3.3ft Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 24,700 (2007) Stage Construction: Y N Skew: Y N Angle: 30° Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: Approximately six transverse cracks observed under the bridge deck. On Top, NB, cracks observed at 1’-2’spacings in midspan and 4’-5’ spacings on ends and more cracks in SB. Longitudinal Cracking: Longitudinal cracking observed extending from joints at the north end. Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: SB lanes had more cracking on ends than NB. In SB, cracking observed 1’-2’ apart in midspan and 3’-4’ on ends. Mix Design Information: (from MISTIC) Mix Design Number: 71PCCFR05 Coarse Aggregate Source: Material Service Crushed Stone Gravel Coarse Aggregate Source: n/a Crushed Stone Gravel Fine Aggregate Source: Midwest Material Fine Aggregate Source: n/a HRM Source: Engelhard Corporation Cement Source: GGBF Slag Source: Holcim (US) Inc. Fly Ash Source: Microsilica Source:

261

Winnebago County

262


Structure Number: 101-0175 Inspected By: DAD, JAB Responsible District: 2 Date Inspected: 8/22/11 Number of Spans: 1 Span Lengths 85’0” Total: 85’0” Deck Width: 40’0” Beam Type: PPC-I Steel Other Beam Spacing: 6’3” Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 13,000 (2007) Stage Construction: Y N Skew: Y N Angle: 9° Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: Transverse cracking was observed under and above the bridge deck, more than Structure Number 101-0176. Longitudinal Cracking: Bridge Joint Cracking / Integral Abutment Cracking: Longitudinal cracking observed near bridge joints, extending into bridge deck. Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: More cracking observed on this structure than the structure numbered 101-0176. The parapets on this structure were badly cracked. Mix Design Information: (from MISTIC) Mix Design Number: 72PCC7926 Coarse Aggregate Source: Rogers R-M & Materials Crushed Stone Gravel Coarse Aggregate Source: n/a Crushed Stone Gravel Fine Aggregate Source: Rogers R-M & Materials Fine Aggregate Source: Cement Source: Lone Star Industries HRM Source: GGBF Slag Source:

Fly Ash Source: Mineral Resource Technologies Microsilica Source: W.R. Grace & Co.

263

Winnebago County – SN#101-0175 – Surveyed 9/30/2003

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S IL 251 over McDonald Creek – SBSN # 101-0175

0.005

6” L 6” L 0.007

1.5’ L 0.0072’ L 0.020

1’ L 0.0094’ L 0.010

6” L 0.007

0.007

21.6’ 21.6’

264


Structure Number: 101-0176 Inspected By: DAD, JAB Responsible District: 2 Date Inspected: 8/22/11 Number of Spans: 1 Span Lengths 85’0” Total: 85’0” Deck Width: 40’0” Beam Type: PPC-I Steel Other Beam Spacing: 6’3” Date of Beam Erection: 2002 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: 13,000 (2007) Stage Construction: Y N Skew: Y N Angle: 9° Pour Dates: Stage 1, 2002 Stage 2, Description of Cracking: Average Transverse Crack Distance: Very little cracking observed above and below deck. Corner cracking was observed near north abutment under the deck. Longitudinal Cracking: None observed underneath. Bridge Joint Cracking / Integral Abutment Cracking: Some longitudinal cracking observed at bridge joint near approaches above deck. Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Conventional Mix Design-Did not use HPC Cracking observed on North and South bridge approach pavements. No cracking observed in the parapets. Mix Design Information: (from MISTIC) Mix Design Number: 72PCC9223 Coarse Aggregate Source: Rogers R-M & Materials Crushed Stone Gravel Coarse Aggregate Source: n/a Crushed Stone Gravel Fine Aggregate Source: Rogers R-M & Materials Fine Aggregate Source: HRM Source: Cement Source: Lone Star Industries GGBF Slag Source:

Fly Ash Source: Mineral Resource Technologies Microsilica Source:

265

Winnebago County – SN# 101-0176 – Surveyed 9/30/2003 * Denotes areas of plastic shrinkage cracking

** Area with baseball sized popout.

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

0 feet

10 feet

20 feet

30 feet

40 feet

50 feet

60 feet

70 feet

80 feet

90 feet

N IL 251 over McDonald Creek – NBSN # 101-0176

38’ 0.003

78’ 0.0050.0064’ L 0.007

Plastic ShrinkageCracks, at 31’

Plastic ShrinkageCracks, at 72’

*

* *

*

6” L 0.003

23’ at 1’ L

2’ L 0.005

3’ L 0.007

3’ L 0.007

0.003

1’ L 0.003

1’ L 0.005

6” L 0.003

4’ L 0.007

4’ L 0.010

20’ L 0.007

6” L 0.0033’ L 0.007

21.6’21.6’

266

Appendix B Bridge Survey Forms Expansive Cements

267


Structure Number: 018-0007(Type K Cement) Inspected By: DAD, DHT, JAB Responsible District: 5 Date Inspected: 9/12/08 Number of Spans: Span Lengths See below Total: 296’4½” Deck Width: 35’2” Beam Type: PPC-I Steel Other Beam Spacing: 5’11” Date of Beam Erection: Abutment Type: Pile Bent Integral



ADT @ time bridge was built: Stage Construction: Y N Skew: Y N Angle: 30° Pour Dates: Stage 1, Stage 2, Description of Cracking: Average Transverse Crack Distance: Longitudinal Cracking: Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: SN 018-0007 was built in 1991 on US 40 over Muddy Creek in Cumberland County, IL. Virtually free of cracks. Span Lengths: 65’8½”, 82’8¾”, 81’7¾”, 66’3½” Mix Design Information: (from MISTIC) Mix Design Number: Coarse Aggregate Source: Crushed Stone Gravel Coarse Aggregate Source: Crushed Stone Gravel Fine Aggregate Source: Fine Aggregate Source: Cement Source: Southdown, Inc. (Fairborn, OH) HRM Source: Type K cement per ASTM C 845 GGBF Slag Source: Fly Ash Source: Microsilica Source: 715 lbs of cement per cubic yard with no fly ash.

268


Structure Number: 094-0045(Type K cement) Inspected By: DAD, DHT, JAB, FHWA Responsible District: 4 Date Inspected: 6/29/09 Number of Spans: 3 Span Lengths 40’0” Total: 142’6” Deck Width: 40’0” Beam Type: PPC-I Steel Other Beam Spacing: 7’5” Date of Beam Erection: 1992 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: Stage Construction: Y N Skew: Y N Angle: 1°30’ Pour Dates: Stage 1, Stage 2, Description of Cracking: Average Transverse Crack Distance: Almost no cracks were seen. Longitudinal Cracking: None Bridge Joint Cracking / Integral Abutment Cracking: Cracks were observed at distances of 3’ – 4’ in approach slabs near integral abutments. Minor cracking under the deck near the ends related to integral abutment cracking. Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Minimal, almost no cracking was observed on 094-0045. Some longitudinal cracking was seen on the parapet. Mix Design Information: (from MISTIC) Mix Design Number: Coarse Aggregate Source: Crushed Stone Gravel Coarse Aggregate Source: Crushed Stone Gravel Fine Aggregate Source: Fine Aggregate Source: Cement Source: Southdown, Inc. (Fairborn, OH) HRM Source: Type K cement per ASTM C 845 GGBF Slag Source: Fly Ash Source: Microsilica Source:

269


Structure Number: 094-0046(Type K cement) Inspected By: DAD, DHT, JAB, FHWA Responsible District: 4 Date Inspected: 6/29/09 Number of Spans: 3 Span Lengths 40’0” Total: 142’6” Deck Width: 40”0” Beam Type: PPC-I Steel Other Beam Spacing: 7’5” Date of Beam Erection: 1992 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: Stage Construction: Y N Skew: Y N Angle: 1°30’ Pour Dates: Stage 1, Stage 2, Description of Cracking: Average Transverse Crack Distance: Almost no cracks were seen. Longitudinal Cracking: None Bridge Joint Cracking / Integral Abutment Cracking: Cracks were observed at distances of 3’ – 4’ in approach slabs near integral abutments. Minor cracking under the deck near the ends related to integral abutment cracking. Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: Other Observations: Minimal, almost no cracking was observed on 094-0046. Some longitudinal cracking was seen on the parapet. Mix Design Information: (from MISTIC) Mix Design Number: Coarse Aggregate Source: Crushed Stone Gravel Coarse Aggregate Source: Crushed Stone Gravel Fine Aggregate Source: Fine Aggregate Source: Cement Source: Southdown, Inc. (Fairborn, OH) HRM Source: Type K cement per ASTM C 845 GGBF Slag Source: Fly Ash Source: Microsilica Source:

270


Structure Number: 102-0046 (SCP) Inspected By: DAD, DHT, JAB,FHWA Responsible District: 4 Date Inspected: 6/29/09 Number of Spans: 3 Span Lengths See below Total: 225’ Deck Width: 44’0” Beam Type: PPC-I Steel Other Beam Spacing: 6’10” Date of Beam Erection: 1992 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: Stage Construction: Y N Skew: Y N Angle: 48°19’55” Pour Dates: Stage 1, Stage 2, Description of Cracking: Average Transverse Crack Distance: Only minor cracking observed in a small area with no pattern cracking. Longitudinal Cracking: none Bridge Joint Cracking / Integral Abutment Cracking: A small amount of cracking was seen near the ends under the deck. Cracking over Piers: none If staged construction, noticeable difference of crack severity between stages: Other Observations: Spans: 1)69’3¾”; 2)92’6”;3)63’2½”. SCP is an abbreviation for Shrinkage Compensating Powder. It is believed that approximately 85-90 lbs of Chem Comp III dry cementitious powder by CTS Cement Manufacturing Company and 605 lbs of Type I cement were in each cubic yard of concrete. Chem Comp III can be mixed with Type I cement to meet the requirements for Type K cement per ASTM C 845. This was a slightly curved structure nearly free of cracks. Little cracking was observed on the parapets, usually around the joints. Longitudinal cracking was seen on the approach slab possibly a result from subgrade failure. Mix Design Information: (from MISTIC) Mix Design Number: Coarse Aggregate Source: Crushed Stone Gravel Coarse Aggregate Source: Crushed Stone Gravel Fine Aggregate Source: Fine Aggregate Source: HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source:

271


Structure Number: 017-0006(SCP) Inspected By: DAD, DHT, JAB Responsible District: 7 Date Inspected: 7/22/09 Number of Spans: 3 Span Lengths (1,3)59’10”;(2)78’0” Total: 203’4” Deck Width: 30’0” Beam Type: PPC-I Steel Other Beam Spacing: 5’6” Date of Beam Erection: 1992 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: light Stage Construction: Y N Skew: Y N Angle: 46° Pour Dates: Stage 1, 1992 Stage 2, Description of Cracking: Average Transverse Crack Distance: Some transverse cracking with distances between of 10’ – 18’. The middle

span has cracks, almost no cracks on spans 1 and 3. The bridge is in good shape. Longitudinal Cracking: Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: N/A Other Observations: SCP is an abbreviation for Shrinkage Compensating Powder. It is believed that approximately 85-90 lbs of Chem

Comp III dry cementitious powder by CTS Cement Manufacturing Company and 605 lbs of Type I cement were in each cubic yard of concrete. Chem Comp III can be mixed with Type I cement to meet the requirements for Type K cement per ASTM C 845. Mix Design Information: (from MISTIC) Mix Design Number: Coarse Aggregate Source: Crushed Stone Gravel Coarse Aggregate Source: Crushed Stone Gravel Fine Aggregate Source: Fine Aggregate Source: HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source:

272

Appendix C Bridge Survey Forms

Synthetic Fibers

273


Structure Number: 062-0072(Synthetic Fiber) Inspected By: CRB, JAB Responsible District: 4 Date Inspected: 5/17/2010 Number of Spans: 2 Span Lengths 39’ 8½” Total: 79’5” Deck Width: 34”0” Beam Type: PPC-I Steel Other Beam Spacing: Box beams joined together Date of Beam Erection: 2009 Abutment Type: Pile Bent Integral



ADT @ time bridge was built: Stage Construction: Y N Skew: Y N Angle: 34°38’ Pour Dates: Stage 1, 2009 Stage 2, 2009 Description of Cracking: Average Transverse Crack Distance: In the eastbound lanes, 5 transverse cracks were observed with cracks in the ends and approach. In the westbound lanes, few cracks in the ends and the approach were observed. Few transverse cracks were observed under the deck on the eastbound side. Fibers exposed on both sides. Longitudinal Cracking: Bridge Joint Cracking / Integral Abutment Cracking: Cracking over Piers: If staged construction, noticeable difference of crack severity between stages: More cracking in EB. Other Observations: Stage I: NW span used 4 lbs fibers/cy and NE span used 6 lbs fibers/cy. Stage II: 4 lbs fibers/cy for the first 45 cy, then 6 lbs fibers/cy for the second 45 cy. Stage II bridge approach: No more than 6 lbs fibers/cy. Structure 062-0072 was formerly 062-0016. Mix Design Information: (from MISTIC) Mix Design Number: 84PCC635R Coarse Aggregate Source: Martin Marietta (CA 11) Crushed Stone Gravel Coarse Aggregate Source: Prairie Materials (CA 16) Crushed Stone Gravel Fine Aggregate Source: Peoria Concrete Construction (FA 01) Fine Aggregate Source: N/A Synthetic Fiber Source: Strux 90/40 by W. R. Grace HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Headwaters Resources Microsilica Source:

EVALUATION OF HIGH PERFORMANCE CONCRETE BRIDGE … · describes cracking onthe top and bottom of...

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