Post on 26-Jun-2020
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
Structure # Top inch 109 ppm 460 ppm 812 ppm 058-0125
(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
Structure # Top inch 110 ppm 485 ppm 461 ppm 084-0065
(Stage I WB Deck*) Bottom inch 109 ppm 111 ppm 108 ppm
Structure # Top inch 36 ppm 982 ppm 929 ppm 060-0108 (Deck*) Bottom inch 41 ppm 130 ppm 48 ppm
Structure # Top inch 82 ppm 2741 ppm 2006 ppm 060-0151 (Deck*) Bottom inch 127 ppm 225 ppm 84 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.
18
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)
Day 3 Temperature (°F)
County NBI
Structure Number
Date of Deck Pour Minimum Maximum
Temp. Diff. Minimum Maximum
Temperature Difference
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
*Information is believed to be accurate.
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
Temperature Difference
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
Day 2 Temperature (°F)
Day 3 Temperature (°F)
County NBI
Structure Number
Date of Deck Pour Minimum Maximum
Temp. Diff. Minimum Maximum
Temperature Difference
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
*Information is believed to be accurate.
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
Structure # 060-0108 (Deck*)
2.5 Light with sand pitting
to light with coarse aggregate showing
Structure # 060-0151 (Deck*)
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
Champaign County – SN# 010-0170 – Surveyed 10/6/2003
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
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
Champaign County – SN# 010-0170 – Surveyed 10/6/2003
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
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
High Performance Concrete Bridge Deck Inspection Feedback
Structure Number: 011-0035 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 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
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
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
High Performance Concrete Bridge Deck Inspection Feedback
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’
104 over S. Fork Sangamon River
#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.
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’
104 over S. Fork Sangamon River
#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
Christian County – SN# 011-0502 – Surveyed 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
E
12’11.3’ 11.3’12’
0.009
148’ 0.060
184’ 0.010 both
0.010
152’ 0.016
104 over S. Fork Sangamon River
#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
Christian County – SN# 011-0502 – Surveyed 2002
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
104 over S. Fork Sangamon River
#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’
104 over S. Fork Sangamon River
#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
Christian County – SN# 011-0502 – Surveyed 12/30/2003
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
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
Christian County – SN# 011-0502 – Surveyed 12/30/2003
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
Christian County – SN# 011-0502 – Surveyed 12/30/2003
57
Clark County
58
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
Clark County – SN# 012-0069 – Surveyed 5/22/2002
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
Clark County – SN# 012-0069 – Surveyed 10/1/2003
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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: 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
Clark County – SN# 012-0070 – Surveyed 5/55/2002
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 (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
Clark County – SN# 012-0070 – Surveyed 5/22/2002
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 (WB)W
12’ 6’12’ 12’
68
Clark County – SN# 012-0070 – Surveyed 10/1/2003
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
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source: Elkem Materials, Inc.
71
Clark County – SN# 012-0004 – 10/2/2003
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
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
Clark County – SN# 012-0004 – Surveyed 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
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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: 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
Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source: Elkem Materials, Inc.
75
Clark County – SN# 012-0005 – Surveyed 10/1/2003
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
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
Clark County – SN# 012-0005 – Surveyed 10/1/2003
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
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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. 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
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
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
High Performance Concrete Bridge Deck Inspection Feedback
Structure Number: 012-0007 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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
Fine Aggregate Source: N/A HRM Source: Cement Source: GGBF Slag Source: Fly Ash Source: Microsilica Source: Elkem Materials, Inc.
83
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
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
ADT @ time bridge was built: 21,400 (2007)
Stage Construction: Y N
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
0 feet
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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
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
Clark County – SN# 012-0008 – Surveyed 10/1/2003
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
ADT @ time bridge was built: 21,400 (2007)
Stage Construction: Y N
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
Clark County – SN# 012-0009 – Surveyed 10/1/2003
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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
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
Clark County – SN# 012-0009 – Surveyed 10/1/2003
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
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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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100 feet
0 feet
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30 feet
40 feet
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70 feet
80 feet
90 feet
100 feet
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’
Clark County – SN# 012-0052 – Surveyed 5/21/2003
93
Clark County – SN# 012-0052 – Surveyed 5/21/2003
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
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
200 feet
210 feet
220 feet
230 feet
240 feet
200 feet
210 feet
220 feet
230 feet
240 feet
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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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0 feet
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100 feet
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’
Clark County – SN# 012-0053 – Surveyed 10/1/2003
97
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 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’
Clark County – SN# 012-0053 – Surveyed 10/1/2003
98
Clark County – SN# 012-0053 – Surveyed 10/1/2003 * Crack traversed through deck drain.
200 feet
210 feet
220 feet
230 feet
240 feet
200 feet
210 feet
220 feet
230 feet
240 feet
I-70 Over Mill Creek (WB)E
21.6’21.6’
99
High Performance Concrete Bridge Deck Inspection Feedback
Structure Number: 012-0054 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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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’
Clark County – SN# 012-0054 – Surveyed 10/1/2003
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.
100 feet
110 feet
100 feet
110 feet
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
Clark County – SN# 012-0055 – Surveyed 10/2/2003
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0 feet
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100 feet
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
Clark County – SN# 012-0055 – Surveyed 10/2/2003
100 feet
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120 feet
130 feet
140 feet
150 feet
160 feet
170 feet
173 feet end
100 feet
110 feet
120 feet
130 feet
140 feet
150 feet
160 feet
170 feet
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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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100 feet
25TH Avenue over Addison CreekSN # 016-2720N
2’L @ 93’
32.8’32.8’
108
Cook County – SN# 016-2720 – Surveyed 10/22/2002
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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
Cook County – SN# 016-2720 – Surveyed 7/29/2004
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N
106”
25th Ave. over Addison Creek
32.8’32.8’
111
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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.
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390 feetUS 40 & 51 over Kaskaskia River
E
4’L @ 316’ 0.003
32’
121
Fayette County – SN# 026-0034 – Surveyed 2003
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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
Fayette County – SN# 026-0034 – Surveyed 2003
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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
Fayette County – SN# 026-0034 – Surveyed 2003
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140feet
145feet
150 feet
E US 40 & 51 – Kaskaskia R.
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
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190feet
195 feet
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E US 40 & 51 – Kaskaskia R.
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
Fayette County – SN# 026-0034 – Surveyed 2003
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E US 40 & 51 – Kaskaskia R.
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
Fayette County – SN# 026-0034 – Surveyed 2003
250 feet
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E US 40 & 51 – Kaskaskia R.
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
Fayette County – SN# 026-0034 – Surveyed 2003
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315 feet
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325 feet
330 feet
335 feet
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345feet
350 feet
E US 40 & 51 – Kaskaskia R.
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
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375feet
380feet
385 feet
390 feet
350 feet
355 feet
360 feet
365 feet
370 feet
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385 feet
390 feet
E US 40 & 51 – Kaskaskia R.
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
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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
Fayette County – SN# 026-0034 – Surveyed 10/17/2008
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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
Fayette County – SN# 026-0034 – Surveyed 10/17/2008
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
W U.S. 40 & 51- Vandalia (EB)
*
*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
Fayette County – SN# 026-0034 – Surveyed 10/17/2008
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
W U.S. 40 & 51- Vandalia (EB)
*
*
*
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
Fayette County – SN# 026-0034 – Surveyed 10/17/2008
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
W U.S. 40 & 51- Vandalia (EB)
*
*
**
*
*
*
*
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
W U.S. 40 & 51- Vandalia (EB)
*
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
Fayette County – SN# 026-0034 – Surveyed 10/1/2008
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
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
Fayette County – SN# 026-0034 – Surveyed 10/1/2008
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
Fayette County – SN# 026-0034 – Surveyed 10/1/2008
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
U.S. 40 & 51 – Vandalia (WB)W
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
Fayette County – SN# 026-0034 – Surveyed 10/1/2008
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
U.S. 40 & 51 – Vandalia (WB)W
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
Fayette County – SN# 026-0034 – Surveyed 10/1/2008
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
U.S. 40 & 51 – Vandalia (WB)W
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
Fayette County – SN# 026-0034 – Surveyed 10/1/2008
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
U.S. 40 & 51 – Vandalia (WB)W
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
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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
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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
Iroquois County – SN# 038-0207 – Surveyed 10/28/2005
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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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
Iroquois County – SN# 038-0210 – Surveyed 11/22/2002
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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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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.
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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.
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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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0 feet
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30 feet
40 feet
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80 feet
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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80 feet
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
20’Portions popped out
29’Portions popped out
38’Portions popped out
Portion popped out
0.016 all3’
8’
2’
4’L 0.013
47’Portions popped out
162
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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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80 feet
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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30 feet
40 feet
50 feet
60 feet
70 feet
80 feet
0 feet
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30 feet
40 feet
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60 feet
70 feet
80 feet
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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30 feet
40 feet
50 feet
60 feet
70 feet
80 feet
0 feet
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30 feet
40 feet
50 feet
60 feet
70 feet
80 feet
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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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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
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
Madison County – SN# 060-0108 – Surveyed 5/8/2001, 8/2/2001
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
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
0 feet
10 feet
20 feet
30 feet
40 feet
50 feet
60 feet
70 feet
80 feet
90 feet
100 feet
0 feet
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20 feet
30 feet
40 feet
50 feet
60 feet
70 feet
80 feet
90 feet
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
Madison County – SN# 060-0108 – Surveyed 8/12/2002
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
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
Madison County – SN# 060-0108 – Surveyed 8/12/2002
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
Madison County – SN# 060-0108 – Surveyed 9/29/2003
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
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
Madison County – SN# 060-0108 – Surveyed 9/29/2003
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
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.
The “#” symbol represents cracks in the parapet only.
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
Madison County – SN# 060-0108 – Surveyed 9/28/2005
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
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
Madison County – SN# 060-0108 – Surveyed 9/28/2005
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
Madison County – SN# 060-0151 – Surveyed 5/8/2001, 8/2/2001
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
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
Madison County – SN# 060-0151 – Surveyed 5/8/2001, 8/2/2001
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
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.
The “#” symbol represents cracks in the parapet only.
200 feet
210 feet
220 feet
230 feet
200 feet
210 feet
220 feet
230 feet
N
204’ 0.013
Rte. 143 over I - 70
204’ 0.010 #204’
5.24 m 5.24 m
#211’
185
Madison County – SN# 060-0151 – Surveyed 8/12/2002
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
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
Madison County – SN# 060-0151 – Surveyed 8/12/2002
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
194’ 0.013
164’ & 165’
114’ 0.060
189’ 0.010
118’ 0.005
Rte. 143 over I - 70
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.
200 feet
210 feet
220 feet
230 feet
200 feet
210 feet
220 feet
230 feet
N
202’ 0.030
Rte. 143 over I - 70
204’ 0.016
#204’
#208’
208’ 0.020
5.24 m 5.24 m
188
Madison County – SN# 060-0151 – Surveyed 9/29/2003
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
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
Madison County – SN# 060-0151 – Surveyed 9/29/2003
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
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
Madison County – SN# 060-0151 – Surveyed 9/29/2003 The “#” symbol represents cracks in the parapet only.
200feet
210 feet
220 feet
230 feet
200 feet
210feet
220 feet
230 feet
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
Madison County – SN# 060-0151 – Surveyed 9/28/2005
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
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
Madison County – SN# 060-0151 – Surveyed 9/28/2005
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
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
Madison County – SN# 060-0151 – Surveyed 9/28/2005 The “#” symbol represents cracks in the parapet only.
200 feet
210 feet
220 feet
230 feet
240 feet
200 feet
210 feet
220 feet
230 feet
240 feet
N IL 143 over I - 70
205’ 0.010
201’ 0.010
206’ 0.010
5.24 m 5.24 m
194
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
Madison County – SN# 060-0004 – Surveyed 8/12/2002
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
N Livingston Frontage Road I-55SN # 060-0004
#70’
#63’
#81’
#60’
#42’
#52’
17.6’17.6’
196
Madison County – SN# 060-0004 – Surveyed 8/12/2002 The “#” symbol represents cracks in the parapet only.
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
#160’
Livingston Frontage Road I-55
#141’
#150’
#139’
#131’
#121’
17.6’17.6’
197
Madison County – SN# 060-0004 – Surveyed 9/29/2003
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
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
Madison County – SN# 060-0004 – Surveyed 9/29/2003 The “#” symbol represents cracks in the parapet only.
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 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
Madison County – SN# 060-0004 – Surveyed 9/28/2005
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
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
Madison County – SN# 060-0004 – Surveyed 9/28/2005 The “#” symbol represents cracks in the parapet only.
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
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
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
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
Mason/Menard County – SN# 065-0501 – Surveyed 1/2/2004
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 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
Mason/Menard County – SN# 065-0501 – Surveyed 1/2/2004
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
N IL 29 – Salt Creek
15’15’
202’ 0.030203’ 0.020
200’ 0.016
Joint
Joint
301’ 0.020
#214’
206
Mason/Menard County – SN# 065-0501 – Surveyed 1/2/2004
300 feet
310 feet
320 feet
330 feet
340 feet
350 feet
360 feet
370 feet
380 feet
390 feet
400 feet
300 feet
310 feet
320 feet
330 feet
340 feet
350 feet
360 feet
370 feet
380 feet
390 feet
400 feet
N
15’15’
#382’
#366’
#400’IL 29 – Salt Creek
207
Mason/Menard County – SN# 065-0501 – Surveyed 1/2/2004
400 feet
410 feet
420 feet
430 feet
440 feet
450 feet
460 feet
470 feet
480 feet
490 feet
500 feet
400 feet
410 feet
420 feet
430 feet
440 feet
450 feet
460 feet
470 feet
480 feet
490 feet
500 feet
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
Mason/Menard County – SN# 065-0501 – Surveyed 1/2/2004
500 feet
510 feet
520 feet
530 feet
540 feet
550 feet
560 feet
570 feet
580 feet
590 feet
600 feet
500 feet
510 feet
520 feet
530 feet
540 feet
550 feet
560 feet
570 feet
580 feet
590 feet
600 feet
N IL 29 – Salt Creek
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
Mason/Menard County – SN# 065-0501 – Surveyed 1/2/2004
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
N IL 29 – Salt Creek
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
Mason/Menard County – SN# 065-0501 – Surveyed 1/2/2004
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
N IL 29 – Salt Creek
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
Mason/Menard County – SN# 065-0501 – Surveyed 1/2/2004
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
N IL 29 – Salt Creek
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
Mason/Menard County – SN# 065-0501 – Surveyed 1/2/2004
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
N IL 29 – Salt Creek
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
N IL 29 – Salt Creek
15’15’
1043’ 0.013
1076’ 0.016
1050’ 0.010
214
Mason/Menard County – SN# 065-0501 – Surveyed 1/2/2004
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
N IL 29 – Salt Creek
15’15’
215
Mason/Menard County – SN# 065-0501 – Surveyed 1/2/2004
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
N IL 29 – Salt Creek
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
N IL 29 – Salt Creek
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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
*
**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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
*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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
* 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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
* 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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
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
IL 29 – Salt Creek
*
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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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’
IL 29 – Salt Creek
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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
0.0100.010 784’ 0.010
0.010
787’ 0.013
792’ 0.010
763’ 0.010
800’ 0.030
782’ 0.030
233
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
800’ 0.030
234
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
*
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
Mason/Menard County – SN# 065-0501 – Surveyed 10/2/2008, 10/20/2008
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
IL 29 – Salt Creek
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
N IL 29 – Salt Creek
12’3’ 3’12’
0.010
1001’ 0.010
238
McLean County
239
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
Structure Number: 084-0065 Inspected By: DAD, DHT, JAB Responsible District: 6 Date Inspected: 6/9/10 Number of Spans: 3 Span Lengths See below Total: 44.6m Deck Width: 12.2m Beam Type: PPC-I Steel Other Beam Spacing: 2.26m 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: 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
0 feet
10 feet
20 feet
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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
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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.
The “#” symbol represents cracks in the parapet only.
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.
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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
Sangamon County – SN# 084-0065 – Surveyed 12/30/2003
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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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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
Sangamon County – SN# 084-0065 – Surveyed 9/26/2005
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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’.
The “#” symbol represents cracks in the parapet only.
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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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
I – 55 over Lake Springfield
145’ ~12’ long
120’ 10’ long
# 143’
59’ 59’
Sangamon County – SN# 084-0500 NB – Surveyed 5/7/2002 Sangamon County – SN# 084-0499 SB – Surveyed 5/7/2002
253
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N
I – 55 over Lake Springfield
283’ ~10’ long
278’ ~2’ long
255’ ~2’ long
202’ 3’ long
# 265’
59’ 59’
Sangamon County – SN# 084-0500 NB – Surveyed 5/7/2002 Sangamon County – SN# 084-0499 SB – Surveyed 5/7/2002
254
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N
I – 55 over Lake Springfield
305’ 15’ long
345’
329’
300’ ~5’ long
318’ 10’ long
335’ across half of structure
344’ 8’ long
59’ 59’
Sangamon County – SN# 084-0500 NB – Surveyed 5/7/2002 Sangamon County – SN# 084-0499 SB – Surveyed 5/7/2002
255
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N
I – 55 over Lake Springfield
415’ ~8’ long
437’ ~2’ long
# 413’
442’ ~8’ long
59’ 59’
Sangamon County – SN# 084-0500 NB – Surveyed 5/7/2002 Sangamon County – SN# 084-0499 SB – Surveyed 5/7/2002
256
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N
I – 55 over Lake Springfield
575’ 5’ long
596’ ~10’ long# 596’
570’ ~2’ long
# 533’
510’ ~5’ long
596’ ~10’ long
593’ across half of structure
59’ 59’
Sangamon County – SN# 084-0500 NB – Surveyed 5/7/2002 Sangamon County – SN# 084-0499 SB – Surveyed 5/7/2002
257
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N
I – 55 over Lake Springfield
601’ ~10’ long
634’ ~10’ long
609’ ~10’ long
621’ ~10’ long
59’ 59’
Sangamon County – SN# 084-0500 NB – Surveyed 5/7/2002 Sangamon County – SN# 084-0499 SB – Surveyed 5/7/2002
258
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720 feet
N
I – 55 over Lake Springfield
59’ 59’
Sangamon County – SN# 084-0500 NB – Surveyed 5/7/2002 Sangamon County – SN# 084-0499 SB – Surveyed 5/7/2002
The “#” symbol represents cracks in the parapet only.
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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.
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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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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
High Performance Concrete Bridge Deck Inspection Feedback
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
Semi-Integral Other Bridge Joint: Integral Finger
Typical Expansion Other
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: