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Field and laboratory tests were conducted (18-23), survey and review of the tests have been reported (24-26). Some correlation of theoretical and experimental data can be found in reference (27). The aforementioned brief review is limited to right (not skewed) straight (not curved) composite concrete slab on more than two steel girders type bridges. Distribution of loads for other types is being investigated under the NCHRP Project 12-26, which includes literature review and evaluation of available information. This will eventually lead to a recommended load distribution method (to replace the one that exists now) for consideration by AASHTO subcommittee on bridges and structures. The continuous portion of the bridge is about 1320 feet long, along its center line, and is composed of 6 continuous spans. The longest span is 300 feet (span 4) and it is the second continuous span from west to east (Bangor to Brewer). The spans west (span 3) and east (span 5) of the longest span are 199 feet and 247 feet respectively. The bridge is slightly curved in plan in spans 3 and 4. The bridge has 8 steel girders which are spaced at 14.0 ft. minimum to about 21 ft. maximum spacings. The girders are welded plate girders made of ASTM A588 unpainted weathering steel. The total depth of the girders in span 4 is about 10 ft. The webs are reinforced by single sided intermediate vertical stiffeners spaced at 10 to 13 ft apart. Intermediate cross-bracing diaphragms are provided between the girders at spacings vary between 17.5 and 25 feet. The bridge deck is composed of a 12 inch reinforced concrete slab which acts compositly with the steel girders (using shear connectors), and a 3 inch bituminous wearing surface. The top flange of the steel girders are embeded in the concrete and the depth of the slab over the top flange is 16 inches at the haunch. The haunch is rectangular and has a width equals the width of the steel flange plus 8 inches; 4 inches on each side of the steel flange. of the two middle girders (girder 5) was instrumented by 30 strain gages. The strain gages were Installed within span 4 (the longest span) as described in the following. Eighteen gages were installed at the location of one of the four bolted splices within the span; Six at the top flange, six
DOI link for Field and laboratory tests were conducted (18-23), survey and review of the tests have been reported (24-26). Some correlation of theoretical and experimental data can be found in reference (27). The aforementioned brief review is limited to right (not skewed) straight (not curved) composite concrete slab on more than two steel girders type bridges. Distribution of loads for other types is being investigated under the NCHRP Project 12-26, which includes literature review and evaluation of available information. This will eventually lead to a recommended load distribution method (to replace the one that exists now) for consideration by AASHTO subcommittee on bridges and structures. The continuous portion of the bridge is about 1320 feet long, along its center line, and is composed of 6 continuous spans. The longest span is 300 feet (span 4) and it is the second continuous span from west to east (Bangor to Brewer). The spans west (span 3) and east (span 5) of the longest span are 199 feet and 247 feet respectively. The bridge is slightly curved in plan in spans 3 and 4. The bridge has 8 steel girders which are spaced at 14.0 ft. minimum to about 21 ft. maximum spacings. The girders are welded plate girders made of ASTM A588 unpainted weathering steel. The total depth of the girders in span 4 is about 10 ft. The webs are reinforced by single sided intermediate vertical stiffeners spaced at 10 to 13 ft apart. Intermediate cross-bracing diaphragms are provided between the girders at spacings vary between 17.5 and 25 feet. The bridge deck is composed of a 12 inch reinforced concrete slab which acts compositly with the steel girders (using shear connectors), and a 3 inch bituminous wearing surface. The top flange of the steel girders are embeded in the concrete and the depth of the slab over the top flange is 16 inches at the haunch. The haunch is rectangular and has a width equals the width of the steel flange plus 8 inches; 4 inches on each side of the steel flange. of the two middle girders (girder 5) was instrumented by 30 strain gages. The strain gages were Installed within span 4 (the longest span) as described in the following. Eighteen gages were installed at the location of one of the four bolted splices within the span; Six at the top flange, six
Field and laboratory tests were conducted (18-23), survey and review of the tests have been reported (24-26). Some correlation of theoretical and experimental data can be found in reference (27). The aforementioned brief review is limited to right (not skewed) straight (not curved) composite concrete slab on more than two steel girders type bridges. Distribution of loads for other types is being investigated under the NCHRP Project 12-26, which includes literature review and evaluation of available information. This will eventually lead to a recommended load distribution method (to replace the one that exists now) for consideration by AASHTO subcommittee on bridges and structures. The continuous portion of the bridge is about 1320 feet long, along its center line, and is composed of 6 continuous spans. The longest span is 300 feet (span 4) and it is the second continuous span from west to east (Bangor to Brewer). The spans west (span 3) and east (span 5) of the longest span are 199 feet and 247 feet respectively. The bridge is slightly curved in plan in spans 3 and 4. The bridge has 8 steel girders which are spaced at 14.0 ft. minimum to about 21 ft. maximum spacings. The girders are welded plate girders made of ASTM A588 unpainted weathering steel. The total depth of the girders in span 4 is about 10 ft. The webs are reinforced by single sided intermediate vertical stiffeners spaced at 10 to 13 ft apart. Intermediate cross-bracing diaphragms are provided between the girders at spacings vary between 17.5 and 25 feet. The bridge deck is composed of a 12 inch reinforced concrete slab which acts compositly with the steel girders (using shear connectors), and a 3 inch bituminous wearing surface. The top flange of the steel girders are embeded in the concrete and the depth of the slab over the top flange is 16 inches at the haunch. The haunch is rectangular and has a width equals the width of the steel flange plus 8 inches; 4 inches on each side of the steel flange. of the two middle girders (girder 5) was instrumented by 30 strain gages. The strain gages were Installed within span 4 (the longest span) as described in the following. Eighteen gages were installed at the location of one of the four bolted splices within the span; Six at the top flange, six
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