2005 AGN NOV 01 I20 - Laserfiche WebLink

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Page 2 of 5 CONDITION TEXT * a spall at the southbound departure (0.2 m x 0.3 m and all the way down); *.a spall -at bent #3 (0.1 m diameter x 0.03 m) at the southbound lane #1 ; * a spall at bent #4 (1.0 m x 0.1 m -x 0.1 m) between the southbound, lane #1 and the median; * a spall at bent #4 steel angle (0.1 m x 0.2 m and all the way down) at northbound lane #2; * an abrasion area in span #12, southbound lane #1; *.a steel plate covers a'large spall at bent #8. The soffit exhibits a few cracks with white or light brown efflorescence, mostly at the northerly spans and at the southernmost span. On all steel girders, the paint is either faded or completely gone. The stringers of the widening portion (#1 to #9) in span 4 exhibit rust all over -their length. In spans #1, #2,#3, and #5 through #11, almost each girder exhibits rust over So to 20% of its length. The stringers of the original portion (#10 to #20) are in a worse condition state. There are full areas'of active corrosion especially on some of the girders closer to the exterior girders of the original structure (girders #10, #11, #19 and #20'). One rivet is missing at the easterly exterior girder in span #2. In span #1, holes haved been cut (by flame) in mid -span of the tension flanges of girders (see Girder #18) in order to pass utilities. This is unaccentable. The City has to reject anv aAplication for encroachment hermits that of steel Qttructural elements at critical locations. The diaphragms of the bridge widening are welded to the tension flange at 1/4 span point. This detail is prone to cracking. Consequently, future inspections should check carefully these locations. The steel caps (existing only in the original portion of the bridge) exhibit rust and pitted rust on 2/3 of their total length. At southerly abutment, the bent cap has a crack in the bottom•flange next at the anchor bolt next to Girder #12 and a crack in the bottom flange next at the anchor bolt next to Girder #18 (the girders are counted from West to East). The anchor bolts are bent. It appears that this has been caused by the tendency of the abutment wall to tilt northward. The two southerly columns (bent #1) are tilted to the north, approximately 4 degrees. The painting in the steel encasement of columns is in poor shape. The columns' steel casing weld exhibit the following cracks: * at bent. #7, a 2.2 m long crack; * at bent #8, a 1.95 m long crack. There is pack rust (6t. 2) between the top flanges of the steel caps and the deck. The pier walls exhibit the following vertical cracks: * PW #2: one crack (0.8 mm wide) ) below Girder #4; * PW #3: one vertical crack (.8 mm wide) between Girders #4 and 45, only 2 m long, at the bottom; * PW #5: one vertical crack (1.0 mm wide), between Girders # 4 and #5, visible only on the south face; * PW #6: one vertical crack (.6 mm wide) below Girder #4; * PW #7: one vertical crack (1.5 mm wide) between Girders #4 -and #5; * PW #8: one vertical crack (1.0 mm wide) between Girders # 4 and #5, visible only on the south face; * PW #9: one vertical crack (1.2 mm wide) below Girder #5, only 4.m long, at the bottom; * PW #10: one vertical crack "(0.8 mm wide) below Girder #4, only 3 m long, at the bottom; * PW #11: one vertical crack'(1.0 mm wide) below Girder #4; and * PW #12: one vertical crack (1.5 mm wide) below Girder #4.