BR118 FORM - Structure No: 03819 Inspection Date: 09/05/2013 Connecticut Department of Transportation Bridge 03819 Bridge Inspection Report Previous Page 1 of 23 Inspection Date: 09105l2013 1 1.1261201?) AM (1 30 new?. inepection Type: Romme Inspection Date: 9?1212011 3:33:23: NC By: Al Engineers Feature Carried: NB 3223:1391? Yes wan: NEW LONDON ted: aging? Year Sum: 1943 Location: 21188 OF JCT Main Design: Truss Deck Year Rebuilt: 1975 Main Material: [Steei continuous I Visits IrtSpectors: Visit Date: Temp: Start Time: End Time: inspector: Task: ?8:30:00 AM Igsoec PM I IA. Tarasenko ?Lead inspector Isa/612013 71 ?8:30:00 AM "2:30:00 PM I Ic. Chuck ?inspector ea ?8:30:00 AM ?3:00:00 PM Ip. Locke ?Lead inspector Isa/1012013 I7c AM ?3:00:00 PM I ID. Schneider ?inspector I I9l11l2013 "8:30:00 AM ?4:00:00 PM I ID. Yenuga IILead Inspector I - 'IIes ?8:30:00 AM ?3:30:00 PM IL. Perkins ?Lead Inspector I Ions/2013 II75 "8:30:00 AM "3:00:00 PM IM. Ali IILnspector I [one/2013 . AM "3:00:00 PM IM tqoat TILeao inspector 7 912312013 jIm "8:30:00 AM "4:00:00 PM I IM. Saiehi "Inspector I Ier24/2013 ?8:30:00 AM "4:00:00 PM I IP. Hawkes? ?Inspector I Its/252013 II70 "8:30:00 AM "4:00:00 PM I IR. Acosta-Garcia leead inspector I Ices/2013 7c ?8:30:00 AM ?4:00:00 PM Is. Akkineni IItead inspector I I913012013 AM PM Is. Mamun ?Inspector I1c/112013 AM ?3:00:00 PM I I2. ismaii ?inspector Item/2013 ?8:30:00 AM ?3:00:00 PM I Itc/3/2013 II78 ?8:30:00 AM ?3:00:00 PM I I10l4/2013 II73 ?8:30:00 AM "3:00:00 PM I I10x712013 ?9:00:00 AM II5:cc:co PM I I10f8/2013 ?9:00:00 AM ?5:00:00 PM I10I912013 1I75 "8:30:00 AM "2:00:00 PM I1c/1512013 I 7o ?8:30:00 AM "4:00:00 PM I I1 1351:2013 II35 IIeacpp AM Ii4;eo:oo PM I ?4:00:00 PM I ?)11?71?101 A BRIIS FORM Structure No: 03819 Inspection Date: 09/05/2013 Page 2 01?23 DECK: Reinforced concrete deck (spans 26-28), concrete filled steel grid 4 deck (spans 6-25 8 29-36) with bituminous concrete overlay and . a preformed fabric membrane. overa? Ratm-q' The deck is in poor condition. Rating OVERLAY: 5 Bituminous concrete overlay: The overlay has random transverse, longitudinal, and map cracks open up to 128" wide with and without rust staining. See photos 9 8 10. Some of the cracks and previously noted paving seams open up to 1? wide have been seated since the last inspection. There are a are wide separations between the overlay and the deck joint headers at isolated locations (mostly sealed) and hollow sounding areas (mainly along the curb lines and around isolated scupper grates). Also, there are areas of tight to moderate raveling with isolated locations of-heavy raveiing up to 1" deep and uneven repaired bituminous patches. The previously noted overlay along the deck joints has been repaired since the last inspection. There are potholes up to 4? long 1.25' wide t?tl2? deep in spans mainly in the right and ie?~center travel lanes and shoulder areas. See photos 11?13. The potholes in spans 28 and 30 have partially exposed the deck. Bridge Safety was noti?ed of these conditions at the time of inSpection. Some of the previously noted potholes in spans 27, 28, 29 8 32 have been patched with bituminous since the last inspection. See photo 14. Also, see the attached tracking table, ?Potholes?, in the executive summary. See ?eld notes sheets 17-50. DEC K-STR. 4 Bare concrete deck underside in spans 26-28: The underside of deck has random transverse and hairline map cracking with and without et?orescence. See photo 16. Span 28, bays 4 8 5, has damp areas with leakage through transverse hairline cracks. There are longitudinal hairline cracks in span 26. There are random hollow areas up to 3? 1? (intact) (span north bay, between ?oorbeams F824 8 F825) and random spalls up to 3? long 9" wide 1412" deep (span 26, south-most bay, panel it) with and without exposed rebar; and random honeycomb areas up to 1/2? deep, some with exposed rebar. Span bay 2 at ?oorbeam F8208 has an isolated '18" long 6" wide hollow area (intact) along the haunch. The overaii underside of deck deterioration in spans 26-28 is 31.4 with the maximum of 12.4 inspan 26. See ?eld notes sheet 26. Concrete tilled steel grid deck with staysin-place forms forms) (Spans 6- 25 and 29-38): The SIP forms have random areas of light to heavy peeling paint, spotty areas of light to moderate rust and areas of bentfpushed down forms. See photos 17-19. Forms in spans 10, 12, 17, 18, 22-25 30, along the underside of both parapet tascias, around weep pipes and adjacent to scuppers have random areas of moderate to heavy rust with corrosion which has exposed the deck up to 3? long full width (span 22 and 25), some with ef?orescence. See photo 20. The exposed deck has up to 2-il2" deep (span 18) with punky concrete and evidence of leakage. Some locations are up to 3" deep and have exposed the grid deck. The exposed grid deck bar bottom ftangesand webs at some of these locations have light rust and areas of laminated rust with section toss up to 118? deep. The worst deterioration was noted in Spans and 358 where the bottom iianges have laminated rust with up to are deep remaining width (original l-iftt?) to knife edging (Span 33, near F83) and the wabs have areas of laminated rust with up to 118? deep section loss. In Span 6 at the northwest corner, timber form work was left-in-place. 1 OT) ?ma?amn?fi It ?7!?n1 .l BRIIS FORM - Structure No: 03819 Inspection Date: 09/05/2013 Page 3 of 23 The deck ends at Piers have random hollow areas up to 4? long 8" wide and spaiis up to 8? deep atong the length of the joint (span 34, pier 33); some iocations have exposed rebar and ieft-in-place timber form work. See photos 21 22. Span 34-36, the underside of the longitudinal joint between the mainline and ramp is inaccessibie due to wooden planks and metal sheet paneting. Also, see the attached tracking table ?Parapets 8: Underside of Deck Hoilow Sounding Concrete? See ?eld notes sheets 92?199. Sloped granite curbs: Curbs have random hairiine cracks, et?orescence. scrapes, chips. and rust stains. The verticai mortar joints are deteriorated?ooselmissing and cracked at random locations. See photo 24. The mortar beds below the curbs are deteriorating and spalting up to 4?1/2" deep at several locations which could potentiaity attow run off onto the concrete ?lled deck below. Concrete curbs (at deck joints): Curbs have a few hairiine cracks and random areas of tight seats. The north curb at pier 7 and the south curb at the east abutment have hollow areas up to l' and spells up to 20" 9" 3? deep (pier 7) with and without exposed rebar. See photos 25 26. The south curb at pier 13 has a 1? diameter hoiiow area with a minor spat! up to 1-112? deep. Approach Curbs: The granite transition curbs at the southeast and northeast approaches are for 4? and taterally displaced up to the average curb reveal is See ?eld notes sheets 17-50 and photo 23. MEDIAN: SIDEWALKS: It i ll- PARAPET: 4 inside face: Both parapets have random vertical and horizontai cracks open up to 1f8" wide with and without eiftorescence, tight to moderate scaling, shallow rebar, random scrapeslgouges 1r 1" deep and rust stains. See photo 27. The parapets above the curbs have holtow areas up to 100? long 6" high (span 16, north parapet) with random spalis and punky concrete up to 2? deep. See photo 28. Span 12 south parapet at pier 128, has a 16" 3" 3" deep spail at the top which undermines a fence post up to 6" tong wide. Outside face: Both parapets have numerous iarge hollow areas up to 4? tong 2? high (span 29, south parapet), spalts up to 25? long 8" high 3? deep (span 22. south parapet) with and without exposed rebar, seating, and punky concrete. See photos 29-32. These locations are typically found along the bottom edges. There are a totai of 92 (previousty locations of hollow sounding concrete (intact) atong both parapets located over parking lots. access roads, New London public works garage, Raitroad tracks, storage area. boat launches, etc. Numerous areas of loose concrete were removed by the inspection teams during the inspection. Also, see the attached tracking table ?Parapets a Underside of Deck - Hoiiow Sounding Concrete? See ?eld notes sheets 17?50 and photo 23. RAILING: 8e Singie aiuminum anodized railing: The behind the picket fence is in good condition with no notabte de?ciencies. PAINT: IN jERating revised from Previously miscnried FENCE: (3 Aluminum picket fence high): Both fences in spans 6, 10, it, 12, t3, 16, 17-19, 21, 23-26, 28, 30, 31 and 33 have random areas of tight to moderate impact damage up to 20? long (span south fence). The fences at turn-H10 in 1107) ?rm-?r "i 31 ql?? 1 FORM - Structure No: 03819 Inspection Date: 09/05/2013 Page 4 of 23 these locations have bent bottom pickets, detached pickets along the bottom rail or have cracked lower picket connection bolts, some hetd-in place with wire or piastic ties. The previously noted missing four cap plates at the south fence posts in Span 32 have been installed since the test inspection. Following de?ciencies were also noted during the previous and this inspections: . - Span 10, south fence near pier 9 has a 2' high 6? wide area of impact damage to the fence with one ioose picket which is secured with plastic tie. See photo 33. Span 11, north fence has a 2? long bent bottom section. (new ?nding) - Span 12, north fence has a 15? long bent/broken section. (new ?nding) Span 14 north fence at pier MN, the bottom and top bracket is missing with loose fence. (previously noted missing cap not found) - Span 17. south fence has a 4? long area of coilision damage and broken spindles. (new ?nding) - Span 21, south fence is missing a tower fence bracket near pier 21 and has a 1 tong section of coilision damage with bent pickets near midSpan. - Span 23, south fence has one picket cracked at the center. (Old ?nding not mentioned previousiy). Span 25, south fence has a disconnected spindie and one spindle bottom support is cracked near pier 25. (Old finding not mentioned previously). Also, there is a broken picket at mid-span (new finding). - Span north fence near pier 27 has 1 (014) sheared of! anchor bolts. The south fence has a broken spindle (new ?nding). See photo 34. - Span 30, south fence near pier 30 has two spindles disconnected (Old finding not mentioned previousiy). See photo 35. Span 31, north fence at mid?span has 22 bent pickets (new ?nding). Span 34, north fence at pier 34, the base piate has cracks with repair welds. Some welds have cracked. - - Span 35. north fence near pier 34. The 2nd vertical post from the pier is cracked and separated from the base plate. . - North fence in spans 14. 16, 21-24, 26-27, 28-30 and 35 and also at the south fence in spans 29 30 have severat locations of missingitoose raii attachment bolts and a few missing outer attachment brackets. See photos 36-38. Span 21, south parapet. The Speed Limit sign is tipped south 1/2" over 9? and three of the four anchor bolt nuts are backed off up to ?74" (sign moves by hand, nuts do not move when hammered). See field notes sheets 17-50 and photo 23. BRAINS: 4 Scupper Grates with numerous non?standard grates (sleet piates with ?ame cut hoies) (photo 40): South curb line has scupper grates that are 100% clogged in spans 25, 26, 27, 28 29 and (14) that are partially clogged up to 95% in spans 6, 18? 24, 30, 32, 33 35. See photo 41. North curb line has (11) scupper grates that are 100% clogged in spans 24, 25?29 and (10) that are partially clogged up to 75% in spans 28, St 8: 32. Previously noted clogged scupper grates in spans 18, 30, 34 36 have been cleared since the last inspection. Severai scupper grates are missing their hotel-down bolts. Previously noted north scupper grate at pier 26 with a tie down boit that is not fully tightened has been repaired. The scuppers have random bent grating bars. Span 27 (west half), the scupper grate atong the north curb line has two bars that are bent upwards Span 18 south scupper at pier 1 7 has an 8? 1.5? hole in the basin. Drain Troughs and diagonal/transverse pipes: Spans 18, 22-24 and 29-33 there are approximately 39 (previously 42) broken, disconnected, or toose drain trough hanger rods (some are consecutive). Span 24 has the most broken hanger rods with 8 (previously 6) broken rods at the south trough and a total of 9 broken and 3 loose rods at the north trough (can be moved by hand and vibrates under iiva toad). A few brokenidisconnected rods have been repaired since the last inspection. See photos 42 8x 43. kff?'liin :ianYI .Il BR118 FORM - Structure No: 03819 Inspection Date: 09/05/20l3 Page 5 0f 23 The scupper brackets are brokentcracked at the following iocations: Span 6 southwest corner and span 22 northwest corner, each have one broken bracket; span 30 has a 2? long crack in the bracket. Trough connection bracket welds are cracked in six (6) (previousiy 8) locations (total) in spans 23 3t 25. "the following troughs are compietetylpartialty clogged: Span 6 south trough at west abutment accumulation of debris), Span 18 south trough at pier 17, Span 19 south trough at pier 18. Span 20 south and north troughs at pier 19, Span 21 north 8: south troughs at pier 20, Span 22 north (previously miscoded for south) troughs at pier 2t and at mid-span; Span 23 both south troughs and Span 24 at pier 23. See photo 44. The underside of the troughs have cracks (span 18) and holes up to 4?112? 1" in spans 20 (south), 22 (south), 23 (south), 30 (north), and 32 (bay 3 2 iocations). See photo 45. Also, there are missingibroken trough hanger bolts at random locations. See photo 46. . Scupper Downspouts: Span 6 south scupper pipe bracket at the west abutment has one cracked and one broken ieg. Span 22 at the northwest corner has a broken bracket. See photo 47. The bottom scupper bracket at Pier 17 south column is partially cracked. Span 22. south-truss at LO-UO and Span 29, north truss at LiO-Uie, each have one broken scupper bracket. Pier 30, south column has a loose not at one scupper pipe connection. Clogged scupper pipes were noted at the west abutment, at piers 18span 29, north truss at member Lt O-Utt). See photo 48. Previousiy noted clogged scupper at pier 17 was found clear during this inspection. The horizontaifvertical discharge pipes at Piers 33 and the east abutment have deterioration and corrosion holes at or near ground level up to 4" diameter and up to 2/3 of the perimeter at the east abutment. See photos 49 50. East abutment, the scupper ciean out covers are missing 1 of 2 attachment screws. The previousty noted scupper pipe in span 29, north truss member L5-U5 has a cracked elbow was not found during this inspection. Span 31, at ?oorbeam F85 and stringer 84, the north scupper ciean out cover is missing. . Weep pipes: Most active PVC weep pipes extend below the stringer bottom ?anges. There are random abandonediplugged weeps that are actively leaking onto the stay- in-place forms and structurai steel causing deterioration. See photo 51. There is dampness at the underside of the bare deck around random cut off weep pipes in spans 26-28. Span 24, bay 1 between ?oorbeams F81 F82 has a weep pipe with a 3? diameter hole. The previousiy noted missing weep in Span 6 atong stringer St between ?oorbeams 7-1 7-2 has been repaired since the last inspection. See photo 52. See field notes sheets 17?50, 92?199 tit 415-451. 5 Lighting standards (south parapet only): The lighting standards in spans 6. 9, STANDARDhave missing anchor bolt covers. Span 27? lighting standard near pier 26 is missing the handhoie cover; inaccessible to the public. See photo 53. Span 26 lighting standard near mid-Span is missing its vibration dampener and moderate vibration of the light pole was noted at the time of inspection. Span 30 lighting standard conduit near node L9. the lighting standard conduit has a small rusted out section with exposed wires. At south parapet in span 33. the fighting standard base plate has a fuit height vertical crack at the northwest corner which extends under the anchor boit (no change since the last inspection). See photo 54. Junction box covers: Covers have random scrapes, dents, and cracks up to 13? tong. Spans 6, 11, t5, 17. 18. 21, 26-33 and the southwest approach parapet have covers with up to 8 of it) attachment cover screws missingr? l11fn'I'lqn :foa?DDi?t 0Dn?n1-tn1 nnh?b? ?11714101 BR118 FORM Structure No: 03819_Inspection Date: 09/05/2013 Page 6 of 23 sheared off. All covers are secure, but some are loose. Span 29 at the south parapet, all junction box cover attachment screws are sheared off, but the cover is secure. See photo 55. See ?eld notes sheets 17?50. UTILITIES 6 Spans 27 8 28 at the south parapet has three navigation light switches (which TYP appear abandoned) with damagedibroken bulbs andlor buttons. Aiso, the conduit for these switches is broken andior rusted through atong the centerline of span 2? and aiso at the southwest corner of span 28. See photos 58 and 60. The south fascia conduit in span 28 between ?oorbeams F841 F842 has one broken support bracket, a rusted out access cover, and a 2" 118? corrosion beta. The ?exible conduit at the south fascia in span 29 at pier 28 is disconnected with exposed wires. See photo 59. There is a missing conduit bracket at the south fascia in span 29 near ?oorbearn 7. CONSTR JOINTS: IN ?No construction joints were noted in the deck. EXPANSION 5 Strip seal joints with steel extrusions eiastomeric concrete headers (piers 9, JOINTS: it, 15. 17,21, 34 and in span 27 at intermediate joint D) (photo 81): The headers have random transverse hairline cracks. Seals have an accumulation light to heavy debris, mainly in the shouiders. Pier 34 joint seal near girder (334-2 has a i 2? long isoiated tear. See photo 62. The pier 9 steel extrusion in the left shoulder has plow scrapes and gouges. Span 27 intermediate joint (D), the east side of the joint in the right shoulder and right travel ianes is up t/z? higher and the east extrusion has ptow scrapes and gouges. See photo 63. Also, evidence of past teakage was noted through the joint at piers 15, 21 and 34. WabioFiex SR 4A Plank seat joints with eiastomeric concrete headers at the west abutment and pier 32: Joints typically have random transverse hairline cracks in the headers, light sand and debris in the joints, and missing rubber bolt covers. See photo 64. Rubber edges have random plow scrapes and gouges. The west abutment joint headers in the shoulders and in the right and left travei ianes have a total of three hollow areas up to 15? tong fuii width. See photo 65. Pier 32 joint headers in the iett shoulder and ieft lane have a total of two hoitow areas up to 12' long 1? wide. The hollow areas have hairline cracks. Evidence of past ieakage was noted through the joint at pier 32. See photo 66. Modularjoints with elastomeric concrete headers (piers 23, 25, 28, 30 and in span 27 at intermediate joint B): See photos 69 8 70. Seats have an accumulation of tight to heavy sandfdirt debris. See photo 67. At piers 23, 25. and 27(8) there are steel extrusions with random scrapes and gouges. At piers 23 8 30, the gland is not seated in the beam (1 tocation per joint) up to 6 feet tong. The headers have random transverse and isolated longitudinal cracks open up to ?Mid? wide. Headers at piers 25, 28; 30 and at the span 2? intermediate joint 8 in the shoutders and the travel lanes have severai hollow areas up to 5? long it full width. See photo 68. A total of 16 (previously 13) hoiiow areas were noted during this inspection. Evidence of past ieakage through the joint at pier 28. Compression seal joint (Pier 19): Concrete headers have random transverse hairiine cracks. There are two tears in the seal up to 14? long ?34? wide. See photos 71 8 72. The seal has an accumulation of sand and dirt debris, mainly in the shoulders. Evidence of teakage was noted through the joint. Asphaitic plug joints (piers 7, 13, 26, 27, 33, 358, east abutment, and at intermediate joints in spans 26-28): Previousiy noted adhesion cracks in pier east abutment. and a few intermediate joints (spans 28-28) have been seated since last inspection. See photo 73. There are isolated areas of tight raveiing in the joint material. There are two (2) pothoies up to 1.5? diameter 2" deep in pier 13 joint. See photo 74. Bridge Safety was noti?ed for this at the time of inspection. Evidence of past teakage noted through piers 13, 26 and 2? joints. Longitudinal median asphaitic plug joints (spans 34-36): The joint is in good 0.5.1 its/RR] i RR an'tel?RPl 1 Sit? nonv It '7 mm A BRIIS FORM - Structure No: 03819 Inspection Date: 09/05/2013 Page 7 of 23 condition with no notable de?ciencies. Also, see the attached {racking table ?Deck Joints". See ?eld notes sheets 17?50. htth'?i 1? 1 9D guru-+n1 xi BRIIS FORM - Structure No: 03819 Inspection Date: 09/05/2013 Page 8 of 23 59. (spans 6-21 33?36) and deck truss Overa? 4 SUPERSTRUCTURE: (spans 22?32). Ra?? . The superstructure is in poor condition. 9' Ra?ng DEVICES: 4 Girderltruss expansion rocker bearings: Rocker hearings have areas of peeling paint with tight to moderate rust with pitting toss up to deep. See photos 75 8. 76. The masonry piates have areas of laminated rust with random pitting loss up to and isolated plates are undermined up to ?Hi4? deep (Pier 28) due to spaits in the grout pads. There is up to 112? thick pack rust and tight debris between the rocker and masonry plate, beiow the masonry plate and at the pin plates. See photos 77 and 87. Some of the rockers have abrasion rust at the bearing pins. Random anchor bolt nuts are missing, are not fully engaged (backed off up to and have up. to 50% section loss. See photo 78. There are wetds in place of anchor bolt nuts at random tocations. Girder G2 at pier 17, span 18, 1 (of 8) drop bolts is missing and isolated drop bolts are not snug. Span 28 at the north truss, ail drop bolts are not snug. The hearings in these spans showed evidence of movement between 55? and 85? F. When compared with 2011 measurements, bearing movements were not as much as expected with temperatures difference of up to 33 degrees Fahrenheit at some iocations, and a few bearings at piers 23. 25, and 30 show no changes in at teast one of the two front/back measurements taken at each bearing. Truss expansion rocker bearings at piers 23 8: 30: Span 23 at Pier 23: The hearings were in expansion mode at 70? during this inspection with very minimai changes, it any, when compared with the 2011 measurements taken at 45? F. The bearings show some movement, up to 118? within a 25? difference, but do not appear to be moving freer when compared with the 2011 measurements. Span 24 at Pier 23: The hearings were in contraction mode at 70? during this inspection with very minimai changes, it any, when compared with the 2011 measurements taken at 45? F. When comparing the measurements taken from the last inspections (2009, 2011 8: current). the bearings show some movement, typically around 118? within a 25? difference. The exception is at the north truss on the right side back measurement which has a Sit 6? difference from the 201 1 report but only a difference from the 2009 report. The bearings do not appear to be moving freely. See photos 79 80. Spans 30 31 at Pier 30: The hearings were in contraction mode at 74? during this inspection with minimal movement noted when compared to the previous 20? measurements taken at 45? F. When compared with 20?? measurements (29? difference), there was no signi?cant change noted in measurements and the bearings do not appear to be moving treaty. See photos St :3 82. Gap and penetration measurements between the gusset piates and bearing pins were estabtished in 2007 as a result of the gusset ptates bearing oniy on the front quadrant of the pin. See photoos 83-86. The foiiowing changes were noted: Span 23. south hearing at pier 23 - Gap measurements have decreased up to 0.15". Penetration measurements have increased by up to 3/8? and decreased by up to 1-5116? (gaps previousiy present, but now are in fuli coi?utact with the pin}. North bearing - Gaps have remained the same since the 2011 inspection. Penetration measurements have increased up to 1-118? and decreased up to 718?. itffh'r?n {i in 4; {from}?! I Qnaunrtai any?: ?1 l1 "H?tn1xt FORM - Structure No: 03819 Date: 09/05/2013 Page 9 of 23 iioorbeam top ?anges due to pack rust. Span 30 bearings at pier 30 - Gaps have remained the same since the 2011 inspection. Penetration has increased up to Note: The gaps cause a reduction in bearing area which results in overstress of the bearing (See the special report attached to the 2007 inspection report for further details). Girderltruss fixed bearings: Bearings have random areas of posting paint with tight to moderate surface met and isoiated areas of pack rust up to 3! thick along the sole plates. The bearings have welds in place of anchor bolt nuts at random iocations. Masonry plates are undermined up to 1" deep (Pier 31, south truss) at isolated locations due to spatls atong the grout pads. Anchor bolt are missing and anchor boltnuts exhibit section toss up to 20% (some of which have been re?painted) at random locations. See photo 88. Floorbeam bearings: The bearingr'shim piates typically have areas of pack rust up to 3/4? thick with isolated locations up to 1? thick in truss spans. The short keeper type piates (tab plates) adjacent to the ?oorbeam bearings have areas of pack rust up to 1-114? thick. Span 29, north truss at ?oorbeam F80, the bearing plates are not centered (i below the tioorbeam (No change). Random tack welds alongthe bearings plates are broken (Span 27, . Floorbeam F8 13). Spans 18 and 24 bearings have isolated anchor boits that are sheared off and isolated anchor bolt heads and nuts that have up to 25% section loss (span 32). Stringer bolsters/bearings: There are areas of heavy abrasion rust between the stringer bottom ?anges and the tops of the stringer bolsters. most notable in spans 26-28. Boisters have random areas of section toss and rusted through holes up to 4" There are also areas of pack rust typically up to if4" thick with isolated locations up to 1? thick between the stringer seats, shim plates and bottom flanges. At some of these locations, the stringer bottom ?anges are bent (span stringer 813 at ?oorbeam FBZOA). There are random broken tack welds between the stringer plates and see field notes sheets 58-202. STRINGERS: 4t Rolled beams and welded plate girders (depending on supereievation): Fascia stringer webs and ?anges near plugged weeps. scuppers. and deteriorated deck areas have areas of moderate to laminated rust with pitting or painted over section lose up to 5ft 6? deep on bottom ?anges and up to 1f4" deep on the webs. See photos 89-91. Most of the deterioration has recurring and active rust. The following locations are in the worst condition: - Span 25, stringer 813, between floorbeams F85 3; F86: maximum bottom flange loss near midspan with section loss to 3ft 6" remaining (0.590? original) resulting in 39% section loss. No change since the previous inspection. Span 30, stringer 813. between itoorbeams F89 F810: Maximum bottom ?ange loss near the quarter points with section toss to in 6" remaining (0.590? original) resulting in 44% loss. No change since the previous inspection. See photo 92. - Span 30, stringer 81 between ?oorbeams 86 and F87 (located approximately 4? from itoorbeam F87): There is a diameter perforation that transitions into knife edge along the north bottom ?ange. The knife edge transitions to 31'16? remaining for a total bottom flange section toss of 40.5%. No change since the previous inepection. - Span 31, stringer 813 at ?oorbeam F8 1: Maximum web loss is at the ?oorbeam connection with 4; 11?8" remaining (0.430? original) and a 1?12" high perforation at the top web cope resulting in 34% section loss. No change since the previous inepection. . There are random areas of pack rust up to 314? thick between the stringer webs and ttoorbeam connection piates. Diaphragms haVe random areas of heavy to laminated rust below deteriorated areas in the deck andfor adjacent to scuppers. Overhead sign structure support tie plates in spans ti and 26 are in contact with the hotes in the Thrift?!? 10 5. inc-{RBI} 990130140an It 91'? un?t-1?0} oonv 01171501 A BRIIS FORM Structure No: 03819 Inspection Date: 09/05/2013 Page 10 of 23 stringer webs through which they pass. Also, see items 8: BOLTS, WELDS-CRACKS MEMBER below. See ?eld notes sheets 92-202. 5 Riveted Girders (spans 63?21) (photo 93): The girder top ?anges have random painted over pitting toss up to fuit width 11?4" deep at random locations. See photos 94 8x 95. Bottom ?anges have painted over section toss up to deep at random locations and isolated 2" diameter items out hotes. Bottom webs have random areas of section loss 'up to 5' long 2" high if deep (Span 12, girder GZ, between ?oorbeams F8138 F8134), most of which are away from the centertine of bearing and are caused by trapped water behind the seatant between the web plate and bottom flange angle. Some of the sealant is deteriorated. Random girder webs are bowed up to 3l8" over their full height (Span 9, girder G1 between F89-5 F896 at bottom ?eld splice) at some locations. There are areas of pack rust up to t?3l4? thick, span 8 at girder (32 between ileorbeam 8-2 and 8- 3, between top flange cover plates, bottom ?ange cover plates, back-to-back vertical web stiffener angles, and at the top flange tab plates. See photo 96. The pack rust between the web stiffener angles has caused severai tack welds between the outstanding legs to crack. See photo 97. There is pack rust up to 318? thick between the webs and bottom ?ange angtes (span 21, girder GE between ttoorbeams F821?t a See photo 98. Sway bracing between the girders at the piers have random areas of pitting up to 118? deep along the diagonai members. The vertical and horizontal gusset plates have areas of pitting up to if deep, isolated areas of section toss up to 3ft 8" deep and a few random small perforations up to 1?1 2" diameter. There is pack rust up to 2" thick between members and gusset plates (lioorbeams 10-1 and 10-2 at girder (32) mainly at the connections. See photo 99. The lower horizontal strut has random areas of pitting up to 1! deep with knife edging around some of the drain holes and random smatl perforations typically up to 3" diameter (13" long tuli width, maximum). See photo 101. There is light to moderate sandidirt and pigeon debris along random members with some areas of pending water. Welded steel plate girders (spans 33-36): The girders have random areas of pack rust up to 518" thick at ?oorbeam connections (span 35, girder (3358-2 at ?oorbeam F80) and ?lter ptates. There are random gaps up to 124? between the girder top flanges and the horizontat gusset plates. Span 34, girder 634-2 top flange near pier 3 has an isolated area of pitting with 1318? remaining (originally The bottom of random vertical web stiffeners have 1" diameter torch cuts. Also, see item below. See ?eld notes sheets 92?129. FLOOR BEAMS: 4 WELDED STEEL FLOORBEAMS (spans 6436): Floorbeam webs, top and bottom ?anges have random areas of peeiing paint, light to heavy rust, laminated rust, pitting and section toss typically between 118? 1/4" deep at random locations. most of which is painted over with areas of recurring rust. See photos 102-104. Most of the deterioration occurs at the end tioorbeams over the abutments and piers. The most notable section toss in critical zones are as follows: - Span 12, south cantilever, ?oorbeam 8134: 12.5% loss at the top flange with up to 6' fult width 1/8" deep section loss. I Span 29, itcorbeam F88 at mid-span: 12.5% loss at the bottom flange with up to 3l?16" deep pitting along the bottom ?ange. . Span 3i north cantilever, ?oorbeam F88: 8.3% loss at top flange. 4.2% loss at bottom ?ange. See photo 105. - Span 38, north cantilever, ticcrbeam F83: 4.2% toss at the flange. 13 8% loss at the bottom itange (less critical area). 8.3% loss from the end plate. See photo 106. i?l?h'?l 0 in ?nial?! 1 9D Ti nan" I1 "2 Fiat BRIIS FORM - No: 03819 Inspection Date: 09/05/2013 Page 11 of23 The'bottom of the vertical web stitfeners have random areas of pitting and section iossto deep with random perforations up to 4? Ftoorbeam .top ?ange tie ptates have isolated areas of. pack rust up to 1-114? thick (Span 8, ?oorbeam F82 at girder G2). There is up to thick pack rust between gusset plates, ?lter plates and ?anges at ?oorbeam connections. See the ?oorbeam section loss table for members with section loss in criticai zones. See tieid notes sheets 92-202. TRUSSES- 4 Riveted Truss upper connections and top chords (Spans 22-25 and 29-32): GENERAL: The truss top chord members have areas of pitting up to 114? deep and verticat members near the upper connections have isotated pitting up to deep. See photo 108. Top members have pack rust at the foitowing locations: up to 2-3f8? thick between web pistes and angtes, up to 1" thick at splice plates, and up to t?ti?2" thick between the ends of the end plates at the deck. See photos 109-112. Also, there are isolated areas of pack rust up to 1-3! thick between the short longitudinal erection angies which are weided to the top of the top chord. There are random broken and cracked tack welds up to 1-58" tong with no propagation into the base metat noted. The batten ptates and lacing bars have random areas of pack rust up to 122? thick and random section toss up to 1/4? deep. The members atso have random misdrilled holes and minor bends due to construction damage. Atso, see item ?Rivets and Botts?? below. Riveted Truss tower connections and bottom chords (Spans 22-25 and 29-32) (photo 113): The truss bottom chord members have random areas of section toss typically up to t! deep, with isolated tocations up to 318? deep (aiong' random outstanding flange legs). During this inspection, a few new locations of section toss and pitting up to 3/16? deep were noted along the bottom chord interior and exterior angles. Also, previousiy noted section toss has increased by i t18" deep at random iocations. See photos 114-118. The truss diagonals typicain have tess than 5% section toss near the tower nodes, with the exception of tension member L4-U3, south truss in Span 25 which has approximater 8.2% section loss above the gusset plate. The verticai compression or zero force truss members have areas of section loss at the tower nodes up to 43% (Span 22, North truss, and Span 23, North truss, at Node LQ-UQ). A totai of ?17 bottom chord tension members have greater than 5% section toss, with a maximum of 9.1% at node L7-L8 in span 22 at the south truss. There are random broken and cracked tack weids with no propagation into the base meta! noted. Lacing bars with missing rivets and batten plates have random areas of section toss up to deep and random noise up to 4? See photos 118, 119 8 120. Stiffeners and channet legs within the nodes have rusted through hoies up to full width 4" high (span 29, north truss at node L4). There is tip to 5/8? thick pack rust between the truss member components and up to 3! thick pack rust at random gusset plates. Gusset Ptates in spans 22-25 and 29-32: (Atso refer to the 2008 gusset piate special inspection report). in 2008, the gusset ptates in the riveted spans were found to have various overstressed conditions by varying amounts for as-buitt and as?inspected ratings, based on the node location and documented section loss. The interior and exterior surfaces of the gusset piates have random section loss typically up to it deep adjacent to the verticat and diagonal truss members and along the top angle of the bottom chord. in addition, there are atso areas of section toss along the bottom and verticat faces of the gusset plates. See photo 122 8 123. Span 24, south truss at node L9 (three member node), the north gusset plate aiong the top angie of the bouom chord has the most Signi?cant section toss, up to 3/8? deep (132? originai thickness), resuiting in approximatety 52.6% loss. During East inspection, the south piate was noted to have section toss up to fuil width (t4-1f2?) 11?2" high deep. Iaff?olfin nnm\r 'H?nt if BRIIS FORM - Structure No: 038l9 Inspection Date: 09/05/2013 Page 12 of23 I Also, the gusset plates have random areas of pack rust up to 1" thick between the plate and truss members with an isolated location of up to ?l-7I8" thick at node U0, north truss in span 22. i The following new de?ciencies were noted at the gusset plates during this inspection: I The gusset plates at both trusses have isolated locations of pack rust up to 1" thick (Span 24, north truss, node L0). Areas of section loss and pitting typically between 11162118? deep were noted in random gusset plates along vertical and diagonal member bolt lines with isolated localized pockets up to 3/16" deep. - Areas of section loss typically up to 11'8" deep were located at the interface of the top of the bottom chord. The bottom portions of random gusset plates have isolated areas of section toss up to tiB" deep. Some existing section loss and pitting was previously incorrectly measured and the section loss has decreased from tits" to 1116? deep. The pitting section loss has increased by 1116? on the span 25, north truss. node Ll, north gusset plate since the last inspection. - A steel cover plate was added to strengthen the span 29, north truss. L4-U5 diagonal member. Welded Truss (Spans 26-28): The truss chord. vertical and diagonal members have random areas of peeling paint, isolated laminated rust, and areas of pitting up to deep with less than 5% section loss (span 28, north truss member L39-L4O has the highest section loss at Also, the top and bottom chord connections have up to thick pack rust. The truss splice plates at the lower nodes have areas of section loss up to 12'8? deep. The gusset plates have pack rust up to thick and pitting typically up to deep with isolated locations up to 32?16? deep. Also. random bolt heads and nuts have up to 25% section loss at locations with pending water inside of the trusses. There are also random missing bolts and holes. In addition, there are random partially cracked and fully broken tack welds with no propagation into the base metal noted. The interior of the truss bottom chord has areas of pending water and pigeon debris with plugged drain holes at bottom chord haunched areas. Truss pins in span 2? for hung span (photo 124): The truss pin measurements at the brass plugs had up to 118? changes since the last inspection except for the lower pin north elevation which has 3116? difference from the previous inspection (only ?lliB? difference from the 2010 measurements). A total of seven brass plugs have stripped plug heads and previously could not be removed for measurements. This inspection was the first time that the heads were removed and the measurements were taken (no previous measurements to compare them to). South truss at U19 has one missing access plug at the south elevation. North truss at U19 south elevation and south truss at L27 south elevation; the missing cotter pin was replaced with tie wire in the past. See photo 125. North truss at L19 and U20, the interior web plates have flame cuts and abrasion rust. See photo 126. At U20 and U26 of both trusses, the pins inside the chord are worn at both web plates up to 114? 3? long diameter pins) with abrasion rust. No ultrasonic testing of the pins was inspection. Hanger retro?ts at L19 and in span 2? for hung span: North truss at L19 has gaps, 112? (north) and 1" (south) between the elastomeric pad and the bottom chord. South truss at US) has no gap at the elastomeric bearing at one side but the east side of the elastomeric bearing has a 112? bulge and two tears up to 4" long 1:4? high 1? deep. See photo 12?. Also, the bearing keeper is bent, and the elastomeric pad overhangs the edge of the assembly by up to 122? at the northwest corner. North truss at moderate to excessive vibration was noted to the hanger rods/assembly - (with light rust). The bottom chord members are resting on the elastomeric pads at L27 of the south truss (no change). See ?eld notes sheets 203-411. TRUSSES- ?No portals? deck truss. l?ff?'ffll :+om nunvinI Ii BRii 3 FORM - Structure No: 03819 Inspection Date: 09/05/2013 Page 13 01?23 I TRUSSES- 5.. Sway Bracing: BRACING: There is up to 1" thick pack rust between the sway bracing angtes. See photo 99. Also, there are gaps up to 114? between the sway bracing and tioorbearn bottom ?anges in the riveted spans. Moderate vibration of the may bracing in the riveted spans was noted at some locations. The sway bracing connections to the horizontai struts have isoiated gaps up to 1/ (span 28, south truss at node L36). The struts in the main spans had random pending water at the time of inspection. Top Lateral Bracing (Riveted spans): The iateral bracing has up to 1? thick pack rust between the taterai member angles (See photo 100), up to 2" thick pack rust at random gusset ptate connections (See photo 96), and isolated 5116? deep pitting (span 25, ?oorbeam 6 at oenterline of bridge) at the gusset plates in the riveted spans. Span 22 at ?oorbeam F84, the east edge of the horizontai gusset plate has a rotting defect with a 4?10." tong horizontal split (no change) in the steel due to pack rust (a 3/16? thick). Span ?oorbeam FBtt?4 at stringer 84, the end of the bracing member has a 6" diameter perforation (painted over). Span 12, ?oorbeam F8134 at stringer $10, the gusset plate has up to tl8" remaining section loss to knife edging with (5) perforations up to 1-112? diameter and up to 50% rivet head loss. . Laterat bracing spans 26-28 (main truss spans): The tateral bracing members in the main truss spans are in good condition. Spans 26-28 have isolated locations of pack rust up to thick between the bracing gusset plates and floorbeam bottom ?anges. Also, there are a few bent gusset ptates which appear to be construction related. Bottom Lateral Bracing: The tateral bracing has up to 1" thick pack rust at the connections, up to 2? holes in the gusset piates (span 22, south truss at node L8), up to deep pitting on the gusset plates and members and isolated rivets with up to 90% head loss (span 22, north truss at L8 and south truss at L10). See Photo 107. Span 22, north truss at L10, (previously noted as L6) the bottom iateral bracing angle has heavy rust with a 112" diameter perforation. The tateral bracing in the main spans (26-28) has up to 1? thick pack rust at the connections, random bends in the plates and member flanges, up to ?it?ll? deep pitting in the gusset plates and bracing members and isolated rivets with up to 75% head loss. Span 27, between nodes L24, the gusset plate along the centertine of the bridge has a t? t? tear; no change since the previous inspection. Span 27, between nodes L27 (previousiy noted as span 28, L40). the gusset ptate at the centertine of the bridge is missing two connection bolts. There are random fasteners that are loose, missing, or not snug. See ?eld notes sheets 203-411. PAINT: 7. Less than 10% of the steel surfaces have peeiing paint, most notably in the truss Spans with larger areas of peeiing paint at random locations. RUST: 5 The superstructure members exhibit random areas of light to heavy rust. See items above. MACHINERY MOV - SPAN: BOLTS: 5 a The riveted connections throughout the structure have random painted over rivet head loss typically up to 50% with isolated 9096-10096 rivet head loss (span 24, south truss, inside node L2). Aiso, there are isolated missingisheared rivets, some locations with drift pins left in'place. Boiled connections throughout the structure have random loose, not tuin engaged, short or missing bolts, some locations with drift pins tett in place. The following stringer to itoorbeam connections are loose, not fully engaged or missing: Span 6, stringer S2 at ?oorbeam F812 6 (of 7) connection bolts are not fully engaged which has left a gap up to tilt? at the connection. nr1'unn1 .r BRIIS FORM Structure No: 03819 Inspection Date: 09/05/2013 Page 14 01023 . - Span 27, stringer 810 at ?oorbeam F823: 1 (of 6) loose bolts. Span 26. stringer S4 at ?oorbeam F810: Previously noted 1 (of 6) missing top bolts have been replaced since the previous inspection. - Span 28, stringer 34 connection to ?oorbeam F842: 3 (of 6) bolts not fully engaged. - Span 28, stringer 88 connection to tioorbearn F841: 1 (of 6) bolts not fully engaged. Random anchor bolts and nuts have been installed since the previous inspection. See photo 128. The previously noted diaphragm connection bolts that were looseinot fully engaged have been tightened since the previous inspection. - Span 31, bay 1 between lioorbeams F81 and F82, framing for scuppers not installed hours a total of 8 missing bolts with a few bolt nuts that are not fully engaged leaving gaps up to 3?8" at the connections (as-built condition). The truss?connections have random missing (up to two) or not folly engaged bolts. Span 26, south truss at node L11 (west side) has four missing connection bolts; no change since the last inspection. See photo t29. Span north truss at node U29 has three missing bolts; no change since the last inspection. Span 28, south truss at node L42 has one bolt that is backed off up to 1/16" allowing for a 32'16" gap at the vertical stiffener plate inside of the connection. (Previous inspection noted tour bolts with up to gap.) In addition, there also loose, not fully engaged, short or missing connection bolts noted at the following locations: - Span 12, stringer at tioorbeam F8134: top ?ange cover plate with (1) connection bolt not fully engaged. - Span 14, girder {32 at tloorbeam 815-5: iloorbeam to girder connection with one connection bolt not fully engaged. - Span 22, stringer 86 at ?oorbeam F80: (oi connection balls at stringer to ?oorbeam connection is not fully engaged. - Span 22, stringer S7 at ?oorbeam F89: Previously noted 1 (of 6) not fully engaged connection bolts at stringer to ?oorbeam connection have been repaired. Span 25,1ltoorbeam F80 at south truss: Previously noted missing bolts have been replaced since the previous inspection. Span 26. stringer S4 at floorbearn F810: Previously noted sway bracing connection missing 1(of 14) connection bolts was not found at the time of inspection. - Span 26, south truss at nodes U3 and U10: 1 bolt not fully engaged at each gusset plate connection. - Span 26, north truss at bottom chord near L6: 1 short connection bolt. Span 27, stringer 86 at ?oorbeam F813: Previously noted 3 (of 6) not fully engaged connection bolts at stringer to ?oorbeam connection were not found at the time of inspection. - Span 27, stringer S7 at ?oorbeam F813: Previously noted 4 (of 6) loose connection bolts at stringer to ?oorbeam connection have been repaired since the previous inspection. Span south truss at node U30: 1 short connection bolt at south side of gusset plate. Span 29, north truss at node U4: 1 connection bolt not fully engaged at gusset connection. Span 31, north truss at node U6: 2 of the connection bolts between the upper truss and floor beam are missing. See photo 130. - Span 32, south truss at node U5: 3 miss-drilled holes in the diagonal. See photo 131. Span 32, north truss at nodes U1 and UZ: ?oorbeam to top chord connections with up to 4 (of 6) short bolts (bolts flush with nuts). Missing bolts have been replaced for the top chord and ?oorbeam connections. See photo 132. See ?eld notes sheets 92-411. WELDS - CRACKS: 5 . "There are numerous broken and cracked tack welds throughout the structure, l1f1??'fflz in 3 QT) gonna-toan Qpannv?vi "Hi ?71an it BR118 FORM Structure No: 03819 Inspection Date: 09/05/2013 Page 15 0f23 mainiy in the truss spans and none of which appear to have propagated into the base metal. See photos 133-136. A partial tack weld inepaction was performed in 2008 for Spans 2225 and 29-32. See tack weld inspection report for further details. GirderrFioorbeam Spans (6?21 at 33-36): The vertical back-to-back angles of the girder bearinglweb stiffeners have pack rust which has caused tack welds between the outstanding angle legs to break at numerous tocations (approximately 110). Truss Spans (22?32): Span 22. stringer S7 at floorbeam F84, the east edge of the horizontai gusset ptate has a rolling defect with 3 4-112? long horizontal sptit titled with pack rust (a no change since the last inspection. The following new cracks were noted during this inepection: 1. Span it, girder 61 over pier 11: 3 (of 4) lack welds at the bearing stitfeners are broken and painted over. 2. Span 17, girder (32 at ?oorbeam 2 (of 4) tack welds are broken at the vertical bearing stiffener (previously noted as 1 of 4). 3. Span 19, girder (32 over pier 19: 3 tack welds are broken at the vertical bearing stiffener (previoust noted as 1). 4. Span 21. girder 61 over pier 2t: 4 tack welds are broken at the verticai bearing stiffener (previously noted as 3). 5. Span south truss at L23: Broken tack weld between the bolted catwaik floor plate and brackate at the west side. The following cracks were noted during the previous inspection: 1. Span 6, girder G2 at ?oorbeam the horizontal gusset plate for the laterai bracing member attached to the ?oorbeam bottom ?ange has a horizontal weld that is cracked for 10" long (50" tong weld) due to pack rust. 2. Spans 6-21 (approach spans): a few cracked tack welds were noted along the vertical back-to?back angles of the girder bearingtweb stiffeners. 3. Spans 22-25 29?32 (ritreted truss spans): several (approximately 10) partially cracked tack welds were noted at the top and bottom chord iattice bracing were noted. Also, several partially cracked tacked welds at these locations have fuliy cracked (approximater 4. Span 23, north truss top chord splice plate near node U1: 1? long (2412? Total) partially cracked tack weld. 5. Span 24, south truss near node 1.8: (of 8) tack welds is fully cracked between the web splice plate and web. 6. Span 27, north truss at node U28: partially cracked tack weld, 1? tong tong weid) between spacer plate and truss top chord below tioorbeam at southwest corner. Drain trough support brackets have cracked welds up to 5? long at (9) locations in spans 23. 25 30. Also, see item above for cracked scupper support members (other than welds). Top and bottom flange transition welds in the main girders in spans 33-36 (tension flanges, Category welds). All transition welds in the tension flanges were inspected 100% hands-on with no de?ciencies noted. Also, see item below. See ?eld ntoes sheets 92?411. DECAY: I CONCRETE CRACKING: in. Random bends in the superstructure elements appear to be construction DAMAGE: related and not from collision damage. MEMBER 6 The built up members and connections have random gaps and swelling due ALIGNMENT: to pack rust. Span 27, stringer 813 between ?oorbeams F819 and F820 is bent i 112? out of plane due to pack rust up to 1?11?4". Random girder webs are :falnD11 arm-1w ?ll ?i?tnt xi BRIIS FORM - Structure No: 03819 Inspection Date: 09/05/2013 Page 16 of 23 ?bowed i 5/16? over their full heights. . i DEFLECT. UNDER N, LOAD: (N) Normal; The superstructure steei creeks under heavy live load. (E) Excessive VIBRATION UNDER N. LOAD: (N) Normal; Span 23, vibration of the superstructure elements was noted to be more than other spans. The sway bracing and lateral bracing members have moderate vibration at some locations. Span 27, north truss at moderate vibration was noted at the redundant truss hanger system. No changes from the previous inspection. (E) Excessive STAND PIPES: it BARREL LADDERS: 4. Fixed ladders with and without barrels: Ladders have random areas of peeling and chipped paint with light rust. Safety cables are frayed at random locations and the fall arrestors attached to the safety cables have areas of heavy rust and do not work. Piers 21-32, the ladders have no landing platforms. Piers 26 8: 27, the bases of the ?xed ladders have no hand rails. Ladders are not OSHA compliant (Inspectors must use double lanyards to achieve 100% tie off when using these ladders). Catwalk framing 8: tread plates spans 22-32 (truss spans): The catwalks have areas of light to heavy peeling paint, moderate rust, abrasion rest, up to 112? thick pack rust at post?rail connections and up to 11'4" thick at the tread plates. Tread plates have areas of laminated rust up to 114? thick with some locations of section loss up to 1116? deep with isolated small perforations up to 118? diameter (span 27), an isolated 3? 314" rusted through hole at pier 21 (previously 2" and a 4" 1" perforation next to the expansion joint plate at pier 25 in span 25. See photo 13?. Previously noted loosefmissing bolts at the catwalk framing connections and tread plates in spans 22-25 have been repaired/replaced since the previoue inspection. Missinglloose belts in spans 26, 28 and 29 have not been repaired. Previously noted looseiunattached expansion tread piate in span 25, over pier 25 has been bolted since the previous inspection. Pier center barrel ladder platform tread plate is missing all connection bolts and is lifted up to Span 27, the tread expansion joints at the ends of the hung span are vertically misaligned up to - Previously noted pack rust at the connections for the transverse catwalks at the truss pins in spans 26 and 28 were not found at the time of inspection. Evidence of pending water at random locations with up to 1f16? deep section loss to the tread plates and up to 1-112? thick of pack rust along the edges of the tread plates. Span 27, south truss at nodes L19 L27, the catwalks have up to 9 (of 10) rusted out tread plate tie down bolt connection bolts. Previously noted 1' long missing section of catwalk tread plate in span 2? near L23 was not found at the time of inepection. Note: There are two gates in the picket fence at the north fascia that allow acceSS to ladders for the catwalks. These fence gates are held in place with locks for which maintenance has keys. Inspection platforms and hand bars in spans 33-36 of the main girders: Inspection platforms have been previously removed in span 33 (over the railroad). The platforms and hand bars are only in place along the main line girders and not along the ramp girders. Previously noted missing horizontal rail from the inspection platform in span 36 at ?oorbeam F81 and girder G36- 2 has been installedfpiaced since the previous inspection. See field notes sheets 415-451. ARE BARREL LADDERS OSHA No 60. Reinforced Concrete Abutments and Piers with Steel Columns at SUBSTRUCTURE: Piers 6, 8, 12 14 and Steel Pier Bents at Piers 21 8t 32 Overall Rating: '5 lrffix- 1 0D nn?x-u qf? A BR1 1 8 FORM Structure No: 03819 Inspection Date: 09/05/2013 ABUTMENTS- BACKWALL: ABUTMENTS- FOOTINGS: SETTLEMENT: ABUTMENTS- WINGWALLS: PIERSIBENTS- CAPS: I1f?anl {1 1? 1Q 1 Donna-fnlil-JDTI annvin? nnH-?r Page 17 of23 IThe substructure is in fair condition. Ra?ng 6: West abutment stem has random vertical and horizontal cracks up to full height il16" wide, areas of map cracking with and without et?orescence and rust stains. See photo 139. There are isolated hollow areas up to 2412? high 18" wide, areas of light scale and spells up to 3? long 6 inch wide 2? deep with exposed rebar. See photo 140. Evidence of past leakage noted on stems. Pedestals: West abutment, the pedestal for girder (31 has isolated vertical hairline cracks. East abutment. the pedestal of girder G2 has three spells up to 1? long 10" wide 1/2? deep (no undermining). See ?eld notes sheets 412-413. a. The hackwalls have random vertical cracks up to full height 118? wide and hairline map cracks with and without ef?orescence. See photo 141. There are random small hollow areas, an isolated shallow rebar and light scaling. The backwalls also have silt and water stains from past leakage through the deck joints. - See ?eld notes sheets 412-413. Not visible. 7: .The east abutment block slope protection exhibits underminingldeterioration and random cracks open up to 114? wide. See photo 142. See tield notes sheets 412-413. 6 The southwest wingwall has hairline map cracking and two shallow rebars. The northwest wingwall has three spails that are up to 4' long 4? wide and 2? deep with adjacent hollow areas up to 1? diameter. The northeast and southeast wingwalis have vertical, horizontal and hairline map cracks. The gap between the southwest wingwali and the west abutment stern is wider at the top than near the base of the wait. No change since the last inspection. See ?eld notes sheets 414 and photo 143. The concrete struts between the columns have random horizontal and vertical cracks up to 1/8? wide and areas of map cracking with and without efliorescence. There are hollow areas up to 8? long 10? feet wide (pier 32) and spells up to 1? t' deep with up to 25% section loss on the exposed rebar (pier 32). Also, there are random areas of shallow rebar and areas of scale up to deep (pier 16). Concrete repaired patches have random shrinkage cracks. Hammerhead pier caps (piers 33-35): The cap at pier 35 has random vertical hairline (tension) cracks up to 2' long and areas of map cracking with and without ei?llorescence. Pier 33, west elevation has an isolated 2' t? hollow area, a 4? long 1? wide 2" deep spell with exposed rebar and a 5? long 1/8? wide crack on top. Also, there are isolated areas of shallow rebar, pop outs and exposed rehar chairs. The pedestals at these piers have hollow areas up to 1-1/2? Steel pier bents at piers 21 8: 32: Pier 21 bent top horizontal member channels have up to 114? deep pitting and the diagonal angles have up to 1/8? deep pitting. See photo 147. Pier 32 bent, bottom horizontal member channel has up to deep pitting in the channel top ?ange legs. Both beets have up to 1/2" thick. pack rest at the connections and rivets and up to 99% head loss. Batten plates have up to. 5" diameter perforations and lacing bars have areas of section loss with some that are completely rusted through. The south hearing masonry plate at pier 21 is undermined up to 1/2? deep 6? due to a rt BRIIS FORM - Structure No: 03819 Inspection Date: 09/05/2013 Page 18 01?23 spell in grout pad. See photo 148. Post tensioning at tops of piers 22, 26 27 (l-beams with post tension rods): The steel l-beams have areas of up to 4? deep debris accumulation and isolated areas of ponding water due to clogged drain holes. Beams have up to 128? deep section loss and laminated rust. See photo 149. See field ntoes sheets 416-451 and photos 144-146. - 5 . Steel columns with concrete pedestals at piers 6, 8, 12 8 14 (photo 150): The COLUMNS: interior surfaces of the steel columns along the interface with the concrete filled bases have areas of painted over section toss up to deep 3" high fuil width (no change in section loss noted since last inspection), resulting in up to 14% section toss. The built?ap members also have areas of recurring rust and up to 34? thick pack rust between their member components and aiso at the column/bearing connections. Concrete columns: The columns have random vertical and horizontal cracks up to 318? wide (pier 30, west elevation) and isolated areas of map cracking with and without etllorescence. There are random holt'ow areas up to 8' x1 i0? (pier 28) and spells up to 1-112? 9" 2" deep (pier 19) with a few isolated corner spalis up to 6" deep (pier 32. west elevation) with and without exposed rebar. See photos 151?154. Columns aiso have areas of scaling up to 1?tl2? deep, random popouts, and shallow rebar. Concrete repaired patches have random shrinkage cracks. See photo 155. pads (Piers 9, 21, 23, 25, 28 and 31): the grout pads and pedestals have random vertical hairline cracks with some extending to the bearing masonry plate, hollow areas up to 2? 6? (pier 28, east elevation) and spails up to 1' 6? 4? deep (pier 31, south bearing). See photos 156 8 157. The spells at piers 21. 23, 28 and 3t pads have undermined the bearing masonry piate by up to 2" deep 30" long (pier 28) with 2% toss of bearing area. Also, bearing grout pad cracked with broken off pieces (pier 23, west elevation). Granite facing and concrete at the Pier 24?28 bases: The mortarjoinis above the waterline have deteriorated or missing mortar up to 12" deep (pier 24). See photo 158. There are random comer spalls up to 5' 11"x 4? deep (pier - 24), isolated spells up to 2.5' 6" 13? deep (pier epoxy repairs with random hollow areas up to 3? 6" (pier 27) and random spalls? up to 3? diameter 12" deep (pier 27, east elevation) at repaired areas. See photo i59. Pier 28 base has isolated stones that are shifted out up to 1.25?. No change since last inspection. . Per the October 2013 Underwater inspection Report, the granite facing stones have failing repairs, brokenlrnissing areas in the stones up to 8? deep, cracks up to 318? wide (pier 28), and missing/deteriorated mortar up to 1? deep. The concrete below the waterline has spells/voidsldelaminations up to 17? deep (pier 27), honeycombing up to 5" deep and seating up to 5? deep (pier 26). Also, access iadder is deteriorated and partially missing at mean high water level. Steel column bearings (piers 6, 12, t4 8: 18): The bearing plates have light to moderate rust with up to 3/8? deep pack rust between the top of the bearinglbottom of columns and between the masonry and base plates. See photo 160. Also, up to 4 (of 4) anchor bolt nuts are missing (pier 6N) and isolated nuts have i 30% section loss. pads: The grout pads at Piers 88, 128 8 12N have isoiated vertical hairline cracks, hollow areas up lo'2' 6" 4" and spells up to 30" 8? 4" deep (pier 128). No undermining noted. See field notes sheets 415451. PIERSIBENTS- 5 Pier 7, the top of the looting at the northeast corner is partially exposed for 4' long 4? wide due to erosion. No change since the last inspection. 1 n?..qu A 8 FORM Structure No PIERSIBENTS- EROSION-SCOUR: CONCRETE STEEL PAINT: DECAY: IN COLLISION DAMAGE: DEBRIS: 038 I 9 Inspection Date: 09/05/2013 Page 19 of 23 Per the 2013 Underwater inspection Report, Piers 26, 27 3t 28 footings are exposed up to 27.6? high (229? in 2011) and have intermittent chamfer spaiis up to 1? wide and spails up to 4" diameter 6" deep (pier 27). See the 2013 Underwater inspection Report for further details. See ?eid ntoes sheets 415-451. 8 None noted. 5r Erosion- (Rating 5): The Concrete biock slope protection has underminingfdeterioration and has random hairline cracks with some cracks that have opened up to 3?8" wide. Pier 7. the top of the footing is partially exposed for 4? tong 4? wide due to erosion. in addition, the embankment near pier 33 has erosion atong the foil iength of the stope up to 3? wide 6" deep. Scour? (Rating 6). Per the 2013 Underwater inspection Report, the footings are exposed at Piers 26 up to 27.6' high (229? high in 2011)?: at Pier 27 up to 15.9? high (112' high in 201 t) and at Pier 28 up to 3.3' high high in 2011). The minimum cover over the bottom of the exposed pier footings is 14.4?. There was not footing exposure at Pier 25. See the 2013 Underwater Inspection Report for further detaiis. See above items. See item above. Steel coiumns or pier bents at piers 6, 8, 12, i4, and 21. Less than 5% of the paint on the steei is deteriorated. ll- 8 . 6; The bridge seats and piers have tight to moderate debris, heavy accumulation at piers 19 and 21.1030, pier 9 has moderate to heavy vegetation (poison ivy) growth at the base and there is a leaning tree against pier 16, south column. Rigging equipment and cables have been left on a few piers in the truss spans. 61. CHANNEL 8; According to the 2013 Underwater inspection Report, The 6 CHANNEL channel is in satisfactory condition. Overall Rating: PROTECTION: - Rating CHANNEL SCOUR: 5 Per the 2013 Underwater inspection Report, the stream bed consists of silt, sand and shells up to 1.5? penetration and is susceptible to change based on its composition. Scour up to 13.4? deep was observed under the east span and up to 10.8' deep under the span between Piers 27 and 28. Scour up to 11? deep (at Pier 27) has atso occurred at the upstream faces of Piers 26-28. The minimum cover over the bottom of the exposed pier footings is 14.4?. There was no footing exposure at Pier 25. EMBANKMENT 8 Per the 2013 Underwater inspection Report. 2013, no notable de?ciencies EROSEON: "Oi-it?d 8 Per the 2013 Underwater inspection Report, minor to heavy and steel debris were observed in the channel, amp the footings and stem wails. 'i II I 1 numnr 1 OT) 1 0T) rudn't ?3 ?73?101 a! 8 FORM - Structure No [3 CHANNEL CHANGE: FENDER SYSTEM: 03819 Inspection Date: 09/05/2013 Page 20 of 23 ?No notable de?ciencies mentioned in the 2013 underwater inspection report. I 7? Per the 2013 Underwater Inspection Report, aggradation up to 3.1' high was observed under the west span. up to 10.5? high under the span between Piers 25 8: 26 and up to 3.1? high under the span between Piers 26 27. No lateral migration observed. See channel scour above. Per the 2013 Underwater inspection Report, Navigation lights attached at the south nose of piers 26 and 27 were not working at the time of inspection. All ladders located at the south nose of the piers are severely corroded and partially missing from the mean high water down. Span 27 near ftoorbeam F823, the conduit has five rusted thru holes and is cracked with rust. The navigation conduit at the south truss in span 2? near lioorbeam F827 and in span 28 near floorbeam F833 has rusted through holes up to'2" Span 27, south truss inside node Lt 9, there is a rusted out conduit approximately 1' long. Also in span 2? near node L23. there is a 15? long section of wire for the navigation light which extends from an open junction box and is carried by a rusted out conduit. SPUR, BIKES 8; N. RAP: Per the 2013 Underwater inspection Report, rip rap revetment was noted along the shorelines. No rip rap was observed around the piers. 62. CULVERTS 8: - RETAINING Overall Rating: WALL: 65. APPROACH Concrete approach stab at the west approach and bituminous 6 CONDITION pavement at the east approach. Overall Rating: The approaches are in satisfactory condition. Rating APPROACH SLAB: 5 West approach: The stab has random cracks up to me? wide, hollow areas up to 3? numerous large scaled areas up to 5' 3? 1" deep and numerous repair patches. Also, the joint sealant between adiacent stabs is deterioratedfmissing at random locations. Some of the deterioration has been repaired since the last inspection. East approach stabs paved over except for there headers. Headers have random hairline cracks, light scaling, and scrapes. The previously noted spell in the header at the left shoulder has been repired since the last inspection. See ?eld ntoes sheets 18, 19 3t 50. RELIEF JOINTS: a i West approach only. The sealant between the concrete stab and the bituminous relief joint is deteriorated at random locations and the pavement has settled up to along the joints. The pavement has random cracks, areas of raveling and broken uplmissing pavement along the transverse saw-cut and seal joints. See photo 164. - .. . . ?eld .1 9 it 50- . APPROACH 6 . West approach (Leading): Continuous concrete barriers. No notable RAIL: - de?ciencies. i?ff?vilg In 1C :i'n nhnn-f-n 110D nuns-fr- 1 4.3171001}! BR118 FORM ?-Structul?e No: 03819 Inspection Date: 09/05/2013 APPROACH PAVEMENT: APPROACH Page 21 of23 East approach (Trailing): Southeast approach meta! beam rait has random areas of impact damage with bent posts. Northeast approach has no guideratt in place. See ?eld notes sheets 18, 19 50, West approach: The pavement has random iongitudinal, transverse and map cracking opened up to wide; areas of raveting, broken pavement up to 5? tong 3? wide up to 1? deep; and random sealed cracks. Also, in the left center tane at the relief joint, there is a 1? long 6" wide 1?112? deep pothole which has exposed the concrete stab below. See photos 165 166. East approach: The pavement has light to moderate traveling?and open paving seams up to 1" wide. At the abutment deck joint, there are separations up to wide between the pavement and the concrete header and the pavement is i 112? tower than the header. See photos 167 168. See ?eld notes sheets 18, 19 8; 50. No notable de?ciencies. SAFETY FEATURES BRIDGE RAILINGS: APPROACH GUARDRAILS: APPR. GUARDRAIL ENDS: Rating 0 Current: 0 Last inspection: 42? high sotid concrete. 1 Current: 1 Last inspection: 1 Current: 1 Last Inspection: 1 Current: 1 Last tnspectton: 66. LOAD POSTING SINGLE UNIT (TONS): (Toner in nonv - Posted Loading Last Current: - Inspection: - . ast inspection: Current: - 7117190111 ,ml-v? BR118 FORM Structure No: 03819 Inspection Date: 09/05/2013 4 AXLE (TONS): Last Inspection: - Current: - Page 22 of23 382 (TONS): Last ADVANCE WARNIN (YIN): Inspec?on2- Current: GN Il- Il- 67. MISCELLANEOUS Milit- VERT. Last Inspection: UNDERCLEARANCE: POSTED CLR- Last Inspection: UNDER BRIDGE: POSTED CLR- 0N Last inspection: Rating 21! 91! Current: 21? 9" See lieid note sheets 1-10. Current: BRIDGE: Current: ADVANCED N0 WARNING (YESINO): SPEED UMIT (iF Last inspection: ANY): CHARACTER OF TRAFIC: 55 Current: 55 ADDITIONAL NOTES: ADDITIONAL i?ffh'Hin in itleDll QDonnvt-oi qn?v Moderate to heavy and mixed - The bridge ID was clear and tegible at the time of inepection. - The bridge is logged from west to east with stringer 81 located at the north fascia which is consistent with the previous inspection report and bridge plans, - Bridge inspected with 30' van tift, 45' lift, 50'?75? snoopers, 125' men lift, trooper 8: crash trucks used for tens closures on l-95, local police department used for lane closures below the bridge. Localized climbing performed in truss spans and along the tops of piers 21-32 (Piers 25-28 were inspected by climbing in conjuction with rigging company CAN USA). -A personnel were present at the time of Pier 23 Frozen bearing inspection and also noti?ed to Bridge Safety about the heavy vibration of the sway bracing during the Catwalk inspection. - The Coast Guard must be noti?ed prior to the start of inspection. - Most of the previously issued items in BMM No. 11-130 dated 3-082011 ?5 I i 1.. ?Am have not been addressed. A low items are armor competeiy or pants?; See report table of contents. OH A BR1 1 8 FORM Structure No: 03319 Inspection Date: 09/05/2013 COMMENTS: I II Inspectors' Signatures: 1) 0 @0940 Wm?? .1 z. 5025;005:332 (wait 3? a? Aag?- 4} Mam uh MW %5 [am 22-93%- P.E. Signature: RE. it: Reviewed by: 579 conndot cry/K '9 oh 9 ?7 DA was pad) 1. ?aw Page 23 of 23 0'2, 17 - Date: - Date: y-u-o? Date? m-mgu??w 1p? . 00? 0810055 50003? 0 Evawmem h?n'in 0 In 1 acnv