APPENDIX A
Inspection Reports
r\lovemoer ,jU, LUUtt
_ _ _ _ _ _ _ _ _ _ _ _ Sta\e Information
BDEPT#="
047 CASEY OVERPASS
_ _ _ _ _ _ _ _ Code
_ _ _ _ _ _ _ _ _ _ _ _ Classificalion
Agency Br,No,
816367
047
B.f.N=
4EX
AASHTO=
_ _ _ _ _ _ _ _ _ _ _ _ Identification
(104) Highway System
031.2
FHWA Select list:::
(8) Structure Number
(100) Defense Highway
B163674EXDOTNBI
(101) Parallel Structure
131002030
(5) Inventory Route
04
07000
COMB WASH ST&AMTK&ORNG
(6) Features intersected
ST203 MONSGR CASEY
.5 MI E OF BUSSEY ST
(9) LocaUon
(11) l(lIomelerpoint
0001.979
(12) Base Highway Network
y
(13) LRS Inventory Route & Subroute
(26) Functional Class-
Y
(2) State Highway Department District
(3) County Code
025
(4) Place code
(7) Facility Carried
Y
Y
(112) NBIS Bridge Length
L.O. MDC
Town= Boston
Urban Arterial
14
o
N
2
2-waytraffic
(102) Dlrectfon of Traffic -
N
(103) Temporary Struclure
(105) Federal Lands Highways
o
(110) Designated NaUonal Network
N
3
On free road
(20) TolI(21) Maintain -
State Highway Agency
01
(22) Owner-
State Highway Agency
01
built after 1949 presumed to be not eligil Z
(37) Historical Significance
_ _ _ _ _ _ _ _ _ _ _ _ _ Condilion
Code
000000000000
(16) Latitude
420EG 18 MIN
04.99 SEC (58) Deck
5
(17) Longitude
71 DEG 06 MIN
49.86 SEC (59) Superstructure
(60) Substructure
5
(98) Border Bridge State Code
%
(99) Border Bridge Structure No. #
_ _ _ _ _ _ _ _ _ _ Structure Type and Material
(43) Structure Type Main:
N
(61) Channel & Channel Protection
N
(62) Culverts
_ _ _ _ _ _ Co<Ie
_ _ _ _ _ _ _ _ _ _ Load Rating and Posting
Code
Steel
Stringer/Girder
4
JoinUess bridge type:
302
Not applicable
(44) Structure Type Appr:
2
2
H 15"M 13.5
(31) Design Load -
(63) Operating Rating Method -
Allowable Stress (AS)
35,6
(64) Operating Rating
Other
Code
(45) Number of spans in main unit
(46) Number of approach Spans
(107) Deck Structure Type-
000
(65) Inventol)' Rating Method -
020
(66) Inventory Rating
0000
15.9
5
(70) Bridge Posting
for other
restrict
(41)
_
_Structure·
_ _ _ _ _ _ _Posted
___
Appraisal
_ _ _ _ _ _ _ _ _ CodeR
Code
Concrete Cast·in-Place
2
Allowable Stress (AS)
(108) Wearing Surface 1 Protective System:
A} Type of wearing surface -
Latex Concrete
8) Type of membrane -
3
Code
None
0
Code
C) Type of deck protection·
None
Code
0
_ _ _ _ _ _ _ _ _ _ _ .Age and Service _ _ _ _ _ _ _ _ _ __
(57) Structural Evaluation
2
(68) Deck Geometry
4
N
N
(69) Underclearances, vert, and hafIz,
(71) Waterway adequacy
(72) Appto3ch Roadway Alignment
(27) Year Built
1951
(106) Year Reconstructed
1991
(42) Type of Service: OnUnder-
HIghway
Code
HWY-RR
(28) Lanes: On Structure
05
(29) Average Daily Traffic
1997
(30) Year of ADT
14
Under structure
04
N_
(113)
_
_Scour
_ _CriUesl
_ _Bridges
_ _ _ _ _ Inspeclions _ _ _ _ _ _ _ _ _ _
01/30/08
(90) Inspection Date
MOA)
%
00
MOB)
00100100
Y
06
MOC)
07127/09
00509.0 M
02.9
M
RI9ht
02.9 M
(51) Bridge RoadwayWfdlh Curb to Curb
016.5 M
(52) Deck Width Out 10 Out
024.4 M
(32) Approach Roadway Width (w/shoulders)
020.7 M
(33) Bridge Median(34) Skew
Closed median (no barrier)
00
DEG
(e) Other Special Inspection
N
00
MO")
00/00100
(") Closed Bridge
N
00
MO~)
00100100
(.) UW Special Inspection
N
00
MO")
00/00100
0
08.2 M
(53) Min Vert Clear Over Bridge Rdwy
(54) Min Vert Underclear ref
H
(55) Min Lat Underclear RT ref
N
(56)
Lal
T _ _ Navigation Data
_
_ Min
__
_Underclear
_ _ _ _L_
(38) Navigation Control-
Not applicable, no watelWay
(39) Navigation Vertical Clearance
(116) Vert-lift Bridge Nav Min Vert Clear
(40) NavIgation Horizontal Clearance
N
_(0)
_Damage
_ _ _Inspection
_ _ _ _ _ _ _ Raling Loads _ _ _ MO")
_ _ _ _ _ _00100/00
_ __
04/02179
Report Date
Operating
H20
Type 3
Type 352
Type HS
0.0
0.0
0,0
0.0
Inventory
0.0
0,0
0.0
0.0
_ _ _ _ _ _ _ _ _ _ _ FleldPosling _ _ _ _ _ _ _ _ __
Status
Posting Date
POSTED
99.99 M
(47) Inventory Roule Total Horlz Clear
(111) Pier Protection
2
Code
(35) Structure Flared
(10) Inventory Route MIN Vert Clear
00/00/00
00
N
0029.0 M
Left
MO
N
000 KM
(49) Structure Length
06
(93) CFI DATE
(A) Fracture Critical Detail
(") Other Inspection
(50) Curb or sIdewalk:
(91) Frequency
(92) CrlUcal Feature InspecUon:
(B) Underwater Inspection
01
(48) Length of maximum span
6
0 0 0
032600
(109) Truck ADT
(19)
length
_
_Bypass,
_ _ _detour
___
_ _ _ _ 'Geometric Data
o
(3S) Traffic Safety Features
2 Axle
16
Actual
04/19179
5 Axle
2S
3 Axle
21
99.99 M
Recommended
02.99 M
MiSSing
Signs
N _ _ _ _ _ ,Mlsc. ....:._ _ _ _ _ _ _ _ __
_
__
___
00.0 M
01.BM
Code
N
Code
000.0 M
M
0000.0 M
Bridge Name
N
047 CASEY OVERPASS
Anti-missile fence
N
Acrow Panel
N
Jointless Bridge
Freezeffhaw
Accessibility (Needed/Used)
NIN
liftbucket
NIN
Rigging
N/N
Ladder
N 1N
Staging
N/N
80at
NIN
Traffic Control
N/N
Wader
NI N
RR Flagperson
NIN
Inspector 50
N/N
Police
Inspection
Hours:
006
MASSACHUSETTS DEPARTMENT OF TRANSPORTATION
1 2 - OIS1 1
fB1.N.l
S.-STRUCTURE NO.
BOSTON
07-F ACILITY CARRIED
26·FUNCTIONAL CLASS
COMB WASH ST&AMTK&ORNG
Urban Arterial
43-STRUCTURE TYPE
302 : Steel Stringer/Girder
f:~~v
J07-DECK TYPE
WEATHER
1 : Concrete Cast-in-Place
11
!
27-YR BUILT
047 CASEY OVERPASS
06-FEATURES INTERSECTED
~tate
DEF
"'8@Cd,'
0
SUPERSTRUCTURE
DEF
S-A
2.0eck Condition
5
Sop
2.Floorbeams
N
'. ~ •. 'in place forms
3
M-P
3.Floor System Bracing
N
-
6
M-P
4.Girders or Beams
5
M-P
N
-
..
4
M-P
•
7
M-A
I.
5
M-P
a.Railing
9.Anti Missile Fence
7
M-P
N
-
5.Trusses ~ General
a. Upper Chords
N
b. Lower Chords
N
c. Web Members
N
d. Lateral Bracing
N
e. Sway Bracings
N
f. Portals
N
g. EndPosts
N
-
-
4
Sop
4
Sop
12. Utilities
4
Sop
6.Pin & Hangers
N
13.Deck Joints
4
Sop
7.Conn Pit's, Gussets & Angles
5
110.
111.' ,_ ••,.
,System
Standards
14.
N
-
a.Cover Plates
15.
N
-
N
16.
5
N
CURB REVEAL
(In millimeters)
1
254
1
1
254
APPROACHES
1
5
M-P
b. Appr. Roadway
5
M-P
I c. Appr. Sidewalk
7
-
N
d.
-
M-P
5
M-P
9.Bearing Devices
5
M-A
10. Diaphragms
3
S-A
11. Rivets & Bolts
12. Welds
5
M-P
13. Member Alignment
5
M-P
14. PaintlCoating
4
Sop
5
DEF
a. Appr. pavement condition
15.
M-P
N
I
1Year Painted
INone (
ILOAD
) Minor (
-
I
X
p,., •• ..... /.
1nn ".'n •• DAMAGE:
)
PROJ MGR HNTB Corporation
B. O'ARTISTA, M. BEINTUM
_1°C
3
.
0000
D. J. Consentino
TEAM MEMBERS
TEMP. (air)
1.Stringers
-..
1991
TEAM LEADER J. Carney
M-P
_._L
I06-YR REBUILT YR REHAB'O (NON 106)
1951
5
surface
JAN 29,2010
Highway
IIiDi1BI
0
90-ROUTINE INSP. DATE
O:OPEN
DISI. BRIDGE INSPECTION ENGINEER
21-MAINTAINER
Varied
41-STATUS
001.979
MEMORIAL NAME/LOCAL NAME
ST203 MONSGR CASEY
B-16-367
II-Kilo. POINT
B16367 -4EX-OOT -NBI
DECK
BR. DEPT. NO.
ROUTINE & SPECIAl. MEMBER INSPECTION
CITyrroWN
IIiii11D
I
STRUCTURES INSPECTION FIELD REPORT
~
04
PAGE_1_ OF 70
,( X)Severe(
I
Please explain
) Minor ( X ) Moderate (
) Severe (
)
0
SUBSTRUCTURE
11. ""u,
IDiv,lcu,
1 a.
N
N
I b. a,idae Seats
I c.
N
N
N
6
6
6
6
N
6
H
H
N
7
m.
N
N
a.
N
3
b, CaDS
c
N
5
N
i
N
d.
N
N
N
N
' e.
f. .,-
a. Pointina
h.
N
i. Piles
I / Seou,
N
6_
M-P
M-P
M-P
M-P
M-P
-
.. ..
i k
' I
12. Piers or Bents
I d.
I e. Pointino
I f. Footinn
I a. Piles
I h.Seou,
Ii
N
N
N
H
N
7
5
5
1 a. PII. "an<
N
N
I b. Piles
I c, n'
Irl
I e.
N
N
N
N
~Bents
M_P
H
N
,S"cko
M_P
N
N
N
N
' "',
M_P
•6
N
/
3~
M_P
N.-
,/ anJeina
UNDERMINING (YIN)
N
N
N
N
-
-
If YES please explain
I
N
nl:'l:'l
OVERHEAD SIGNS
(Attached to bridge)
(YIN)
0
DEF
,fWelds
i
I a.
I b. Condition of Bolts
N
c. Condition of Signs
N
N
X=UNKNOWN
RTN(1)7-9S
§
INone (
ILOAD VIBRATION:
INone ( ) Minor ( X
Please explain
) Moderate (
) Severe (
Any Fracture Critical Member: (YIN)
Any Cracks:
(YIN)
0
N=NOT APPLICABLE
0
)
)
COLLISION DAMAGE:
None (X ) Minor (
) Moderate (
) Severe (
)
SCOUR: Please eXl2iain
None (X ) Minor (
) Moderate (
) Severe (
)
/·60 (Dive Report):
0
93B-UIW (DIVE) Insp
H=HIDDENIINACCESSIBLE
/·60 (This Report):
1
0
00/00/00
R=REMOVED
1
PAGE
B.l.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
4EX
B-16-367
B16367 -4EX-DOT -NBI
BOSTON
2
OF
70
INSPECTION DATE
JAN 29, 2010
(V/N/P)
ACCESSIBILITY
0
~~13~21Isin~le I
Not Applicable
Actual Posting
Recommended Posting
Waived Date:
I
00100100
~~~~
IEJDMT Date: I
00100100
Signs In Place
(y=Yes,N=No,
NR=NotRequired)
Legibility/
Visibility
TOTAL HOURS
PLANS
Not Applicablf ~
Actual Field Measurement
STREAM FLOW VELOCITY:
Tidal (
) High (
) Moderate (
) Low (
) None (
(V.C.R.)
Posted Clearance
X
(yIN):
(Y/N)~
TAPE#:
ITEM 61 (Dive Report):
~
93b-UIW INSP. DATE:
Rating Report (YIN)
Date:
I
ITEM 61 (This Report)
I
00100100
G
List of field tests performed:
Visual, Hands-On; D-Meler
I
(To be filled out by DBIE)
~
04/19/1979
Signs In Place
f'{=Yes,N=No,
NR=NotRequired)
Request for Rating or Rer.ting (YIN):
I
~
If YES lease ive riori :
HIGH (
) MEDIUM (
REASON:
Inspection data at time of existing rating
158: - 159: - 160: Date :01/02/1979
CONDITION
CONDITION
C
2
c
T NG GUIDE
DEFECTS
CRITICAL
"IMMINENT' FAILURE
o
FAILED
Qut of service - beyond corrective action.
DEFICIENCY REPORTING GUIDE
CATEGORIES OF DEFICIENCIES:
M= Minor Deficicncy- '~:I:.e~~osr ::~~~ ;;Ii~IO:~,~ ~~~~~e$.;;,cu~~g~I~:;~ I~~~~~~~ e~~~c1ural integrity of the bridge and could easily be mpaTrnd. Examples Include but arc not !imilml 10: Spalled concrete, Minor pol
S= Severc/M aj or Dcficicncy- ~~~:~::d~j~r:,~~n~~:~;I~S!~~I~;:~~~~~~~I~:~~;;~:~~nngn~?u~~~:~~n~~ ~~:rn~~:;:~:~~i~~::~::;: t~O~I~m~I::~;:;:;mV:I~~!~~~~;~d~:~~~;~o~i~~~~~te.
Exposed
C-S= Critical Structural Deficiency _ ~t:~~yC~~rh~ ~~I~~ural element of a bridge thai poses an exlmme unsafe cond~ion due \0 the failure or ImmInent failure a/the element which will affect the structural
e-H= Cri ti cal Hazard Defi deney - ~~~:~~~fu~e~~Pao~e~~t,f~~:~~~; ~~~s~~:!~! k~~~n~nd~:~~V~~~~~~ ~~ ~~~:~~IiC:n~~~o~~I~ ti~e/su~!a~~~~;t~~~t:1s~;~fueli:~~~~~~~~:~~;:Z ~I~~rn~~eg~ion of
bridge railing, etc.
URGENCY OF REPAIR:
I = Immediate-
[Inspector(s) Immediately contact District Bridge InspecHon Engineer (DalE) 10 reporlthe Deficiency and 10 receive further instruction from hlmlhcr].
A=ASAP~
!Actlon/Rcpairshould be Initiated by Dislrict Mainlenunce Engineer orlhe Responsible Party (if not a Stale owned bridge) upon receipt ollhe Inspection Report].
P = Prioritize-
[Shall be prioriltzcd by D~lrict Maintenance Engineer or Ihc Responsible Party (if not a Siale owned bridge) and repairs mude when funds and/or manpower is available].
RTB(2)04-07
PAGE
MASSACHUSETTS DEPARTMENT OF TRANSPORTATION
12-DIS11~ STRUCTURES INSPECTION FIELD REPORT
04
~
3
BR. DEPT. NO.
ROUTINE & SPECIAL MEMBER INSPECTION
CITvrroWN
S.-STRUCTURE NO.
BOSTON
B16367 -4EX-DOT -NBI
07-FACILIrY CARRIED
B-16-367
II-Kilo. POINT
90-ROUTfNE INSP. DATE
001.979
Jan 29, 2010
93*-SPEC. MEMB. INSP. DA
Jan 29, 2010
MEMORIAL NAl\I1EILOCAL NAME
ST203 MONSGR CASEY
*YR REHAB'O (NON 106)
047 CASEY OVERPASS
06-FEATURES INTERSECTED
26-FUNCTIONAL CLASS
COMB WASH ST&AMTK&ORNG
Urban Arterial
1951
1991
0000
D. J. Consentino
DIST. BRIDGE INSPECTION ENGINEER
TEAM LEADER J. Carney
43-STRUCTURE TYPE
OF 70
PROJ MGR
HNTB Corporation
302 : Steel Stringer/Girder
I07-DECK TYPE
TEAM MEMBERS
1 : Concrete Cast-in-Place
B. D'ARTISTA, M. BEINTUM
WEIGHT POSTING
At brid e
Signs In Place
(y=Yes,N=No,
Actual Posting
Waived Date:
NR=NotRequired)
Legibilityl
Visibility
iru;m;;-;n;;=r;
Advance
8Si@Si
RATING
Rating Report (YIN)
158: _
~
Request for Rating or Rerating (YIN):
Date:
1L-_O_4_'_19_'_19_7_9_-,
Inspection data at time of existing rating
159: _ 160: _
162: _
Date :01/02/1979
MEMBER
CRACK
(YIN):
N
N
N
REASON:
0
PLANS
(V.C.R.)
TAPE#:
If YES please give priority:
IHIGH (
) MEDIUM (
I
LOCATION OF CORROSION, SECTION LOSS ("ho), CRACKS,
COLLISION DAMAGE, STRESS CONCENTRATION, ETC.
See remarks in comments
section.
See remarks in comments
section.
See remarks in comments
section.
INV. RATING OF
MEMBER
Deficiencies
3
3
Not Rated
S-A
3
3
Not Rated
S-A
6
3
Not Rated
C-S-I
I-58
List offield tests performed:
Visual, Hands-On; D-Meter
) LOW (
(Overall Previous Condition)
(Overall Current Condition)
I-59
1-60
1-62
QJ~~D
0000
CA TEGORIES OF DEFICIENCIES:
1\:1= Minor Deficiency- '~:I~~~e~~~~~:Si~r:: ::;~t~~:~ ~f~~~~g,~~r;:;.lItl~~;:j ~~i~~9~.ee~~~ctura! integrity of the bridge and could easily be repaired. Examples include but are notlimiled to: Spalled concrete. Minor pot
S= Severe/Maj or Defi cien cy- ~:~:=:dw~~~~.r~:~~:::I~S!~~U~;:~~,~~~~i~:~tl~~~~~an~n~~u~~~~~~~n~~ ~:~~7:~:~~:~~le~:~~I~~ t~O!t~~t:lt~e~~~t~~!~s~~~~ed::~~~~o~i~~~rc~te, Exposed
C-S= Critical Structural Deficiency _ ~1~~~~e~ITh~ :~I~~tum! element of a bridge that poses an extreme unsafe condition due 1(1 the I~ilure or imminenl failure of the element which will affect the structural
C-H= Critical Hazard Deficiency-
A deficiency In a component or element of a bridOfl that poses an extreme hazaro or unsafe condnion to the publiC, but does nol impair the structural integrity olthe bridge.
Examples include but are not limited to: Loose concrete hanging down over Imffic or pedestrians, A hole in a sidewalk Ihat may cause Injuries to pl!deslrians, Mtssing section of
bridge raUing, etc.
URGENCY OF REPAIR:
I = Immediate-A = ASAPP = Prioritize--
Iinspector(s) Immediately contact Dtstrict Bridgo Inspection Engineer (DBIE) to report Ihe Deficiency and to receive further instruction from himJher].
[ActionlRepair should be
X=UNKNOWN
F.C.(1)7-96
In~iated
by District Maintenance Engineer or the Responsible Party (if not a Slate owned bridge) upon receipt olthe Inspection Report].
IShall be prioritized by District Maintenance Engineer or the Responsible Party (if not a Slate owned bridge) and repairs made when fundS and/or manpower is available].
N=NOT APPLICABLE
H=HIDDEN/INACCESSIBLE
R=REMOVED
PAGE
CITyrrOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-OOT -NBI
4
OF
70
INSPECTION DATE
JAN 29, 2010
REMARKS
aRID~<1E~OJ~LEf>lIATIQI:lI
This bridge carries State Route 203 in an east/west direction over several city streets, a parking lot for the
West Roxbury Municipal Court and the MBTA in the City of Boston. This bridge is a twenty span structure
and each span consists of fourteen rolled steel beams, two built-up steel fascia girders, two rolled steel
sidewalk stringers and two rolled steel median stringers (see sketches 1 and 2). The spans are numbered
east to west and the beams are numbered south to north. The fascia girders, sidewalk stringers and
median stringers are designated as south or north. The piers are lettered A to U from east to west (omitting
letters I and 0) and the abutments are labeled east and west. The piers consist of two solid stem piers,
twelve concrete hammerhead piers and five two column concrete bents. Span 3 spans over a turnaround
roadway for the Arborway. Spans 4 through 9 are over the courthouse parking lot. Spans 10 and 11 span
over Washington Street and an associated turn for the Arborway. Spans 12 through span 17 are over the
MBTA Forest Hills subway station property. Span 18 spans over South Street. The bridge labeling system
follows the convention set in the previous inspection reports.
{iENEBAI.J~I;MABKS
At the time of this inspection, a contractor (SPS New England, Inc.) was performing repairs to this structure
which included the installation of fabric wrapping around whole U/S deck including the fascia girders and
parapets above roadways that pass under the bridge and some repairs to the concrete wearing surface.
The area beneath span 1 is being used as a dwelling for homeless people; refer to Item 60.1.d. The spans
located above the courthouse parking lot should be inspected on weekends or at night as the lot fills to
capacity when the court is in session (coordinate with Chief Court Officer, Jack Cahill). The spans located
above Forest Hill Station and the approaching busway lanes were inspected at night using a UB-60
snooper. The MBTA required a bus inspector to be on site until termination of MBTA service at about 1:15
am.
ItjlI!L5Jl.j-,,-W~e~a.J:i ng~s~llrfac~e
The concrete filled steel grating is overlain with a latex modified concrete (LMC) wearing surface. There are
numerous locations of hairline to 1/8" transverse cracks (up to 3/16" wide in a few locations) in the wearing
surface. These cracks are typically about 4' to 6' on center and become more closely spaced at the ends of
the spans adjacent to the deck joints (see photo 1). Span 9, eastbound roadway, was noted to have the
highest concentration of transverse cracks extending over the majority of the span. The grid deck is
noticeably bowed upward approximately 1 1/2" to 2" adjacent to the deck joints which creates an uneven
riding surface (see photo 2); this condition was most prevalent on the eastbound roadway. See Item 58.13
for additional comments.
Extensive concrete repairs have been performed to the wearing surface, many of which extend the full width
and length of the spans. Some of these concrete repairs contain hairline to 1/16" wide transverse and
longitudinal cracks and some minor deterioration along the edges. There are scattered longitudinal cracks,
up to 1/8" wide, and also some widely scattered 6" diameter by 1/2" deep minor spalls in the wearing
surface.
Below the deck, there is a visible longitudinal gap of 1" to 4" between the outer edge of the grid deck and
the cast-in-place concrete of the center median. A 2" wide strip of the concrete wearing surface above this
gap, adjacent to the median curb, is typically heaved and in the process of breaking up or has spalled (see
photo 3). In many locations this 2" wide portion has become punky and is filled with sand allowing for water
infiltration to the superstructure below (see photo 4). The localized wearing surface deterioration was
noted to be prevalent along the median curb of the eastbound roadway and occurring in scattered locations
along the median curb of the westbound roadway.
REM.(2)7-96
PAGE
CITyrrOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-DOT -NBI
5
OF
70
INSPECTION DATE
JAN 29, 2010
REMARKS
The following is a summary of additional specific locations of deterioration:
Span 2, E.B. Roadway: There is an 8" long by 2'-2" wide by 1 1/2" deep spall, left lane, at the 1/3 point from
east.
Span 5, E.B. Roadway: There is a 2'-9" long by 3'-3" wide by 2" deep spall at a location of a partial spall
repair.
Span 7, E.B. Roadway: There is a 3/16" wide by 11'-0" long longitudinal crack in the left lane at the 1/4 point
from east.
Span 7, E.B. Roadway: There is a 4'-0" long by 6'-0" wide by 1" high heave of the concrete repair adjacent
to the median near midspan.
Span 11, E.B. Roadway: There is a local 2'-0" long by 3 1/2" wide by 1 1/2" deep spall, left lane, adjacent to
the median curb near the east end of the span.
Span 12, E.B. Roadway: There is a 15'-0" long by 5'-6" wide by 1 1/2" high heave of the concrete repair
adjacent to the median at pier L. Additionally, there is a 3'-0" long by 14" wide bituminous concrete patch
adjacent to this concrete repair.
Span 12, W.B. Roadway: There are two 18" diameter by 3" deep spalls with exposed reinforcing welded
wire fabnc and mounded frozen debris in the right lane adjacent to the curb; one spall is located at pier M
and the other approximately 12' east of pier M (see photo 5).
Span 13, W.B. Roadway: There is local concrete breakup in the left lane, 2'-6" wide by 2'-6" long, along the
median curb at pier N. Epoxy coated wire mesh is exposed and protruding into the roadway.
Span 15, W.B. Roadway: There is a local 18" long by 12" wide by 1" deep spall in the right lane at midspan.
Span 20, E.B. Roadway: There is a 6'-8" long by up to 6 1/2" wide by full depth spall with exposed epoxy
coated welded wire fabric, in the left lane adjacent to the median curb (see photo 6).
U~_m 5Jic2-,,--lLe_cJL~Qtu:!.i.!:1cm.
Underside of Deck: The deck is comprised of concrete filled steel grating. The condition of the stay in place
forms vary from minor surface rusting at interior regions (away from deck joints and curb lines) (see photo
7) to complete loss of the stay-in-place forms in many locations; particularly near the deck joints and curb
lines. In locations where the stay-in-place forms have rusted away, there is typically some visible salt
efflorescence on the bottom surface of the exposed concrete and rust delamination on the bottom surface
of the exposed steel grating with some minor section loss (approximately 1/32" loss) (see photo 8).
There is typically impacted rust between the top flange of the beams and the underside of the deck which
appears to be causing the deck to be bowed upward above the beams in many locations. The worst case is
at the westerly end of span 12, eastbound roadway, where the deck is bowed up to 1 3/4" above beams 2
through 5 (see photo 9) from pier M to the 1st interior diaphragm. The maximum upward bow at these
beams occurs about 5 feet off pier M. Approximately 1/8" of live load deflection was observed to the deck
above beam 5. The remaining intenor beams at the west end of the eastbound roadway exhibit similar but
less severe gaps. Similar but less severe gaps occur in scattered areas throughout the underside of deck,
most of which appear to be approximately 1/2" or less with pack rust filling the gap between the underside
of deck and the beam flange.
The concrete along the top exterior flange of the fascia girders typically exhibits scattered loose thin
concrete fragments and areas of spalling where concrete fragments have fallen out of place or have been
removed (see photo 10). Visible gaps, 1/4" to 9/16", are evident between the top flange of the south
exterior girder and the underside of the concrete deck along the south fascia where corner spa lis exists
(see photo 11).
REM.(2)7-96
PAGE
CITYITOWN
B.I.N.
BR DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-OOT -NBI
6
OF
70
INSPECTION DATE
JAN 29,2010
REMARKS
In span 9, three locations of local delamination were noted along the north fascia of the deck slab at the
lower corner (see photo 12). These delaminations occur above the outer edge of the courthouse parking
lot. The deck overhangs and concrete parapets have recently been wrapped with fabric netting where they
pass over roadways, entranceways to the courthouse parking lot and over the MBTA busways.
lt~m_5_8~3_____SJ_ay in pl<l~e forms.
The stay-in-place forms for the concrete filled grating have large areas of 100% section loss exposing the
underside of deck (see photo 8). See Item 58.2 for additional comments.
lt~m_5_8.4 - C_UJ:l:ts
The granite curbs are generally in good condition. There are local sections of concrete curb, typically 2'
long, at the deck joints. N. several locations the concrete sections of curb are spalling, particularly at piers
Q, Rand S. The heaviest spalling occurs at the pier R deck joint in span 16, which has a 2' long by full
height by 5" deep spall in the concrete median curb.
Just off the bridge, a 10' long section of granite median curb is protruding 1" into the left westbound lane of
the west approach (see photo 13).
!Jem_5_8~.s - r~'Le_d ian
There are hairline to 1/32" wide vertical shrinkage cracks throughout the length of the concrete median.
The concrete median on the approach roadways leading up to the bridge have areas of spalling at the east
and west abutments. There is a 9' long by 18" wide by 2" deep spall in the east approach concrete median
at the east abutment (see photo 14). There is a 4'-0"long by 1'-6" wide by 1" deep spall in the west
approach concrete median at west abutment. See Items 58.4 and 58.13 for additional comments .
.IJeJJL5Jl.9_____S1djl_waJl5s
The concrete sidewalks are generally in good condition (see photo 18). N. the time of this inspection there
were 17' long by full width sections of the south and north sidewalks in span 14 that were covered with ice
due to ponding as a result of plugged sidewalk scuppers (see photo 15). There is moderate concrete
debris accumulation on the south sidewalk in span 16. The deck joints in the sidewalks have heaved
upward in several locations. See Item 58.13 for additional comments.
lt~m_5_8~_~e.arap_e_ts
Fabric wrapping has been installed around the parapets and fascia girders above Washington Street, South
Street, the MBTA busway, the courthouse parking lot south entrance and the turnaround for the Arborway
(see photo 16).
There is a horizontal misalignment of 1 1/2" at the south parapet at the expansion joint between spans 19
and 20 at pier U (see photo 17).
U~m_5JUL-_Bai1lng
The pedestrian railing has peeling and chipping paint exposing the underlying galvanized coating. There
are a few locations of missing fasteners at the locations where the horizontal pipe rails connect to the pipe
sleeves at the rail posts. Some tree growth is encroaching through the pickets of the north pedestrian
railing in spans 5 and 6 (see photo 18).
See Item 36a for comments on the traffic railing.
REM.(2)7-96
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-DOT-NBI
7
OF
70
INSPECTION DATE
JAN 29,2010
REMARKS
It.e-')1_5~8. to-,,--Draina~.e_sy_s.t.e~m
The roadway scuppers are typically nearly completely plugged (80% to 95% plugged) at the scupper grates
however the discharge pipes below generally appear to be unobstructed and functioning properly. There
are fully plugged roadway scuppers in the westbound and eastbound lanes of span 2 at pier A (see photo
19), in the westbound and eastbound lanes of span 4 at pier C, in the eastbound lane of span 16 at pier R
and in the eastbound lane of span 19 at pier U.
The sidewalk scupper gratings are partially full of leaves. There are plugged sidewalk scu ppers with minor
vegetation growth in several locations along both sidewalks. Water is ponding on the surface of both
sidewalks in span 14 due to plugged scuppers (see photo 15).
The drainpipes are heavily rusted, and leaking at some locations (see photo 20). Scattered drainpipe
hangers are not properly adjusted leaving gaps between the bottom of the support saddle and the pipe and
are not providing active support to the pipes. There are also a number of drainpipe hangers which have
become disconnected from the structural supports and are ineffective and are hanging down from the pipes
(see photo 21).
Jj.e_m_5_a.J.:I-,,--Ljgb.tln~_SJ.an_d_ards
Highway lighting standards on concrete poles are in place along the center median. A few of the lighting
standard poles exhibit 1/32" to 3/16" wide vertical cracking with surrounding delamination and local spalling
along the lower 3' of the pole (see photo 22). The hand hole covers on the lighting standard poles are
typically loose and missing a fastener. The bolts are typically missing from the galvanized steel electrical
pull box covers for the lighting standards. The original pull box covers had been replaced with temporary
plywood covers in spans 1 through 5 and these covers have become heavily weathered (see photo 22).
A few of the anchor bolt nuts are not fully tightened leaving slight gaps between the anchor bolt nut and
washers. There is an 1/8" gap between the southwest anchor bolt nut and the washer for the lighting
standard in span 8. The northeast anchor bolt is missing for the lighting standard in span 10 (see photo
23). The lighting standards in spans 12 and 15 have been removed.
There is under-bridge lighting in the spans above the courthouse parking lot and the turnaround for the
Arborway. Most of the covers for the under-bridge lighting are missing. The under-bridge lighting attached
to beam 8 at pier F in span 7 has a tie wire connection replacing a broken connection clip (see photo 24).
This light is loose and District Maintenance has been notified.
tt.e.m_S.8~.t2-,,-UJltLtle~s
There is a 1" diameter electrical conduit connected to the bottom flange of beam 8 which serves the underbridge lighting in the spans above the courthouse parking lot and the turnaround roadway for the Arborway.
There are two consecutive broken connection clips causing an 8" sag to the electrical conduit at the east
half of span 5 and ten consecutive broken connection clips causing a 12" sag to the electrical conduit at the
east half of span 9 (see photo 25). There are two broken connection clips for the electrical conduit at the
under-bridge lighting at pier E in span 6. The electrical conduit at pier G is disconnected. There are
scattered areas of heavy rust to the electrical conduit.
The electrical conduit junction box on the east face of pier C in span 3 is open with exposed wires (see
photo 26).
REM.(2)7.95
PAGE
CITY/TOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-OOT -NBI
8
OF
70
INSPECTION DATE
JAN 29, 2010
REMARKS
Ltftm_5_8.13-,"-Qe_cJLJ_oiO.tS
The deck joints are in poor condition overall. The majority of the deck joints are leaking allowing infiltrating
water to pond on many of the pier caps in the center region between the raised pedestal walls and allowing
corrosion of the steel superstructure elements below. There is moderate sand and debris accumulation in
the deck joints. The joint seals are becoming dislodged from joint angles in several locations and local
sections of missing joint seals were noted in a couple locations (see photos 27 & 28). Additionally, the joint
seals extend vertically up the face of the curbs at the median and the sidewalks. These vertical sections of
joint seal have become dislodged and torn by plows in numerous locations throughout the length of the
structure and project upwards at the curb lines at numerous locations (see photo 28). The eastbound deck
joint angle at pier L has cracked through in the left lane and the section of angle to the south of the crack
has separated from the concrete and rotated inward (see photo 29).
The eastbound deck joint at pier U is overly compressed with only a 5/8" opening remaining between the
joint angles. The east joint angle of the west abutment deck joint, eastbound roadway, has rotated inward
at the south end leaving a 1/4" gap between the joint angle and the concrete wearing surface.
In many locations, particularly along the eastbound roadway, the deck joints are set 11/2" to 2" lower than
the adjacent wearing surface of the grid deck, creating a bump as traffic passes over the joints. This
condition was most noticeable at piers M, Q and U of the eastbound roadway (see photo 2).
The joints in the sidewalks consist of 2" compression seals with elastomeric concrete headers. The
elastomeric concrete joint headers are delaminating and are heaving upward in several locations,
particularly at the west half of the north sidewalk. The joint headers and joint seals project up to 2 1/4"
higher than the adjacent sidewalk surface where the headers have heaved (see photo 30).
ARPLO_a_~b.!ts_a-,,-ARR.r:._R.aVeme_I1Lc_ondltloo
There are 3/16" wide longitudinal cracks with some surrounding break-up of the east approach bituminous
concrete pavement. There are 1/4" wide longitudinal and transverse cracks with surrounding break-up,
rutting and settlement of the eastbound west approach pavement.
ARRroa_c_he_s-'>-"...ARRr.
Roadway~S_eJ.tJ.!tment
There is 2" deep settlement in the west approach for the eastbound roadway along the west abutment deck
joint. See "Approaches a" for additional comments.
ARPLoa_clHtS_c-"...ARPL._SJde'KalIL5e_tlLerneo.t
The previously reported puddling at the northeast, southeast and southwest sidewalk approaches was not
observed during the current inspection and appears to have been rectified. No significant settlement of the
approach sidewalks was observed.
Ltftrn~5_a.·L:_SJting~m;
Median Stringers: There is extensive water infiltration from the median curb line above the median stringers.
This water infiltration is causing severe rusting and section loss to the north median stringer. There is up to
3/16" web loss to the north median stringer ends and up to 5/16" flange loss to the north median stringer at
midspan (see photo 31 and sketch 4). The south face of the north median stringer is encased in concrete.
The south median stringer has been replaced in all spans throughout the length of the bridge (see photo
32). The south median stringers are in good condition however gaps were noted between the top flange of
the replacement stringers and the original concrete surface due to apparent lack of complete grouting. The
REM.(2)7-96
PAGE
CITyrrOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-DOT -NBI
9
OF
70
INSPECTION DATE
JAN 29, 2010
REMARKS
It~J),L5_9. L::JitrJIJ-9I~I.S~(.c_onl'dL
shielding in span 18 under the median stringers noted in the previous inspection report has been removed.
See Item 59.14 for additional comments.
Sidewalk Stringers: There is extensive water infiltration from the sidewalk curb line above the sidewalk
stringers. This water infiltration is causing severe deterioration and rusting to the sidewalk stringers. See
sketches 3 & 4 and photo 33 for the most severe sidewalk stringer conditions and locations. See Items
59.13 and 59.14 for additional comments.
IJ~JIL5_9A_::_mId_e.r.s_QLB_e.am.li
Beams: The beams under the median (beams 7 and 8) and under the sidewalk curb lines (beams 2 and 13)
are heavily rusted at the ends with deterioration of the web varying from minor to moderate due to water
infiltration from the curb lines (see photos 34 & 35). Beams 2,7, 8 and 13 typically exhibit approximately
1/8" average section loss to the web at the bearings. The beams under the median (beams 7 and 8)
typically have rust de-lamination with minor to moderate section loss to the top surface of the flanges and
lower web, on the side of the beam facing the median joint, throughout the midspan region (see photo 36).
Beams 7 & 8 typically exhibit approximately 1/8" loss to the top flange and 1/4" loss to the bottom flange on
the joint side of the flanges. The opposite side of these beams, away from the median joint, typically
exhibits no appreciable section loss. Beams 2 and 13 also exhibit areas of flaky rust and minor section loss
to the flanges in the midspan region (see photo 37 & 38). These beams typically exhibit approximately 1/8"
loss to the top surface of the top flange and 1/16" section loss to the top surface of the bottom flange. See
sketches 5, 6 and 7 for field measurements of beams exhibiting the most severe section loss. See Item
59.14 for additional comments.
Fascia Girders: There is moderate rusting to the fascia girders, particularly along the bottom flange. There
are numerous local bends and dings in the bottom flanges of the fascia girders. Most of these result in 3/8"
downward bends over a length of about 6" (see photo 39); the worst case was noted to the north girder in
span 5 where the flange is bent 3" downward over a 30" length on the exterior face at the 1/3 point from
east. The local bends in cover plates are most prominent in the spans over the court house parking lot and
in span 19. The top surface of the bottom flange cover plate typically exhibits areas of rust de-lamination
with approximately 1/16" section loss where it is exposed, from the edge of the flange angle to the exterior
edge of the cover plate (see photo 40). The bottom flange cover plates are connected to the flange angles
with intermittent fillet welds. Some localized pitting (4" long by 3/4" wide by 1/8" deep) often occurs on the
top surface of the cover plate, in the region between fillet welds along the interior side of the bottom flange.
The north and south fascia girders have numerous bends, dents and gouges in the bottom flange from
vehicle impact damage in span 3, over the turnaround roadway. Both fascia girders have been recently
wrapped with fabric wrapping over the turnaround roadway which prevents hands-on access in this region.
The impact damage has been noted in previous inspections and there was no sign of recent impact
damage. The turnaround roadway is posted for 9'-10" vertical clearance; a minimum vertical clearance of 9'11" was measured beneath the north girder at the east curb line.
ltem_5.9 J - C_QlJn.£Jj~s_,_Qu.s_s.eJ~L&"'AngJ~J:;
There is heavy rusting to the connection angles below the leaking deck joints and the curb lines for the
median and the sidewalks.
J
ltem_5.9...!I-=-C_O_'l.e.I:J~J.ate.li
There are areas of moderate to heavy rusting to the cover plates on beams below the curb lines for the
median (beams 7 and 8) and the sidewalks (beams 2 and 13). There are numerous locations of 3/8" deep
by 6" long local bends in the cover plates for the fascia girders. See Items 59.4 and 59.12 for additional
comments.
REM.(2)7·95
PAGE
CITYITOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-DOT -NBI
10
OF
70
INSPECTION DATE
JAN 29, 2010
REMARKS
It~!lL5_9~_9--"Jle_ariJlg_D_evi!:jts
Numerous rocker bearings exhibit impacted rust between the curved surface of the rocker and the masonry
plate (see photo 41). The impacted rust appears to be jacking the bearings upward with noted gaps of 3/8"
to 1/2" occurring very commonly with a maximum gap of 3/4" between the rocker and the masonry plate and
exposing the pintels (see photo 42).
The rocker bearings are not centered beneath the rolled beams in several locations with up to 1 1/2" of
lateral misalignment noted (see photo 43). At some locations where lateral misalignment of the bearings
occurs, the 1/4" thick keeper plates in place along the sides of the upper sole plate (to trap top surface of
rocker) were noted to have cracked welds or had fallen off and were missing (see photo 44).
At several locations the rocker bearings were noted to be overly extended to the west, particularly at piers
C, E, Land N (see photo 44). Based upon temperatures in the low 30's (fahrenheit) at time of inspection
the rocker bearings would be expected to be retracted in the opposite direction at these piers.
There is heavy rusting to the bearings and some section loss to the anchor bolts below the leaking deck
joints, particularly beneath the curb lines. One of the anchor bolt nuts for the beam 8 bearing in span 20, at
pier U, is backed off and the north anchor bolt for the beam 5 bearing at the east abutment is missing a nut.
See Item 59.14 for additional comments.
The bearings for beams 8 through 10 at pier Q in span 15 have serious undermining due to spalling of the
supporting concrete pedestals. See Item 60.2.a for additional comments.
IteJIUi9~.:LO--,,-Djapbn~gm~
The interior diaphragms exhibit surface rusting but are in satisfactory condition overall. The end
diaphragms are not encased in concrete and are in poor to serious condition with heavy rusting and section
loss due to leaking deck jOints. There are numerous locations of severe deterioration to the end
diaphragms including large rust holes in the webs which reduce the effectiveness of the diaphragms (see
photos 45 & 46).
The diaphragms are cantilevered off of beams 7 and 8 to support the median stringers. The majority of the
cantilevered diaphragms which support the north median stringers are in poor to serious condition due to
water infiltration from the median curb line. There is advanced deterioration at these diaphragms including
rust holes in the webs and major section loss to the flanges; the rust holes in the web typically occur in the
lower web near the ends of the cantilevers and occasionally in the upper web along the stringer connection
angle (see photo 47). The flanges of the cantilevered diaphragms are typically reduced to a thickness of
approximately 1/8" with knife edge flanges and some scattered rust holes noted. The worst case was noted
at the 3rd diaphragm bracket from east, in span 12, where the bottom flange is completely missing and the
diaphragm is completely ineffective due to rust holes in the web surrounding the sidewalk stringer
connection angle (see photo 48). The cantilevered diaphragms which support the south median stringers
have been replaced throughout the length of the bridge and are in good condition (see photo 32).
It~IJUi!!'j_:L=-Riy_eJs_a,-B_oJts
There is heavy rusting and up to 50% section loss to the rivets at connection angles and plates below the
leaking deck joints and in areas of similar leakage beneath the curb lines at the median and sidewalks.
lt~m_5_!!...:1.2-,,-v.v_eld_s
The bottom cover plates for the rolled beams and fascia girders are connected with intermittent welds; there
are areas of moderate rusting to the welds near the curb lines. The end diaphragm channels are connected
to the connection angles with partial length welds. In span 19, at pier U, there are broken welds at the end
diaphragm connections to beams 7, 13 and 14, apparently due to pack rust (see photo 49).
REM.{2)7-96
PAGE
CITyrrOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-OOT-NBI
11
OF
70
INSPECTION DATE
JAN 29, 2010
REMARKS
lt~t!LS.9.,.t3-,,-M_em_b_en'),Ug.!1IJJJtlJJ
There is a 1 1/2" lateral misalignment between the ends of spans 19 and 20 along the south parapet at pier
U (see photo 17). The granite curbs at the sidewalk at this location are offset a similar amount.
It.!!J1L5.9...:I.4-''...E'.aloJIJ::_Qa.tlag
The paint system is generally in fair condition throughout the interior portions of the spans but is in poor
condition in areas beneath the deck joints and near the curb lines. The beam ends and bearings at the
median (beams 7 and 8) and the sidewalks (beams 2 and 13) exhibit severe paint loss. The sidewalk
strtngers and the north median stringer also exhibit severe paint deterioration with minimal paint remaining
in many of these areas. There is moderate paint loss to the fascia girders.
S_up_eLS.tnlcJJKe_G..oJ.UsLQ!l.lLoJ.!!A
The north and south fascia girders have moderate collision damage to the bottom flange between piers B
and C across from the court house at the Arborway turnaround.
It.!!m_6_0.1 - AbJJtme.llts
It.!!m 60.1.b - Brid.Q~LS...!!ats
There is typically up to 5" deep debris accumulation on the west abutment bridge seat. There is a vertical
jog at the ends of the seats due to the increased depth of the fascia girders. There is up to 16" of pigeon
debris accumulating between the north fascia girder and the jog in the west abutment seat which completely
covers the bearing and lower portion of the girder web at this location. There is an 11" diameter by 3" deep
spall on the west abutment bridge seat adjacent to the south side of the beam 6 beartng. See item 60.1.d
for additional information.
U.!!.m_6Jl....~.c--=-a.aJ~kllol.aJJA
There are a few 1/16" wide vertical cracks in both backwalls. The vertical cracks in the backwalls typically
align with vertical cracks in the breastwalls. There is a 3' long by 18" high by 3" deep spall in the north end
of the east abutment backwall. There is a 5" wide by full height by 1 1/2" deep spall with some exposed
reinforcing steel in the west abutment backwall between the south girder and beam 1.
It~m3Jl.1.d-"'-BrEta.sJl"!Lalls
There are a few 1/16" wide vertical cracks with rust staining in both breastwalls, typically at weephole
locations. Between beams 9 and 10, at the west abutment, there is a full height vertical crack which is 1/16"
wide at the base and increases to 1/8" wide at the bridge seat. There is 3/8" of lateral differential movement
at the top of this crack with the seat to the south side of the crack showing outward movement relative to
the north side (see photo 50).
There is extensive debris accumulation adjacent to the east abutment breastwall due to use of space
beneath span 1 by homeless people (see photo 51).
JJ~m_6.o~j...!!___1Illi.ogw.aIJ5
The wingwalls are faced with brick for the majority of the wall height with the brick supported on granite
headers atop a concrete base at ground level. Two sections of granite headers (23" and 3'-4" long
sections) are missing at the base of the northwest wingwall, located approximately 100 feet from the
breastwall corner (see photo 52). The concrete base for the wingwalls has numerous hairline horizontal
and vertical cracks with efflorescence and minor to moderate spalls. There is a 9' long by 5" to 2'-6" high by
3" deep spall with exposed reinforcing steel in the concrete base of the east end of the southwest wingwall.
There is also a 7' long by 5" high by 1 1/2" deep spall in the concrete base of the southwest wingwall
REM,(2)M6
PAGE
CITyrrOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-DOT -NBI
12
OF
70
INSPECTION DATE
JAN 29, 2010
REMARKS
IijlJ)1_6~0~jJjl___Wingl!\LallJL(.c~ont'dL
located approximately 50' from the breastwall corner. There is a 3' long by 2' high by 3" deep spall near the
concrete base of the northwest wingwall where it meets the west abutment breastwall (see photo 53).
There is a 1/4" wide separation between the brick facing of the northwest wingwall and concrete of the west
abutment breastwall at the interface of the wingwall and breastwall, where the brick appears to have heaved
slightly outward. There is also a 1/8" wide by 12' long horizontal crack in the mortar joint of the upper brick
course of the northwest wing wall , just beneath the granite cap stone, at the east end where it meets the
bridge rail. The mortar between the granite headers and the concrete base is typically deteriorated and
spalled.
Iijlmj;_OJ1.g~ojntlng
The mortar joints for the brick facing are generally in satisfactory condition with evidence of repointing
throughout. There are scattered areas of minor mortar deterioration in the brick fascia of the wing walls,
particularly in the upper courses beneath the granite cap stones.
li~m_6_0~2---PieJ:JLQL~nJs
.IJEl.!!L6_0J.2.._a~e_cLe_sjals
There are raised, variable height, concrete pedestal walls atop the main section of the pier caps which
support the bearings for the rolled beams. These pedestal walls appear to be non-reinforced, and in many
cases there is little or no edge distance between the masonry plate and the face of the pedestal walls.
Water and debris is collected between the pedestal walls at several piers due to the leaking deck joints.
The retained water was most severe at piers E, J and N with a maximum water depth of up to 4" noted at
pier E (see photo 54).
At numerous locations, wide longitudinal cracks/splits (typically 1/4" to 3/8" wide) were observed along the
top surface in these pedestal walls. These cracks extend beneath the bearing devices (and often extend
behind the anchor bolts near the rear of the masonry plates) and jeopardize the bearing capacity of the
beams where this occurs. The raised concrete pedestals for piers K, Q and S are in serious condition due
to the formation of the above mentioned longitudinal cracks/splits in the pedestal walls. See sketches 1 &
2 for locations of piers where these conditions exist and sketches 8 through 10 for plan view of the
pedestals indicating the widths and locations of these cracks.
During this inspection a critical deficiency was discovered at the bearing for beam 8, in span 15, at pier Q.
At this location the concrete pedestal exhibited a wide split extending behind the bearing anchor bolts with
the concrete at the front face of the pedestal heaving outward resulting in serious undermining and minimal
effective bearing remaining (see photos 55 & 56). The large section of delaminated pedestal concrete was
situated close to the edge of the pier cap and in danger of potentially falling onto the brick plaza for the
Forest Hills Station where there is heavy pedestrian activity due to the adjacent bus stops. 3/8" wide
cracks/splits were also observed along the top surface of the pedestal extending the entire length from
beam 8 to beam 13 (see sketch 9 and photos 57 through 59). The concrete at the front face of the
pedestals for adjacent beams 9 and 10 exhibited a distinct hollow tone when tapped indicating that this
concrete was likely not load bearing. At beams 11 through 13 the face of the concrete directly beneath the
bearings was not hollow sounding, however the region between the masonry plates was hollow sounding
when tapped. MassDOT was immediately notified of the serious undermining of concrete beneath beams 8
to 10 and the left lane for the westbound roadway was closed to traffic and the loose section of concrete
pedestal was removed at beam 8. Additionally, timber blocking was installed beneath the ends of the
beams, adjacent to all pedestals exhibiting the wide cracks/splits. This timber blocking is intended to
remain until the necessary concrete repairs are performed.
REM.(2)1-96
PAGE
CITyrrOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-DOT-NBI
13
OF
70
INSPECTION DATE
JAN 29, 2010
REMARKS
Lt.e~6Jl._2--,,-E'ijlJ~LQLE!.el1tl>
!tjlm 6_0.2.~a - Pedes_tals_(C_QIJ.t'-dl
Similar but less severe cracks were noted on the top surface and front face of pedestals at beams 2 through
7, in span 16, at pier Q. The cracks were typically 3/16" wide and broke out on the front face of the
pedestals approximately 18" each side of the centerline of bearing (see sketch 9 and photos 60 & 61).
The face of the concrete pedestal typically emitted a hollow tone when tapped within the limits of the cracks.
Major longitudinal cracks/splits also exist along the pedestals for support of the span 18 beams extending
nearly the entire length of the pedestal at pier S, from beam 2 through 13. The cracks are typically 1/4" to
3/8" wide on the top surface and most often extend to the anchor bolts at the center of the masonry plate, or
just behind the anchor bolts, but were noted to extend to the back edge of the masonry plates for beams 4
and 11 (see sketch 8 and photos 62 through 66). In between the bearing locations the crack migrates to
within about 2" to 3" of the face of the pedestal but does break out on the front face. In general the face of
the concrete pedestals between the bearings emitted a hollow tone when tapped but the section directly
below the bearings emitted a relatively solid tone (apparently due to the thickness of the delaminations and
the load from the bearings). Several local spa lis occur along the upper portion of the pedestal wall for
support of the span 17 bearings along the east side of pier S. These spalls are typically about 2 feet long
by 8" to 12" high and extend to the front edge of the masonry plate but do not undermine the bearings (see
photo 67).
At pier K there are major cracks/splits (1/2" wide to 1" wide) extending beneath three of the bearings. On
the east (span 10) side of the concrete cap these cracks/splits in the pedestal occur at beams 7 and 8. A
1/2" wide crack was noted along the top surface of the concrete pedestal to the south side of the beam 7
bearing and propagated towards the rear end of the masonry plate (see photo 68). The concrete on the
front face of the pedestal exhibited a hollow tone and fell off with a light hammer tap. Upon removal of the
delaminated section of concrete, the shear plane could be observed extending beneath the bearing of beam
7 and a metal ruler could be readily probed into the shear plane to the full 6" limit of the ruler (see photo
69). The front face of the pedestal exhibits an 8" wide by 5 1/2" deep by 14" high (full height) spall beneath
the north edge of the masonry plate for beam 7 which exposes the north anchor bolt which appears to be
debonded with a slight void surrounding it. At beam 8 (span 10) there is a major 1" wide split in the top
surface of the concrete pedestal along the north side of the bearing, which extends completely through the
12" width of the pedestal and is visible as a 1/4" wide vertical crack on the back surface (see photo 70).
On the west (span 11) side of pier K there are 5/8" wide splits extending about 2' each side of the bearing
for beam 11. These cracks breakout along the rear face of the pedestal and the section of concrete
beneath the bearing has shifted approximated 3/4" to the east (see photo 71). The front face of the
concrete pedestal at beam 11 generally appears in satisfactory condition, with some occasional hairline
vertical cracks and with no signs of distress. A 7/8" gap is visible between the front edge of the masonry
plate for beam 11 and mortar that was originally placed against the masonry plate. This gap corresponds to
the lateral movement noted to the back face of the pedestal (see photo 72). This condition was only
observed at beam 11 and no other sections of concrete pedestal along the west side of pier K exhibited this
pattern of deteri oration.
The concrete pedestals at the remaining piers typically exhibit numerous hairline to 3/16" vertical cracks and
local spalls along the top edge of the pedestals in scattered locations.
REM.(2)7.96
PAGE
CITyrrOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-DOT -NBI
14
OF
70
INSPECTION DATE
JAN 29, 2010
REMARKS
IJ~JJL6_Q.2,J;L:_G.ap-s
There is evidence of recent concrete repairs at most of the piers. There are some areas of up to 3/8" wide
horizontal cracks with surrounding delamination and rust staining in the pier caps of piers M, N, P, Q and R,
particularty near the bottom corners of the caps (see photo 73). There are also scattered areas of
delaminated and spalled concrete in the faces of the caps. The following are notable locations of pier cap
deficiencies:
Pier M: There is a 6'-0" long by 15" high by 4" deep corner spall at the seat with exposed reinforcing steel
and rust staining, west face, below beam 12 (see photo 74). There is also a 4' high x 5' wide hollow
sounding section which is beginning to spall, west face, between beams 12 & 13 at the seat.
Pier N: There is a 4'-0" long by 12" high by 3" deep top corner spall with exposed reinforcing steel and rust
staining, west face, below beam 7. There is 12" long by 12" wide by 18" high spall with rust staining in the
northeast corner of the cap atthe seat.
Pier P: There is a 4'-6" long by 6'-0" high delamination, west face, below beam 5 and a 10" long by 5'-0"
high delamination, east face, at the south end.
Pier Q: There is a 4'-0" long by 12" high by 3 1/2" deep corner spall with exposed reinforcing steel and rust
staining in the west face at the bottom of the cap near midspan.
Pier R: There is a 4'-0" long by 12" high by 3 1/2" deep spall with exposed reinforcing steel and rust
staining, west face, at the north end.
The leaking deck joints allow for considerable water infiltration onto the pier caps below. See Item 60.2.j for
hammerhead pier cap comments.
.c - CQlumn.s
tt~!JL6_Q.2 .
There are some scattered areas of surface delamination (up to 5' high by 3' wide) with some efflorescence
and rust staining in the columns. See Item 60.2.j for hammerhead stem comments.
tt~IJL6_Q,2.JL:_eLeJw.al.ls
There are some hairline to 1/16" wide vertical cracks with surrounding delamination on pierwalls A and B.
There is a 5'-0" long by 2'-10" high area of delamination with a 20" long by 4" high by 1 1/2" deep spall on
the east face of pierwall B at the south end (see photo 75). There is a 7/16" wide crack on the top surface
of the pierwall at this location.
There is extensive debris accumulation adjacent to the east face of pier A due to the use of the area
beneath span 1 by homeless people.
IJ~IJL6_Q.2.j - Hitmme.r.bl'tad..Pie.L!;
All of the hammerhead piers have had post tensioning repairs made to them (1990 repairs) due to structural
shear cracks. These cracks started at the top center of the pier and traveled down diagonally to the base of
the cantilevered arms. The post tensioning repairs generally appear to be secure and in satisfactory
condition. Galvanized steel plates form a protective cabinet enclosure which completely encloses the post
tensioning ducts and anchorages; therefore, these elements were not able to be visually inspected.
There are scattered areas of delaminated concrete on the stem, cap and cantilevers of the hammerhead
piers. The following are notable locations of hammerhead pier deficiencies:
REM.(2J7-96
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-DOT -NBI
15
OF
70
INSPECTION DATE
JAN 29, 2010
REMARKS
Pier C: There is evidence of previous fire damage on the east face (surface charring & soot) due to
homeless people that were living along the base of the pier.
Pier D: Some delaminated concrete was noted along the north and south cantilevers, west face, just below
the post tensioning cabinet (see sketch 9 and photo 76).
Pier G: There is a 12" diameter by 2 1/2" deep spall in the cap on the west face and a 3' long by 12" wide by
3" deep spall with scaling on the top of the pier below the median.
Pier J: There is a 5" wide by 14" high by 1 1/2" deep spall with surrounding 4" wide by 19" high delamination
on the west face of the cap. There is a 41/2" wide by 41/2" high by 1 112" deep spall with surrounding 3"
wide by 16" high delamination in the stem, west face, at the south cantilever. There is a 2' wide by 10" high
delamination in the stem on the north face and a full width by 12" high delamination in the stem on the south
face.
Pier K: There is a 2'-6" wide by 3'-6" high delamination and a full width by 3'-6" high delamination in the
stem on the north face.
Pier L: See sketch 11.
Pier S: There is an 11' long by 4'-6" high delamination in the stem on the east face and a 10' long by 5' high
delamination in the stem on the west face. There is a 4' wide by 4' high delamination in the stem on the
north face.
Pier T: There is a 14" long by 18" high by 1 1/2" deep spall with exposed reinforcing steel and a 3'-9" long
by 16" high delamination in the north cantilever on the west face. There is a 10' long by 5' high
delamination in the stem on the west face and a 2'-6" long by 5'-6" high delamination and 8' long by 4' high
delamination in the stem on the east face. There is an 18" long by 18" high by 3" deep spall with exposed
reinforcing steel in the stem on the north face.
Pier U: There is a 2' long by 6' high delamination in the stem on the east face.
The leaking deck jOints allow for considerable water infiltration onto the pier caps below with water
becoming trapped and ponding on the caps between the raised concrete pedestals in several locations. A
number of the deficiencies noted in the last inspection (July 2009) have been repaired.
tteJJ:L6_Q.2.J5-,,-~a nmeveL/,tEtarn_BJ]u:J5eJs
There are heavy rolled steel cantilevered beam brackets (14WF246 or 14WF287) which extend beyond the
pier caps to support the fascia girders (see photo 77). Most of these cantilevered beams are surrounded
by a heavy build-up of sand and debris which covers the bottom flange and lower web, particularly where
raised concrete pedestal walls are in place. There is typically up to 1/4" loss to the lower 6" of the web and
up to 1/4" loss to the flanges.
The cantilevered beam brackets are held down by a group of six anchor bolts (1 1/2" diameter) at the
interior end (see photo 78). There is typically heavy rust delamination to the lower 6" of the anchor bolts
and the web stiffeners associated with the hold-down point of the beams. The debris was cleared from the
base of numerous anchor bolts and rust delamination chipped away (where accessible to swing of hammer)
and the anchor bolts were typically noted to be necking down within the lower region. The majority of the
anchor bolts have a remaining diameter between 1 1/32" to 1 3/16" with the minimum remaining anchor bolt
REM.(2)7-96
PAGE
CITYITOWN
BOSTON
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
4EX
B-16-367
B16367 -4EX-DOT -N BI
16
OF
70
INSPECTION DATE
JAN 29, 2010
REMARKS
Lte_m_6_Q.2.JL,,-.kantiJ~jLeLB_ean:U:~ra_~~ejlL(kQ!Jj~dl
diameter of 7/8" noted to a hold down bolt for span 14 at pier P (see photo 79). The lower 6" of the web
stiffeners adjacent to the hold-down anchor bolts are typically reduced to a remaining thickness of 7/16" vs.
3/4" original thickness.
Lt~JlL2_6jt.::_BJ:idgfLRaiJjl19
The traffic rail along the outer edges of the roadway consists of a single rail pipe rail on a reinforced
concrete wheel guard base which is generally in good condition but does not meet current standards. The
concrete base section has random minor vertical cracking. The previously reported collision damage in span
4 has been repaired.
The traffic rail at the inside edge of the roadway consist of a raised concrete median which is generally in
satisfactory condition but does not meet current standards. Refer to Item 58.5 for additional comments
1!~11L3J~b-=-"D:.am;ltl(ms
The traffic rail and raised concrete median in place on the bridge extend continuously onto the approach
roadways.
1!~!JJ-.3Jtc - ApPLoach G_QaLdrail
The traffic rail and raised concrete median in place on the bridge continue onto the approach roadways. As
noted under Item 36a above, these systems do not meet current standards. At the fourth traffic rail post
from the east abutment, south rail, 3 out of the 4 anchor bolts nuts are backed off over 1" from the base
plate (see photo 80).
Ue!JL3_6_d - App~oji_cJLG_I.ta~dxalLE_!J_dl!
Impact attenuators are in place at each approach to the leading ends of the approach traffic rails. The
impact attenuators are generally in satisfactory condition. The heavy collision damage previously reported
to the attenuator of the east approach has been repaired since the last inspection.
S~~_t!:hLel,-oJ(Ll.p-9
Sketch 1:
Sketch 2:
Sketch 3:
Sketch 4:
Sketch 5:
Sketch 6:
Sketch 7:
Sketch 8:
Sketch 9:
Sketch 10:
Sketch 11:
Photo 1 :
Photo 2:
Photo 3:
Photo 4 :
REM.(2)7.95
Framing Plan (1 of 2)
Framing Plan (2 of 2)
Stringer Condition Details (1 of 2)
Stringer Condition Details (2 of 2)
Beam Condition Details (1 of 3)
Beam Condition Details (2 of 3)
Beam Condition Details (3 of 3)
Pier K Part Plan View - Beam Pedestal Conditions
Pier Q Plan View - Beam Pedestal Conditions
Pier S Plan View - Beam Pedestal Conditions
Piers D and L Conditions
Numerous transverse cracks in concrete wearing surface, spans 8 & 9, eastbound roadway at
pier H.
Pier Q Deck Joint, EB Roadway, Looking South- Deck joint is approx. 1 1/2" lower than
adjacent deck causing uneven surface.
1 1/4" wide gap between median granite curb and wearing surface filled with heaved concrete
and/or sand, span 2, eastbound roadway.
1 1/4" wide x 4' long open gap between median granite curb and concrete wearing surface,
span 14, eastbound roadway.
PAGE
CITyrrOWN
B.I.N.
SR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-DOT -NBI
17
OF
70
INSPECTION DATE
JAN 29, 2010
REMARKS
Photo 5:
Photo 6:
Photo 7:
Photo 8:
Photo 9:
Photo 10:
Photo 11 :
Photo 12:
Photo 13:
Photo 14:
Photo 15:
Photo 16:
Photo 17:
Photo 18:
Photo
Photo
Photo
Photo
19:
20:
21 :
22:
Photo 23:
Photo 24:
Photo 25:
Photo 26:
Photo 27:
Photo 28:
Photo 29:
Photo 30:
Photo 31 :
Photo 32:
Photo 33:
Photo 34:
REM.(2)7-96
18" diameter x 3" deep spall with exposed wire mesh reinforcement adjacent to north curb,
span 12, westbound roadway.
6 1/2" wide x 6'-8" long full depth spall adj. to median granite curb, span 20, eastbound
roadway.
Typical condition of steel grating away from deck joints and curb lines wi surface rust to grating
and paint remaining on SIP forms.
Underside of filled steel grating, span 11, between beams 10 & 11 near pier L with 100% loss
to SIP forms and some salt efflorescence.
Upward bow in filled steel grating at west end of span 12 with up to 1 3/4" gap between
underside of deck and beam 3.
Scattered loose fragments of concrete noted along top flange of exterior girders (south girder,
span 5, shown above).
9/16" gap between concrete deck and top flange of south exterior girder, span 11, at pier L.
Delaminated concrete along north fascia, span 9, near pier J
Section of granite curb on west approach, westbound roadway, is shifted 1" into roadway at
west abutment.
9' long x 2" deep spalling along east approach median, at east abutment.
Water ponding on north sidewalk over a 15' length in span 14 at pier N.
South elevation at span 3 (turnaround roadway). Note recent fabric wrapping of bridge fascia
over roadway areas.
1 1/2" horizontal misalignment of south parapet at pier U expansion joint.
General view of north sidewalk looking west from pier E. Note tree branches extending
through railing at this location.
Plugged scupper, eastbound roadway, adjacent to median curb, span 2, near pier A.
Active leakage from drainpipe along the west face of pier C.
Disconnected drainpipe hanger below median, span 10, at pier J.
1/32" to 3/16" vertical cracks in lower 3' of median light standard, span 1, with exposed
reinforcement from cracks, delamination.
Northeast anchor bolt missing at base plate for median light standard, span 10.
Light fixture attached to beam 8, in span 7, with fixture loose due to broken clip replaced with
tie wire.
1" diameter lighting conduit is sagging down 12", east half of span 9, due to 10 consecutive
broken clips to beam 8.
Open electrical junction box at base of pier C with exposed wires.
Expansion Joint at Pier U, Westbound Roadway- Typical sand covering joint seal wi section of
joint seal missing.
Expansion Joint at Pier P, Westbound Roadway- Vertical section of joint seal is torn &
displaced along median curb.
Expansion Joint at Pier L, Eastbound Roadway- Crack in joint armor in the left lane and joint
armor rotated inward to south of crack.
North Sidewalk Expansion Joint at Pier T- Elastomeric concrete headers heaved up to 2 1/4"
above sidewalk surface.
North Median Stringer, Span 10, near Pier K- Heavy rust delamination and section loss.
General underside view at median, looking east in span 19. Note typical replacement of south
median stringers & support brackets.
South Sidewalk Stringer, Span 7, at Pier F- Heavy section loss to web with 2 1/2" diameter rust
hole in upper web.
Beam 2, Span 6, at Pier E- Rust delamination with minor section loss to web over the bearing
area.
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-OOT -NBI
18
OF
70
INSPECTION DATE
JAN 29, 2010
REMARKS
Photo 35 :
Photo 36:
Photo 37 :
Photo 38:
Photo 39 :
Photo 40 :
Photo 41:
Photo 42:
Photo 43:
Photo 44 :
Photo 45:
Photo 46 :
Photo 47:
Photo 48:
Photo 49 :
Photo 50 :
Photo 51:
Photo 52:
Photo 53:
Photo 54 :
Photo 55 :
Photo 56:
Photo 57:
Photo 58:
Photo 59:
Photo 60 :
Photo 61:
Photo 62 :
REM.(2)7·S6
Beam 2, Span 8, at Pier G- Salt staining and minor section loss to web over the bearing area.
Beam 7, Span 16, near Midspan- Heavy rust delamination to lower web and north half of
bottom flange (side facing median joint).
Beam 2, Span 5, Midspan Region- Close-up view of section loss to top flange.
Beam 13, Span 11, @ Cov. PI. Cut-off - Hvy rusting and minor section loss to inside surface of
flanges due to deck leakage near curbline.
South Exterior Girder, Span 5- Several local bends (typically 3/8" bend over 5" to 6" length)
along inside edge of bottom flange.
South Exterior Girder, Span 5- Typical rust delamination on top surface of bottom cover plate
with minor section loss.
Beam 6 Rocker Bearing, Span 17, at Pier R- Rust packing between curved rocker and
masonry plate and lifting bearing.
Beam 4 Bearing, Span 13, at Pier M- Up to 3/8" uplift of bearing evident at north side. Pack
rust surrou nds south pintle.
Beam 5 Bearing, Span 16, at Pier R- Upper section of bearing assembly is laterally misaligned
1 1/4" with lower section.
Beam 7 Bearing, Span 11, at Pier L- Rocker bearing exhibits excessive tilt to the west (mov't
expected in opp. dir. @ 28 deg rees).
End Diaphragms, between Beams 1 & 2, at Pier D- Complete loss of section to lower 5" of web
for full length of diaphragms.
End Diaphragm Bracket at Beam 8, Span 2, at Pier B- Ineffective due to major web loss;
member vibrates when struck with hammer.
Diaphragm Bracket for North Median Stringer, Span 10, 4th from East- Rust holes in upper &
lower web.
Diaphragm Bracket for N. Median Stringer, Span 12, 3rd Bracket from East- Bracket ineffect.
wlcomplete loss of bot. f1ng. & web holes.
End Diaphragm, Span 19, at Pier U- Intermittent welds broken at connection to beam 7.
Full height vertical crack in west abutment breastwall and extending into backwall. Crack has
3/8" outward differential movement at seat.
Heavy debris accumulation beneath span 1 along the face of the east abutment.
Two sections of missing granite headers, northwest wingwall, located approximately 100' from
the breastwall corner.
3' long x 2' high x 3" deep spall near base of the northwest wingwall where it meets up with the
comer of the breastwall.
Up to 4" of standing water collecting between pedestal walls at pier E.
Beam 8 Pedestal, Span 15, at Pier Q- Major split and outward movement of front face of
pedestal undermining the bearing.
Beam 8 Bearing, Span 15, at Pier Q- Major loss of bearing area due to pedestal deterioration.
Beam 9 Pedestal, Span 15, Pier Q- 3/8" wide longit. crack extending to rear of mas. plate wi
hollow soundi ng concrete at front face.
Beam 10 Pedestal, Span 15, Pier Q- 3/8" wide longit. crack leading to rear of the mas. pI. wi
hollow sounding conc. at front face.
Beam 12 Pedestal, Span 15, Pier Q - 1/4" wide crack extending to rear of masonry plate.
Beam 4 Pedestal, Span 16, at Pier Q- 3/16" crack extending beneath center of masonry plate
(typical condition at beams 2 through 7).
Beam 5 Pedestal, Span 16, at Pier Q- Delaminated concrete at front of pedestal beneath
bearing.
Beam 4 Pedestal, Span 18, at Pier S- 3/8" wide split in pedestal extending to rear of masonry
plate.
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
80STON
4EX
8-16-367
816367 -4EX-DOT -N81
19
OF
70
INSPECTION DATE
JAN 29, 2010
REMARKS
Photo 63:
Beam 5 Pedestal, Span 18, at Pier S- 3/8" split in pedestal extending beneath rear edge of
masonry plate.
Photo 64: Beam 6 Pedestal, Span 18, at Pier S- 3/8" split extending beneath bearing masonry plate.
Photo 65 : Beam 11 Pedestal, Span 18, at Pier S- 3/16" crack extending beh ind the back edge of the
masonry plate.
Photo 66: Beam 13 Pedestal, Span 18, at Pier S- 3/8" crack extending beneath bearing masonry plate.
Photo 67: Beam 4 Pedestal, Span 17, at Pier S- 22" long x 12" high x 3" ave. deep spall extending to
front edge of masonry plate.
Photo 68: Beam 7 Pedestal, Span 10, Pier K- 1/2" split in pedestal leading to rear of mas. pI. Conc. on
front face is loose & dela minated.
Photo 69: Beam 7 Pedestal, Span 10, at Pier K- Loose conc. to S. of brg. was lifted out of place reveal ing
fracture plane extending beneath brg.
Photo 70: Beam 8 Pedestal, Span 10, at Pier K- Major split extending completely through pedestal wall
along the north side of the bearing.
Photo 71: Beam 11 Pedestal, Span 11, at Pier K- Up to 3/4" wide split in pedestal wall with concrete
displaced 3/4" east beneath the bearing.
Photo 72 : General view looking south from beam 11 along the front face of the Pier K pedestal for span
11 (no signs of distress on front face).
Photo 73 : Pier R, West face- 1/4" horizontal cracks with rust stains along the bottom comers with
delaminated concrete.
Photo 74: Pier M, West Face, at Beam 12- 6' long x 15" high x up to 4" deep corner spall with exposed
rebars.
Photo 75 : Pier B, East Face, at South End- 5' wide x 2'-10" high area of surface delamination w/20"
wide x4" high x 1 1/2" deep spall.
Photo 76 : Pier D, West Face- Some delaminated concrete detected beneath post tensioning enclosure
on canti levered arms.
Photo 77 : Heavy bird debris atop pier cap, north end of pier U, between beams 13 & 14.
Photo 78: South Cantilever Beam, Span 17, at Pier R- Moist debris collecting around beam at hold-down
anchor bolts.
Photo 79: North Cantilever Beam, Span 14, at Pier P- Section loss to hold down bolts w/ 7/8" remaining
diameter.
Photo 80: 3 of 4 anchor bolts backed off base plate at east approach traffic rail, south rail, 4th post from
the east abutment.
REM.(2)7-96
PAGE
CITYffOWN
B.l.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-OOT -NBI
20
INSPECTION DATE
JAN 29, 2010
SKETCHES
NI
._-~:::~::::~:~
_. '---1.-
SPAN 2
TURNAROUND
r'-I.t~~F~~~;~~"''''''~:!1.~,(I'' --.~F~~:::~:~~~~,?~;:;;--~~~~.:~~:. ~Q_~£,~~~~R:'~=~~~~~~~,;,J~'A~1."":~-"';;~~~~::J .. ?£"-N.~~~~~··--_}.,..~;:=,,:~r~N..~~- . .
1
;
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W.. ABUL
B.
~
PIER C
PIER 0
••• _--
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••
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PIER E
" -
PIER F
COURTHOUSE
PARKING ENTRANCE
···t· . . .----..
..-.-_..
_
~J>.-2-~~"~g.,-~! __~_._ .•• -~--::,:~~:.~~.~"--- .. - ..
~:.:~?~~~.::~.-.----- .;..;ll~~_.
--- ~SPAN .~-.- _. -._. -~f:~~t::::;:::~~-;;"SP~r:t·8 .-~·~:t"·(~;M".' SPAN (~:.~~_~"
l.
I
..
""'1C::;::,::-;..-~;.r.c\i"'SPA~
J
FRAMING PLAN
B-16-367 (4EX)
(I OF 2)
REM.(2)7-96
_-+---_. --~.~~::~~~~~:
---t---
'o~~;.-e:
SPAN 11
!
G
Sketch 1:
-_._ ..•
Framing Plan (1 of 2)
TURN FOR
ARBORWAY
SEE PIER WCT""
OF
WASHINGTON ST.
PIER L
70
PAGE
CITYffOWN
B.I.N.
BOSTON
4EX
21
OF
70
INSPECTION DATE
BR. DEPT. NO.
S.-STRUCTURE NO.
B-16-367
B16367 -4EX-DOT -NBI
JAN 29, 2010
SKETCHES
..
.!.
,~~".
SPAN
, - 13
.,-".~
••
,
,
, "'".,..-i, SPAN
15,
...., ""(..............
PIER L
."
~
PIER Q
SEE PIER SKETCH
19
SEE PIER
FRAMING PLAN
B-16-367 (4EX)
(2 OF 2)
E. ABUT.
REM.(2)1-96
Framing Plan (2 of 2)
SPAN 16
.. ..
_'2.L.":-!.!l .
. ... , ,'"
Sketch 2:
'--.~..,'~."'......
~~.:~
,PIER R
I
PAGE
CITYffOWN
B.I.N.
BOSTON
4EX
BR. DEPT. NO.
8.-STRUCTURE NO.
B-16-367
B16367-4EX-DOT-NBI
22
JAN 29, 2010
~6" LOSS
0.360"
REM.1
0.176" REM.
CONNECTION
ANGLE
-$-
INDICATES THICKNESS
REMAINING PER D-METER
SPAN 5, SOUTH FACE OF SOUTH
SIDEWALK STRINGER AT PIER D
AS-BUILT PROPERTIES (12WF53):
d = 12.060"
bf = 10.000"
tf = 0.576"
tw = 0.345"
12WF53
='Y::::::::._V:2"0
CORR.
HOLE
li6" LOSS X--X x--~6" LOSS X
FULL HEIGHT
xx
FULL HEIGHT
xx
(N)
(S)
SPAN 7, SOUTH SIDEWALK
STRINGER AT PIER F
Sketch 3:
REM,(2)7-%
Stringer Condition Details (1 of 2)
70
INSPECTION DATE
SKETCHES
12WF53
OF
PAGE
CITyrrOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-DOT -NBI
X6" REM. x
SURROUNDING 1"
.J8"REM.
12WF53
x 1Yz"H
CONNECTION
ANGLE
SPAN 11, SOUTH FACE OF SOUTH
SIDEWALK SfRINGER AT PIER K
116"
X
REM.
REM. HEIGHT
-+
-+
-+
0.460" @ 3.5"
0.445" @ 2"
12WF65~
0.382" @ 1"
0.315" (tj> EDGE
(CALIPER)
(S)
CONCRETE
ENCASEMENT
(N)
7/16" AVG. REM.
(CALIPER)
SPAN 17, NORTH MEDIAN STRINGER
AT MIDSPAN
-+
INDICATES THICKNESS
REMAINING PER D-METER
AS-BUILT PROPERTIES (12WF65):
d = 12.120"
bf = 12.000"
tf = 0.606"
tw = 0.390"
Sketch 4:
REM.(2)H5
Stringer Condition Details (2 of 2)
OF
70
INSPECTION DATE
SKETCHES
5Yz"L x 1Yz"H
CORR. HOLE
23
JAN 29, 2010
PAGE
CITYffOWN
B.I.N.
BOSTON
4EX
BR. DEPT. NO.
8.-STRUCTURE NO.
B-16-367
B16367 -4EX-DOT -NBI
SKETCHES
0.840" @ 3.5"
0.750" @ 2"
0.547" @ 1"
0.909" @ 2"
0.802" @ 1.5"
(N)
(S)
36WF150-
NO SIG. LOSS
TO WEB
NO WEB LOSS-
0.880" @ 3.5"
0.791" @ 1.25"
NO APPREC. LOSS
COVER PLATE
'l§" x 10"
NOTE: BEAM 13, SPAN 5, IN SIMILAR CONDITION AT MIDSPAN.
ALL REMAINING THICKNESS SHOWN TAKEN WITH D-METER.
DISTANCES TO READINGS FROM OUTER EDGE.
AS-BUILT PROPERTIES (35WF150):
d = 35.840"
bf = 11.972"
tf = 0.940"
tw = 0.525"
SPAN S, BEAM 2
AT MIDSPAN
(N)
,v,6"
LOSS
,v,6"
V
xx
x REM. HEIGHT ~
Ys"
(S)
x
xx
xx
QQ
xx
xx
xx
xx
LOSS
QQ Ys"
Vx
xx
x 7J:2"H'\!l
35WF150
SPAN 6, BEAM 2
AT PIER E
Sketch 5:
REM.(2)7-96
LOSS
x REM. HEIGHT
Beam Condition Details (1 of 3)
LOSS
5J:2"H
24
OF
70
INSPECTION DATE
JAN 29,2010
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-DOT -N BI
X
Ji6"
x
LOSS
REM. HEIGHT
~11---36WF150
~
x
x
x
x
x
Ja"
~
LOSS
x
7"H~x
AS-BUILT PROPERTIES (36WF150):
d = 35.840"
bf = 11.972"
SPAN 8, BEAM 2
tf = 0.940"
ATPIERG
tw = 0.625"
(S)
(N)
1.184" REM.
PER D-METER
36WF245
NO WEB LOSS-
COVER PLATE
1}4" x 18"
f
}4" LOSS
x 4"H
x
0.990" REM.
1="=~ffiPER D-METER
~ SURFACE
WI
RUST
NO
APPREC. LOSS ON COV.
PLATE
SIMILAR CONDITION: BEAM 8, SOUTH SIDE
AS-BUILT PROPERTIES (36WF245):
d = 36.060"
bf = 16.512"
tf = 1.350"
tw = 0.802"
SPAN 9, BEAM 7
AT MIDSPAN
Sketch 6:
REM.(2)7·S6
Beam Condition Details (2 of 3)
70
JAN 29, 2010
(S)
~
OF
INSPECTION DATE
SKETCHES
(N)
25
PAGE
CITYffOWN
B.I.N.
BOSTON
4EX
BR. DEPT. NO.
S.-STRUCTURE NO.
B·16·367
B16367 ·4EX·DOT·N BI
SKETCHES
(S)
(N)
~rY,6" AVG. LOSS
36WF150
~
x
x
FULL HEIGHT
x
Ja"
LOSS
x
x
x
~
/4"
V
xx
x 4Yz"H ~
LOSS x ~"H
BEYOND
BEARING
~
AS-BUILT PROPERTIES (36WF150):
d = 35.840"
bf = 11.972"
tf = 0.940"
tw = 0.625"
SPAN 10, BEAM 2
ATPIERJ
(S)
(N)
36WF1 50 ---II
COVER PLATE
~" x 10"
/xJa"
LOSS
3"H
x
xx
%"
REM.
NOTE: THIS CONDITION IS TYPICAL
FOR THE ENTIRE LENGTH OF THE
COVER PLATE.
AS-BUILT PROPERTIES (36WF150):
d = 35.840"
bf = 11.972"
tf = 0.940"
tw = 0.625"
SPAN 16, BEAM 7
AT MIDSPAN
Sketch 7:
REM,(2)7-95
Beam Condition Details (3 of 3)
26
OF
70
INSPECTION DATE
JAN 29, 2010
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
S,-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-DOT -NBI
JAN 29, 2010
N
(SPAN 11)
FRONT EDGE OF
12.1!!"W x ,'-2"H
MASONRY PLATE
PEDESTAL WALL
12" SHELF
if' OFF CONCRETE
BEAM 8
I
_._.-tr.'"
CRACK-TO BAC??-'
EDGE OF MASONRY PLATE
Jiz"
'--;-6P",n;pdr'--'-'-JI"
CRACK
~I
SPLIT
LOOSE DELAM
SECTION
(REMOVED DURING
INSPECTION)
,'-2"H
x 8"W x 5l2"D±
SPALL; ANCHOR BOLT
EXPOSED AND SMALL
VOID VISIBLE AT BOLT
B"L x 2J2"D± SPALL
EXPOSED REBAR
WI
HOLLOW
SOUNDING
10"W x 13"L
MASONRY PLATE
lYp, EAST SIDE
(SPAN 1 0)
PIER K - PART PLAN VIEW
NOTES:
"'BEAMS NOT SHOWN FOR CLARITY
Sketch 8:
REM.(2)7·96
Pier K Part Plan View - Beam Pedestal Conditions
OF
INSPECTION DATE
SKETCHES
lO''W x 17"L
MASONRY PLATE
]yP. WEST SIDE
27
6" SHELF
12"W x "_2"H
PEDESTAL WALL
70
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-DOT -NBI
CRACK (lYP.) EA.
SIDE OF BEAMS 2-7
CRACK (lYP.) EXTENDS
TO CENTER OF
(SPAN 16)
JAN 29, 2010
BEAM 1
x,"
BEAM 3
N
t
MASONRY PLATE
BEAM 4
A
'i.
j
BEAMS
A
BEAM 6
PIER
BEAM 7
lYP.
;"
-'«"
I'
w
z
::;
-'
'[I
i
BRACKET ~
'I
~:r:
~l! r~fffi·--·---·~_·_·_·-rb·_·---·-sk·--·=4·_·_·_·4-·---·-Jr-·d.-~ ~
I
GIRD
,
,
,
(SPAN 15)
lfs"
,
10"W x 13"L
MASONRY PLATE
lYP.
S'W SHELF
CRACK lYP.
HOLLOW SOUNDING
ON FRONT FACE OF
PEDESTAL UNDER BRG.
PIER
SECTION A-A
(SPAN 16)
BEAM 14
(SPAN 15)
PIER Q PLAN VIEW
NOTES:
*BEAMS NOT SHOWN FOR CLARITY
'DELAM FULL HEIGHT OF PEDESTAL
Sketch 9:
REM.(2)7·00
Pier Q Plan View - Beam Pedestal Conditions
OF
INSPECTION DATE
SKETCHES
If,'
28
6"W SHELF
LpEDESTAL WALL
70
PAGE
CITyrrOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-OOT-NBI
JAN 29, 2010
l(," CRACK wi PUNKY
CONCRETE AND
SURFACE D!SINTERATJON
(SPAN 18)
N
-<
CONTINUOUS CRACK
IN PEDESTAL (TYP.)
It PIER
BEAM 7
!
l(," CRACK
BEAM 6
•••.
- !
-
._-
.
-·-i·-
dJ . .
w
in
1
bl·
,-
------
;"
I
2'-O"L
x 7"H x
(SPAN 1 7)~ 2"D
2"0 SPALL AT SEAT
It
y,," CRACK
BEAM B
BEAM 9
')f,"
CRACK
2I
x 7"H x
10"W x 17"L
MASONRY PLATE
TYP.
SPALL AT SEAT
2'-O"L x 7"H x
(SPAN 18)
l"H x 3'-6"L
DELAM
PIER y,," CRACK
2' -O"L
x,"
12"H x 3'-6"L
CRACK
W CRACK,
rl'4"
BEAM 10
DELAM~
CRACK,
2"0 SPALL AT SEAT
f')f,
CRACK
l(," CRACK
BEAM 11
BEAM 12
lI,"
l
f ')f,"
CRACK
CONTINUOUS CRACK
IN PEDESTAL (TYP.)
CRACK
BEAM 13
BEAM 14
-3»" TYP.
~
t-~~=-=-;:~(jE3~~::~~~~~~==~~~~~==;t~E·T-~};:j~~~~~~==~;:~E3~~~===E~}1
i
'
~ ~.--.---1.-.--.-.--
~
U
~
I
I
.
I
-+
-._.
._.__.
5" TYP.
7"H x l' -8"L
x 2J;"D SPALL
WI
EXPOSED REINF.
5"H x 3'-4"L
x 3»"D SPALL
WI
L~"H
x 1'-B"L
x 2J;"D SPALL
EXPOSED REINF.
WI
EXPOSED REINF.
4J2"H x 1'-B"L
10"W x 17"L
x 4"D SPALL
MASONRY PLATE
(TYP.)
wi
(SPAN 17)
PIER S PLAN VIEW
NOTES:
"BEAMS NOT SHOWN FOR CLARllY.
Sketch 10:
REM.(2)M6
Pier S Plan View - Beam Pedestal Conditions
OF
INSPECTION DATE
SKETCHES
BEAM 2
29
L4"H x l'-6"L
x 112"0 SPALL
EXPOSED REINF.
70
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-DOT -NBI
30
JAN 29, 2010
POST TENSION CABINET
2'_0"
3' -0"
PIERD
WEST ELEVATION
CRACK (TYP.)
POST TENSION CABINET
6' -O"L x FULL WIDTH
DELAMINATION ON
UNDERSIDE
2'-6"
SOUTH FACE
SECTION A-A
2' -2"L x 8~rH x 1J2"D
SPALL WI EXPOSED
REINFORCING STEEL
WEST FACE: 4' -2"L x 22"H DELAMINATION ON SOUTH CANTILEVER.
20"L x 6"H DELAMINATION ON SOUTHWEST CORNER OF STEM.
NORTH FACE: FULL LENGTH x 3'-O"H DELAMINATION.
PIERL
EAST ELEVATION
LEGEND:
~ SPALLED CONCRETE
~ DELAMINATED CONCRETE
Sketch 11:
REM.(2)7-9S
Piers D and L Conditions
70
INSPECTION DATE
SKETCHES
18"
OF
PAGE
CITYITOWN
S.I. N.
SR. DEPT. NO.
8. -STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-DOT-NBI
31
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
,
"
REM.(2)7-00
OF
Photo 1:
Numerous transverse cracks in concrete wearing surface, spans 8 &
9, eastbound roadway at pier H.
Photo 2:
Pier Q Deck Joint, EB Roadway, Looking South- Deck joint is approx.
1 1/2" lower than adjacent deck causing uneven surface.
PAGE
CITYITOWN
B.I. N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B·16·367
B 16367·4EX·DOT·NBI
32
70
INS PECT ION DATE
JAN 29, 2010
PHOTOS
REM .(2)7·96
OF
Photo 3:
1 1/4" wide gap between median granite curb and wearing surface
filled with heaved concrete and/or sand, span 2, eastbound roadway.
Photo 4:
1 1/4" wide x 4' long open gap between median granite curb and
concrete wearing surface, span 14, eastbound roadway.
PAGE
CITY/TOWN
B.I.N.
BOSTON
4EX
BR. DEPT. NO.
8. -STRUCTURE NO.
B-16-367
B16367-4EX-OOT-NBI
33
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
REM .(2)7.96
OF
Photo 5:
18" diameter x 3" deep spall with exposed wire mesh reinforcement
adjacent to north curb, span 12, westbound roadway_
Photo 6:
6 1/2" wide x 6'-8" long full depth spall adj. to median granite curb,
span 20, eastbound roadway_
PAG E
CITYITOWN
B.LN.
BR. DEPT. NO.
8. -STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-DOT-NBI
34
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
REM_(2)7_96
OF
Photo 7:
Typical condition of steel grating away from deck joints and curb
lines wI surface rust to grating and paint remaining on SIP forms_
Photo 8:
Underside of filled steel grating, span 11, between beams 10 & 11
near pier L with 100% loss to SIP forms and some salt efflorescence_
PAGE
CITY/TOWN
B.I.N.
BOSTON
4EX
BR. DEPT. NO.
S.-STRUCTURE NO.
B·16·367
B16367·4EX·DOT·NBI
35
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
REM.(2)7.96
OF
Photo 9:
Upward bow in filled steel grating at west end of span 12 with up to
1 3/4" gap between underside of deck and beam 3.
Photo 10:
Scattered loose fragments of concrete noted along top flange of
exterior girders (south girder, span 5, shown above).
PAGE
CITY/TOWN
B. I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B 16367-4EX-DOT-N BI
9/16" gap between concrete deck and top flange of south exterior
girder, span 11, at pier L.
•
.
Photo 12:
REM.(2)7_00
.
Delaminated concrete along north fascia, span 9, near pier J
OF
70
INSPECTION DATE
PHOTOS
Photo 11:
36
JAN 29, 2010
PAGE
CITyrrOWN
B.I. N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-DOT-NBI
37
70
INS PECTION DATE
JAN 29, 2010
PHOTOS
REM .( 2)7·00
OF
Photo 13:
Section of granite curb on west approach, westbound roadway, is
shifted 1" into roadway at west abutment.
Photo 14:
9' long x 2" deep spalling along east approach median, at east
abutment.
PAGE
CITY/TOWN
B. I.N.
BOSTON
4EX
BR. DEPT. NO.
8. -STRUCTURE NO.
B-16-367
B16367-4EX-OOT-NBI
38
JAN 29, 2010
Water ponding on north sidewalk over a 15' length in span 14 at pier
N.
Photo 16:
REM.(2)7-96
70
INSPECTION DATE
PHOTOS
Photo 15:
OF
South elevation at span 3 (turnaround roadway). Note recent fabric
wrapping of bridge fascia over roadway areas.
PAGE
CITYITOWN
B.I.N.
BR. DEPT. NO.
8. -STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-OOT-NBI
39
70
INS PECTION DATE
JAN 29, 2010
PHOTOS
REM.(2)7-96
OF
Photo 17:
1 1/2" horizontal misalignment of south parapet at pier U expansion
joint.
Photo 18:
General view of north sidewalk looking west from pier E. Note tree
branches extending through railing at this location.
PAG E
CITYITOWN
B. I.N.
BOSTON
4EX
SR. DEPT. NO.
8. -STRUCTURE NO.
B·16·367
B 16367-4EX-OOT -NBI
PHOTOS
Photo 19:
Photo 20:
REM .(2)7-96
Plugged scupper, eastbound roadway, adjacent to median curb,
span 2, near pier A.
Active leakage from drainpipe along the west face of pier C.
40
OF
70
INS PECTI ON DATE
JAN 29, 2010
PAGE
ClTyrrOW N
B.I.N.
BOSTON
4EX
BR. DEPT. NO.
S.-STRUCTURE NO.
B-16-367
B16367-4EX-DOT-NBI
OF
70
IN SPECTION DATE
PHOTOS
REM .(2)7-00
41
Photo 21:
Disconnected drainpipe hanger below median, span 10, at pier J.
Photo 22:
1/32" to 3/16" vertical cracks in lower 3' of median light standard,
span 1, with exposed reinforcement from cracks, delamination.
JAN 29, 2010
PAGE
CITYfTOWN
B.I.N.
SR. DEPT. NO.
8. -STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-OOT-NBI
42
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
REM.(2)7-96
OF
Photo 23:
Northeast anchor bolt missing at base plate for median light
standard, span 10.
Photo 24:
Light fixture attached to beam 8, in span 7, with fixture loose due to
broken clip replaced with tie wire.
PAGE
CITY/TOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-DOT-NBI
43
Photo 26:
REM.(2)7-96
70
INSPECTION DAT E
JAN 29, 2010
PHOTOS
Photo 25:
OF
1" diameter lighting conduit is sagging down 12", east half of span 9,
due to 10 consecutive broken clips to beam 8.
Open electrical junction box at base of pier C with exposed wires.
PAGE
CITY/TOWN
B.I. N.
BR. DEPT. NO.
8. -STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX·DOT·NBI
44
JAN 29, 2010
Expansion Joint at Pier U, Westbound Roadway· Typical sand
covering joint seal wI section of joint seal missing _
,./
Photo 28:
REM.(2)7·96
70
INSPECTION DATE
PHOTOS
Photo 27:
OF
~
.' .. -'
~,:
Expansion Joint at Pier P, Westbound Roadway· Vertical section of
joint seal is torn & displaced along median curb.
PAGE
CITYITOWN
B. I. N.
BOSTON
4EX
BR. DEPT. NO.
8.-STRUCTURE NO.
B·16·367
B 16367·4EX·DOT·N BI
45
70
INS PECTION DATE
JAN 29, 2010
PHOTOS
REM.(2)7-96
OF
Photo 29:
Expansion Joint at Pier L, Eastbound Roadway· Crack in joint armor
in the left lane and joint armor rotated inward to south of crack.
Photo 30:
North Sidewalk Expansion Joint at Pier T· Elastomeric concrete
headers heaved up to 2 1/4" above sidewalk surface.
PAGE
CITY/TOWN
B.I.N.
BR. DEPT. NO.
8. -STRUCTURE NO.
BOSTON
4EX
B-16-367
B 16367-4EX-OOT-NBI
46
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
REM.(2)7-00
OF
Photo 31:
North Median Stringer, Span 10, near Pier K- Heavy rust
delamination and section loss.
Photo 32:
General underside view at median, looking east in span 19. Note
typical replacement of south median stringers & support brackets.
PAGE
CITYITOWN
B. I.N.
BOSTON
4EX
BR. DEPT. NO.
8.-STRUCTURE NO.
B-16-367
B16367-4EX-OOT-NBI
47 OF
INSPECTION DATE
JAN 29, 2010
PHOTOS
REM .(2)7-96
70
Photo 33:
South Sidewalk Stringer, Span 7, at Pier F- Heavy section loss to
web with 2 1/2" diameter rust hole in upper web.
Photo 34:
Beam 2, Span 6, at Pier E- Rust delamination with minor section loss
to web over the bearing area.
PAGE
CITvrrOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B·16·367
B 16367·4EX·DOT·NBI
OF
70
INSPECTION DATE
PHOTOS
REM.{2 )7-96
48
Photo 35:
Beam 2, Span 8, at Pier G· Salt staining and minor section loss to
web over the bearing area.
Photo 36:
Beam 7, Span 16, near Midspan· Heavy rust delamination to lower
web and north half of bottom flange (side facing median joint).
JAN 29, 2010
PAG E
CITYfTOWN
B.I. N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-OOT-NBI
49
70
IN SPECTION DATE
JAN 29, 2010
PHOTOS
REM_(2)7-96
OF
Photo 37:
Beam 2, Span 5, Midspan Region- Close-up view of section loss to
top flange.
Photo 38:
Beam 13, Span 11 , @ Cov. PI. Cut-oft - Hvy rusting and minor section
loss to inside surface of flanges due to deck leakage near curbline.
PAGE
CITyrrOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-OOT-NBI
OF
70
INSPECTION DATE
PHOTOS
REM .(2)7-96
50
Photo 39:
South Exterior Girder, Span 5- Several local bends (typically 3/8"
bend over 5" to 6" length) along inside edge of bottom flange.
Photo 40:
South Exterior Girder, Span 5- Typical rust delamination on top
surface of bottom cover plate with minor section loss.
JAN 29, 2010
PAGE
CITY/TOWN
B.I. N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B 16367-4EX-OOT-NBI
51
70
INS PECTION DAT E
JAN 29, 2010
PHOTOS
REM.(2}7-00
OF
Photo 41:
Beam 6 Rocker Bearing, Span 17, at Pier R- Rust packing between
curved rocker and masonry plate and lifting bearing.
Photo 42:
Beam 4 Bearing, Span 13, at Pier M- Up to 3/8" uplift of bearing
evident at north side. Pack rust surrounds south pintle.
PAGE
CITvrrOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B 16367-4EX-OOT-N BI
52
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
REM.(2)7-96
OF
Photo 43:
Beam 5 Bearing, Span 16, at Pier R- Upper section of bearing
assembly is laterally misaligned 1 1/4" with lower section.
Photo 44:
Beam 7 Bearing, Span 11, at Pier L- Rocker bearing exhibits
excessive tilt to the west (mov't expected in opp. dir. @ 28 degrees).
PAGE
CITYffOWN
B.I.N.
BOSTON
4EX
BR. DEPT. NO.
8.-STRUCTURE NO.
B-16-367
B 16367-4EX-DOT-N BI
53
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
REM.(2)7-96
OF
Photo 45:
End Diaphragms, between Beams 1 & 2, at Pier D- Complete loss of
section to lower 5" of web for full length of diaphragms.
Photo 46:
End Diaphragm Bracket at Beam 8, Span 2, at Pier B- Ineffective due
to major web loss; member vibrates when struck with hammer.
PAGE
CITYITOWN
B.I. N.
BR. DEPT NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-DOT-NBI
54
Photo 48:
REM_(2)7_96
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
Photo 47:
OF
Diaphragm Bracket for North Median Stringer, Span 10, 4th from
East- Rust holes in upper & lower web.
Diaphragm Bracket for N. Median Stringer, Span 12, 3rd Bracket from
East- Bracket ineffect. w/complete loss of bot. flng. & web holes.
PAG E
CITY/TOWN
B. I. N.
BOSTON
4EX
BR. DEPT. NO.
S.-STRUCTURE NO.
B-16-367
B 16367-4EX-DOT-N BI
55
70
IN SPECTION DATE
JAN 29, 2010
PHOTOS
REM.{2)7-96
OF
Photo 49:
End Diaphragm, Span 19, at Pier U- Intermittent welds broken at
connection to beam 7.
Photo 50:
Full height vertical crack in west abutment breastwall and extending
into backwall. Crack has 3/8" outward differential movement at seat.
PAGE
CITY/TOWN
B. I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-OOT-NBI
56
OF
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
Photo 51:
Heavy debris accumulation beneath span 1 along the face of the east
abutment.
Photo 52:
Two sections of missing granite headers, northwest wingwall,
located approximately 100' from the breastwall corner_
PAG E
CITYITOWN
S.I.N.
BOSTON
4EX
SR. DEPT. NO.
8.-ST RUCT URE NO.
B-16-367
B16367-4EX-OOT-NBI
57
70
INSPECT ION DAT E
JAN 29, 2010
PHOTOS
REM.(2)7-96
OF
Photo 53:
3' long x 2' high x 3" deep spall near base of the northwest wingwall
where it meets up with the corner of the breastwall.
Photo 54:
Up to 4" of standing water collecting between pedestal walls at pier
E.
PAGE
CITY/TOWN
B. I.N.
BOSTON
4EX
BR. DEPT. NO.
8.-ST RUCTURE NO.
B-16-367
B16367-4EX-OOT-NBI
58
Photo 56:
REM.(2}7-00
70
IN SPECTION DATE
JAN 29, 2010
PHOTOS
Photo 55:
OF
Beam 8 Pedestal, Span 15, at Pier Q- Major split and outward
movement of front face of pedestal undermining the bearing.
Beam 8 Bearing, Span 15, at Pier Q- Major loss of bearing area due
to pedestal deterioration.
PAGE
CITY/TOWN
B.I.N.
BOSTON
4EX
BR. DEPT. NO.
S.-STRUCTURE NO.
B-16-367
B 16367-4EX-OOT-N BI
59
Photo 58:
REM_(2)7_00
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
Photo 57:
OF
Beam 9 Pedestal, Span 15, Pier Q- 3/8" wide longit. crack extending
to rear of mas. plate wi hollow sounding concrete at front face.
Beam 10 Pedestal, Span 15, Pier Q- 3/8" wide long it. crack leading to
rear of the mas. pI. wi hollow sounding conc. at front face.
PAGE
CITvrrOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-DOT-NBI
60
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
REM.(2)7-96
OF
Photo 59:
Beam 12 Pedestal, Span 15, Pier Q - 1/4" wide crack extending to
rear of masonry plate.
Photo 60:
Beam 4 Pedestal, Span 16, at Pier Q- 3/16" crack extending beneath
center of masonry plate (typical condition at beams 2 through 7).
PAGE
CITYfTOWN
B. I.N.
BR. DEPT. NO.
8. -STRUCTURE NO.
BOSTON
4EX
B-16-367
B 16367-4EX-DOT-NBI
61
Photo 62:
JAN 29, 2010
REM .(2)7_%
Beam 5 Pedestal, Span 16, at Pier Q- Delaminated concrete at front
of pedestal beneath bearing_
Beam 4 Pedestal, Span 18, at Pier S- 3/8" wide split in pedestal
extending to rear of masonry plate.
70
INSPECTION DATE
PHOTOS
Photo 61:
OF
PAGE
CITyrrOWN
B.I. N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-OOT-NBI
62
70
INS PECTION DATE
JAN 29, 2010
PHOTOS
REM.(2}7·96
OF
Photo 63:
Beam 5 Pedestal, Span 1S, at Pier S- 3/S" split in pedestal extending
beneath rear edge of masonry plate.
Photo 64:
Beam 6 Pedestal, Span 1S, at Pier S- 3/S" split extending beneath
bearing masonry plate.
PAGE
CITY/TOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-OOT-NBI
63
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
REM.(2)7·00
OF
Photo 65:
Beam 11 Pedestal, Span 18, at Pier S- 3/16" crack extending behind
the back edge of the masonry plate.
Photo 66:
Beam 13 Pedestal, Span 18, at Pier S- 3/8" crack extending beneath
bearing masonry plate.
PAGE
CITY/TOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTUR.E NO.
BOSTON
4EX
B·16·367
B16367-4EX-DOT-NBI
64
70
INSPECTION DAT E
JAN 29, 2010
PHOTOS
REM .(2)7·%
OF
Photo 67:
Beam 4 Pedestal, Span 17, at Pier S- 22" long x 12" high x 3" ave.
deep spall extending to front edge of masonry plate.
Photo 68:
Beam 7 Pedestal, Span 10, Pier K- 1/2" split in pedestal leading to
rear of mas. pl. Conc. on front face is loose & delaminated.
PAGE
CITYITOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCT URE NO.
BOSTON
4EX
B-16-367
B16367-4EX-OOT-NBI
65
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
REM .{2 )7-96
OF
Photo 69:
Beam 7 Pedestal, Span 10, at Pier K- Loose conc. to S. of brg. was
lifted out of place revealing fracture plane extending beneath brg.
Photo 70:
Beam 8 Pedestal, Span 10, at Pier K- Major split extending
completely through pedestal wall along the north side of the bearing.
PAGE
CITVfTOWN
B. I.N.
BOSTON
4EX
BR. DEPT NO.
S. -STRUCTURE NO.
B-16-367
B 16367-4EX-OOT-N BI
66
70
INS PECTION DATE
JAN 29, 2010
PHOTOS
REM .(2)7-96
OF
Photo 71:
Beam 11 Pedestal, Span 11 , at Pier K- Up to 3/4" wide split in
pedestal wall with concrete displaced 3/4" east beneath the bearing.
Photo 72:
General view looking south from beam 11 along the front face of t he
Pier K pedestal for span 11 (no signs of distress on front face).
PAGE
CITY/TOWN
B.I.N.
BOSTON
4EX
BR. DEPT. NO.
S. -STRUCTURE NO.
B·16·367
B16367·4EX·DOT·NBI
67
Photo 74:
REM.(2)7-96
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
Photo 73:
OF
Pier R, West face· 1/4" horizontal cracks with rust stains along the
bottom corners with delaminated concrete.
Pier M, West Face, at Beam 12· 6'Iong x 15" high x up to 4" deep
corner spall with exposed rebars.
PAGE
CITY/TOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B 16367-4EX-DOT-N BI
68
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
REM .( 2)7-116
OF
Photo 75:
Pier B, East Face, at South End- 5' wide x 2'-10" high area of surface
delamination wi 20" wide x 4" high x 1 1/2" deep spall.
Photo 76:
Pier D, West Face- Some delaminated concrete detected beneath
post tensioning enclosure on cantilevered arms.
PAG E
CITvrrOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-OOT-N BI
69
70
INS PECTION DATE
JAN 29, 2010
PHOTOS
REM.(2)7-00
OF
Photo 77:
Heavy bird debris atop pier cap, north end of pier U, between beams
13 & 14.
Photo 78:
South Cantilever Beam, Span 17, at Pier R- Moist debris collecting
around beam at hold-down anchor bolts.
PAGE
CITy rrOWN
S.I.N.
SR. DEPT. NO.
8. -STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-OOT-NBI
70
70
INSPECTION DATE
JAN 29, 2010
PHOTOS
REM.(2)7-00
OF
Photo 79:
North Cantilever Beam, Span 14, at Pier P- Section loss to hold down
bolts wi 7/S" remaining diameter.
Photo SO:
3 of 4 anchor bolts backed off base plate at east approach traffic rail,
south rail, 4th post from the east abutment.
Pontis BMS Element Inspection
BDEPT#
B.l.N.
4EX
Item 8
B16367-4EX-DOT-NBI
District
District Bridge
Inspection Eng'r
Inspecting
1
Span Group
Town
Date
B-16-367
Agency
Boston
Team
Douglas J. Consentino
HNTB Corporation
John Carney
Leader
4
Team
Member(s)
EI# Element Name
01129/2010
Benny D'Artista, Michael
Beintum
Units
Env.
Total Q.
%orQ
State I
State 2
State 3
State 4
State 5
2
Sidewalk, Concrete, No Overlay,
Unprotected
ENSF
2
31,895.0
D%
31,895.0
0.0
0.0
0.0
0.0
29
Deck, Steel, Concrete Filled Grid
ENSF
2
100,106.0
D%
0.0
0.0
0.0
100,106.0
0.0
107 Open Girder, Steel, Painted
LF
2
29,500.0
D%
0.0
18,600.0
5,000.0
2,950.0
2,950.0
107 Open Girder, Steel, Painted
LF
3
3,900.0
D%
0.0
2,120.0
860.0
700.0
220.0
205 Column or Pile Extension, Concrete,
Reinforced
EA
3
10.0
D%
0.0
8.0
2.0
0.0
210 Pier Wall, Concrete, Reinforced
LF
3
384.0
D%
155.0
179.0
50.0
0.0
215 Abutment, Concrete, Reinforced
LF
3
200.0
1:8:1%
40.0%
60.0%
0.0%
0.0%
234 Pier Cap, Concrete, Reinforced
LF
3
1,238.0
1:8:1%
50.0%
40.0%
10.0%
0.0%
300 Expansion Joint, Strip Seal
LF
4
1,680.0
D%
0.0
1,680.0
0.0
311 Bearing, Moveable (Roller, Sliding,
etc.)
EA
3
320.0
D%
0.0
320.0
0.0
313 Bearing, Fixed
EA
3
320.0
D%
240.0
80.0
0.0
333 Bridge Railing, Other
LF
2
5,350.0
D%
4,280.0
1,070.0
0.0
Page 1
Pontis BMS Element Inspection
BDEPT#
B.I.N.
4EX
Item 8
B16367-4EX-DOT-NBI
Span Group
Town
District
Date
B-16-367
01129/2010
District Bridge
Inspection Eng'r
Douglas J. Consentino
Inspecting
1
HNTB Corporation
Agency
Boston
Team
Leader
4
John Carney
Team
Member(s)
Benny D'Artista, Michael
Beintum
Units
Env.
Total Q.
%orQ
State I
State 2
State 3
362 Smart Flag, Traffic Impact Damage,
Superstructure
EA
2
1.0
0%
0.0
1.0
0.0
363 Smart Flag, Section Loss
EA
2
1.0
D%
0.0
0.0
1.0
0.0
365 Smart Flag, Soffit (Under Surface),
Stay-In-Place Fonn
EA
2
1.0
0%
0.0
0.0
0.0
0.0
El# Element Name
Page 2
State 4
State 5
1.0
!2-DISl !fIUN.l STRUCTURES INSPECTION FIELD REPORT
04
~
OF 10
PAGE
MASSACHUSETTS HIGHWAY DEPARTMENT
BR. DEPT. NO.
SPECIAL MEMBER INSPECTION
CITYffOWN
S.-STRUCTURE NO.
BOSTON
B16367 -4EX-MDC-NBI
II-Kilo. POINT
90-ROUTINE INSP. DATE
001.979
Jan 30, 2008
07-F ACILlTY CARRIED
MEMORIAL NAMEILOCAL NAME
ST203 MONSGR CASEY
047 CASEY OVERPASS
06-FEATURES INTERSECTED
26-FUNCTIONAL CLASS
COMB WASH ST&AMTK&ORNG
Urban Arterial
43-STRUCTURE TYPE
22-0WNER
21-MAINTAINER
Other State
Other State
WEATHER
TEMP. (air)
302 : Steel Stringer/Girder
107-DECK TYPE
1 : Concrete Cast-in-Place
Cloudy
B-16-367
27-YR BUlLT
93*-SPEC. MEMB. INSP. DA"
Ju127,2009
106-YR REBUILT "'YR REHAB'D (NON 106)
1951
1991
0000
DIST. BRIDGE INSPECTION ENGINEER
TEAM LEADER J. O'Connor
M. Griffin
PROJMGR DCR
TEAM MEMBERS
J. DAVISON
28°C
WEIGHT POSTING
Signs In Place
Actual Posting
(y=Yes,N=No,
NR=NotRequired)
Legibilityl
Visibility
Waived Date:
RATING
Rating Report (YIN)
t 58: 6
0
W
00
Request for Rating or Rerating (YIN):
Date:
PLANS
ww
E
...J
(V.C.R.)
TAPE#:
0
If YES please give priority:
IHIGH (
) MEDIUM (
) LOW {
L I_ _ _ _ _ _
REASON:
Inspection data at time of existing rating
159: 6 160: 6
162: Date :08/01/1977
MEMBER
LOCA110N OF CORROSION, SECTION LOSS (%), CRACKS,
COLLISION DAMAGE, STRESS CONCENTRAl10N, ETC.
CRACK
(YIN):
N
N
Y
4
N
N
See remarks in comments
section.
See remarks in comments
section.
See remarks in comments
section.
INV. RATING OF
MEMBER
Deficiencies
3
3
Not Rated
S-P
3
3
Not Rated
S-A
5
5
22
25
I-58
List of field tests performed:
(Overall Previous Condition)
(Overall Current Condition)
M-P
36
I-59
1-60
1-62
00~D
0000
CATEGORIES OF DEFICIENCIES:
M= Minor Deficiency- '~:I~~e~fn~~ ::s~~ ~i~~~\~ ~~~~~~!~~~~~Itl:;: ~":!'I~~9~.ec~~~dural integrity of Ihe bridGe and could easIly Ill:! repaired. Examples include bul are not limited 10: Spalled concrele. Minor pol
S= Scvere/Maj or Deficiency- ~::::~~1:r:,~~n~~ee~~~S!~rlll~~:~¥~~~~~~:~tl~~~~~~n~n~rgu~~~~~?n~~ ~~:m~:~::~:~~i~~:~~~i~~ t~o~l~m~~~lt~e~~~I~~!~~~~~rod~::~~~~~I~~~~~te. Exposed
C-S= Critical Structural Deficiency _ ~1~~~yC~~rh~ :~~~UI1lI elemenl of 3 bridge thai poses an exfreme unsafe coml~ion due ta Ihe failure or imminenl failure afthe clement whleh will affed Ihc slructul1Il
C-H= Critical Haza rd Deficiency - ~~~~I:~~:U~e~~~~e~!tl~~~~~~~~ ~~~s~~:~~:! ha~~~n~nd:~e~~~~~~ ~~ ~~~:~~riC:nns~j~a~;I~ tl~eaP:!~~~~tt~~t~~;t~m.is~~~rUeri!~~~~~~~:~~:' ~!~~n~~eg~ian of
bridge railing, elc.
URGENCY OF REPAIR:
I "" ImmediateA '" ASAP·
P '" Prioritize-
[Inspector(s) Immediately contact Distrid Bridge Inspection Engineer (DBIE) to report tha Denclency and 10 receive further instruction from himther].
[AdioniRepair should 1m initiated by District Maintenance Enginceror the Responsible Party Of not a State owned bridge) upon receipt of the Inspection Report].
(Shall be prioritized by District Mnintenance Engineer arthe Responsible Party (if nol a State owned bridge) and repairs made when funds and/or manpower is awilable].
X=UNKNOWN
F.C,(I)7-95
N=NOT APPLICABLE
H=HIDDEN/INACCESSIBLE
R=REMOVED
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-MDC-NBI
2
OF
10
INSPECTION DATE
JUL 27, 2009
REMARKS
6.8IP_QLQBLE~J:AILON
Abutment "A" is at the east, The piers are labeled east to west, Piers A to U. Abutment "8" is at the west.
.D_e_~~=- The
south bound roadway has several holes through the deck at the median longitudinal joint, see
photo 6. There is heavy deterioration all along this joint. The south median stringer can be seen from the
top throug h the deck.
!:'-ENERAL~EJ',1I.AR~S
Many of the median stringers have been replaced under the maintenance contract by NEL Corporation and
SPS Corporation, from piers "D" to "S".
SPS Corporation, under the maintenance contract, is making repairs to the median stringers between piers
S to U. They are also repairing spalls and large areas of delamination to the hammerhead piers.
Note: The span above South Street has the south median stringer dropping away from the deck at
location 14, see sketch 2, Framing Plan. The stringer is down 4" at the cantilevered diaphragm. Dave
Lenhardt and Jahan Dehkharghani were notified and SPS Corporation responded and placed timber
shielding below this stringer until a repair can be made.
Note: Pier cap "R" has heavy spalling to the top of the cap westface, north end. See photo 7.
LtEtOL5.!l...:LO-=.Jli.aphra.9lILsLCLQS_s~r.a.IJJ.!ts
The cantilevered diaphragms, below the median, support the median stringers. These diaphragms have
heavy corrosion and section loss. See Sketch 2, Framing Plan and Sketch 1, Section Through Deck,
looking east.
A. Repaired.
B. Repaired.
C. Repaired.
D. Severe corrosion, 100% section loss in web.
F. Severe corrosion, 100% section loss in web.
G. 80th diaphragms under the median stringers have severe corrosion with 100% section loss, 18 in L x 13
in Hand at top 19 in L x5in H.
H. Regular diaphragms over the pier with 100 % section loss.
I. Span between piers C and D, the web has 100% section loss, to north diaphragm, 5 in Lx 13 in H. See
photo 3.
L. Regular diaphragms over the pier with 100 % section loss.
Note: Most of the regular diaphragms at the west abutment have 100% section loss, both first interior bays
at the north and south are the worst.
lti1m_5_9. t5-=-Ml:tdlao_S.tr.tOgeLS
The median stringers have heavy corrosion with 100% section loss due to the leaking longitudinal jOint.
Repairs under the Maintenance Contract have been on going since 2006. Repairs have been made to the
stringers from Pier D to Pier S. The spans between piers C and D still need to be repaired. SPS Corporation
is currently working on the spans between Piers Sand U. The span above South Street has the south
median stringer dropping away from the deck at location 14, see sketch 2, Framing Plan. The stringer is
down 4" at the cantilevered diaphragm. Dave Lenhardt and Jahan Dehkharghani were notified and SPS
Corporation responded and placed timber shielding below this stringer until a repair can be made. For
description of problem areas, see numbered area below. See Sketch 2, Framing Plan, for location of these
REM.(2)7-96
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
80STON
4EX
8-16-367
816367 -4EX-MDC-N81
3
OF
10
INSPECTION DATE
JUL 27, 2009
REMARKS
lt~oL5_9.1 ~M~tdlan_Stringer~_CC_ont'.dl-
areas. The south median stringers have the section loss listed below. The stringers (top flange) appear
to be welded to the bottom of the concrete filled steel grid.
Note: Shielding has been placed below the median stringers from the west side of Pier "S" to Pier "T" This
shielding makes the median stringers inaccessible, see photo 1.
Note: An emergency repair was completed, January 2006, to the span between Piers Nand P. The south
median stringers and cantilevered diaphragms have been removed and replaced with new galvanized
stringers and cantilevered diaphragms due to severe corrosion. An emergency repair was also
completed in October 2006 between piers P and Q. Replacement of median stringers above the Bus Stop
was needed due to the serious condition of the stringers. A Maintenance Contract in June 2007 to replace
some of the median stringers and diaphragms between piers 0 to F. More repairs under the maintenance
contract was completed between Piers F to S in 2008.
1.100% section loss, 1-1f' L x 1-1/2" H.
2. Hole in top of web, 100% section loss, 2 in W x 1 in H.
3. 100% section loss, bottom 1-1/2' Lx 2 in H and at the top, 1-1/2 in W x 1-1/2 in H.
4. 100% section loss, bottom 5" W x 2" H and at the top, 2" W x 2" H.
6.Abovepier"T", east side, 100% section loss to upper web, 2in Lx2 in H. See photo 2.
7. The stringer ends, east, 100% section loss, 17 in Lx 9 in H and at the top, 6 in L x 1 in H. The west end
also has 100% section loss, 23.5 in L x 3.5 in H, and 5 in Lx 5 in H.
8.100% section loss at the top of the web, 4 in Lx 1.5 in H. The bottom of the web, 9 in Lx 2 in H.
9. At diaphragm connection, west end, 100% section loss, two holes, 21 in Lx 2 in Hand 4.5 in Lx 4.5 in
H.
10.
11.
12.
13.
14.
East side of diaphragm, 100% section loss, two holes, 11.5 in Lx 2 in Hand 3.5 in L x 2.5 in H.
The west side of the diaphragm, 100% section loss in web, 28 in Lx 6 in H.
Heavy rusting with 50% section loss to the bottom flange.
At diaphragm connection, 100% section loss to upper web, 9 in Lx 1.5 in H.
Locateded between Piers Sand T. Severe corrosion to stringer end at diaphragm connection, 100%
section loss in web, 4 in L x 4 in H. The bottom flange is distorted and bent down in this area. The
stringer is dropping down from the deck, 4".
23. 100 % section loss in stringer web, 2-1/2' Lx 3 in H.
24. 100 % section loss in stringer web, top=6 in L x 2 in H, bottom= 3'-8" L x 3 in H, see photo 4.
28. 100 % section loss in stringer web, top=4.5 in Lx 3 in H.
29. 100 % section loss in stringer web, 18 in L x 1.5 in H., repai red.
38.
39.
40.
41.
100 %
100 %
100 %
100 %
section
section
section
section
loss
loss
loss
loss
in
in
in
in
both stringers above the diaphragm, top of web.
stringer web, top.
both stringers above the diaphragm, top of web.
both stringers above the diaphragm, top of web.
Ltj;l11LltO~2.-,:J:~ijmLOLaents
IJj;lm_6_0~2A--,,-Hammj;lLI:lj;l_a_dYi EtLS
All of the hammerhead piers have had post tensioning repairs made to them due to structural cracks. These
cracks started at the top center of the pier and traveled down diagonally to the base of the cantilevered
arms. Post tensioning repairs are secure and in good condition. The hammerhead piers have 10 to 20%
delamination. Minor cracks (possible structural cracks) now exist with minor to moderate efflorescence and
ltj;lm_EiQ.2-=-£'.tEtULOLaEtoJs
REM.(2)7-96
PAGE
CITYITOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-MDC-NBI
4
OF
10
INSPECTION DATE
JUL 27, 2009
REMARKS
Item
6_0~2J_=--!:lamm.eLHEta_dJ~ieLs-lkQ!Jt~dl-
some delamination in Piers 0, G, J, K, H, L, Sand U. See photo 5. Some minor deficiencies to the post
tensioning and areas of spalling and delamination;
Pier C has old fire damage from the homeless that were living along the base of the pier. The pier is chard
and soot stained with large areas of delamination that is starting to spall. The west face has
delamination 9' Lx 3-1/2' H.
Pier D the west face has delamination and cracking along the south arm of the pier, 12' Lx 2' H, see photo
5.
Pier F the west face has delamination and rust staining and is starting to spall. The east face has
delamination with cracking and rust staining, 10' L x 3' H.
Pier G has a spall with scaling concrete at the top below the median, 3' Lx l' W x 3" D. A spall to the
column stem with moderate cracking and delamination, 4-1/2' H x 2' W x 3" 0 with exposed rusted rebar.
Pier H has a sealing cap and nut cracked at the south end. The west face is starting to spall, 4' W x 4' H.
The south face has moderate cracking and delamination. The east face has moderate cracking,
delamination and rust staining.
Pier J had spalling to the cantilevered arms that has been repaired. The west face has moderate cracking
with delamination.
Pier K has delamination to the stem, west face 6' L x 3' H with cracking. The east face is 4' Lx 2' H.
Pier L has spalling to the stem, south face 6' H x 3' W x 2-1/2" 0 with exposed rusted rebar and surrounding
delamination.
Pier 5 has a cracked nut and three sealing caps cracked at the south end.
Pier T is missing a sealing cap at the south. Minor spalling to the stem with surrounding delamination to the
east face. The north face has delamination to the stem with spalling/ deteriorated concrete, 3' W x 2' H x 11/2" 0 with exposed rusted rebar.
Concrete repairs to the hammerhead piers and to piers B, M and N are on going, SPS Corporation is
making the re pairs.
S.k.Ettc.bJ~b~lo_L_O-!l
Sketch 1:
Sketch 2:
Photo 1 :
Photo 2 :
Photo 3:
Photo 4:
Photo 5:
Photo 6:
Photo 7:
REM.(2)7·gp
Section Through Bridge Deck
Framing Plan
Screening below median stringers and diaphragms Pier S to Pier T.
Location 6, median stringer above pier T, east side. Heavy corrosion with 100% section loss.
West side has been repaired.
Cantilevered diaphragm with 100% section loss at location I in span between piers C and D.
Location 24 between piers C and 0 with 100% section loss to the median stringer web, top and
bottom.
Pier" 0" west face of hammer head pier.
The south bound roadway has several holes through the deck at the median longitudinal joint.
Heavy spalling to top of pier cap "R" west face, north end.
PAGE
CITY/TOWN
B.LN.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-MDC-NBI
JUL 27,2009
J~".!, .... ,.,,~, O<:'.c~""""'-"'·'-"~
~L'" __ ,;.~"~<:l:.'i_,:':-C:' ""'~?::!::."!.._ ...
_
-,.ui,~{:::~---'
"-,'t'::
.',:;,> c.'''}'·-,"",,' .'·.~"O'C"'·
"' .!ii"~"' :.~ -', ",,,;" :J~ ""oC'~~ """~~. ~.: )!;"\~·~;t:jit.ci- :;;;'
='t]W
~1
•
•":L
.
r mm"1 ID1Eru . . ffi
__
Median StringerS-
Y
r:-----::L
E~stlng
W12x65
-j'
~'~l
r~'lj?.
....
,
Typical Section Thru Superelevated Roadway
Existing Bridge (Looking East)
Sketch 1:
REM.(2)7-96
Section Through Bridge Deck
OF
INSPECTION DATE
SKETCHES
___ ...:-":
5
.
>.
. .".':;,:. .
10
PAGE
CITY/TOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-MDC-NBI
JUL 27, 2009
Entrance to court parking
area from Arborway.
damage
W~hlnltt~n
b
u
t
m
•n
li~,
:!='.:__,e,
St.
U;
:z
,_
-'
:r
'J
1-
I::l.:....--:r.=..:::::::
A
F
H
I-
"
<
"
'w
J
K
W.... Wn!Cton St.
!
Bus Stop
'"
'£
f
~
~
G
Ie:
t
L
MBTAStation
::2
1 l-=
'£
L
M
N
p
i,---f--:::::-Fascia Girder
HellVY _pa1Ilng h,p of plo~
c ..p aroW1<1 n"rth bc. .... tna;::.
The spans bet\\.'cen piers D and S
has had the south median
stringers and some of
cantilevered diaphragms replaced
under the maintenance contract
in 2006 to 2008.
'M
~.~
~ __ " _ ' T
- ~
--;J
/!::. _
.)..1
/..,"11-
-":t ?Y
ufJ!1
,
Two Column Bents
~
Netting
!lUiU
Framina Plan
Sketch 2:
REM.(2)7-!l6
Framing Plan
Stringers
!
Hammer Head Piers with Post Tensioning - Piers "e" to "L" and Piers "S" to "U"
Stringers Under Median W12x65
--------------.--.-First Interior Stringers W12x53
--------------.----Collision Damage
X X
iD
OF
INSPECTION DATE
SKETCHES
Collision
6
Not To Scale
10
PAGE
CITyrrOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B·16·367
B16367·4EX·MDC·NBI
7
10
INS PECTION DATE
JUL 27,2009
PHOTOS
REM .(2}l-96
OF
Photo 1:
Screening below median stringers and diaphragms Pier S to Pier T.
Photo 2:
Location 6, median stringer above pier T, east side. Heavy corrosion
with 100% section loss. West side has been repaired .
PAGE
CITY/TOWN
B.I. N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-MDC-NBI
8
10
INSPECTION DATE
JUL 27, 2009
PHOTOS
REM .(2)7-00
OF
Photo 3:
Cantilevered diaphragm with 100% section loss at location I in span
between piers C and D_
Photo 4 :
Location 24 between piers C and D with 100% section loss to the
median stringer web, top and bottom _
PAGE
CITVfTOWN
B. IN
BR. DEPT. NO.
S. -STRUCTU RE NO.
BOSTON
4EX
B-16-367
B16367-4EX-MOC-NBI
9
10
INSPECTI ON DAT E
JUL 27, 2009
PHOTOS
REM.(2)7-96
OF
Photo 5:
Pier "0" west face of hammer head pier.
Photo 6:
The south bound roadway has several holes through the deck at the
median longitudinal joint.
PAGE
CITY/TOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B·16·367
B16367·4EX·MDC·NBI
PHOTOS
Photo 7:
REM_ (2)7~96
Heavy spalling to top of pier cap "R" west face, north end.
10
OF
10
INS PECTION DATE
JUL 27, 2009
PAGE
MASSACHUSETTS HIGHWAY DEPARTMENT
!2-DISl !JB.I.N.l STRUCTURES INSPECTION FIELD REPORT
04
~
BR. DEPT. NO.
ROUTINE & SPECIAL MEMBER INSPECTION
S.-STRUCTURE NO.
CITYffOWN
BOSTON
II-Kilo. POINT
B16367 -4EX-MDC-NBI
07-FACILITY CARRIED
MEMORlAL NAMEILOCAL NAME
ST203 MONSGR CASEY
047 CASEY OVERPASS
06-FEATURES INTERSECTED
26-FUNCTIONAL CLASS
COMB WASHST&AMTK&ORNG
Urban Arterial
22-0WNER
21-MAINTAINER
Other State
Other State
WEATHER
TEMP. (air)
302 : Steel Stringer/Girder
107-DECK TYPE
1 : Concrete Cast-in-Place
0
Rain
B-16-367
41-STATUS
90-ROUTINE INSP. DATE
001.979
R:POSTED
27-YRBUILT
106-YRREBUILT YRREHAB'D(NONI06)
1951
JAN 30, 2008
1991
DIST. BRIDGE INSPECTION ENGINEER
43·STRUCTURE TYPE
OF 19
1
TEAM LEADER J. O'Connor
0000
M. Griffin
PROJMGR nCR
TEAM MEMBERS
J. DAVISON
8°C
DEF
5
M-P
H
Sop
3
forms
7
4.Curbs
Sop
5.Median
6.Sidewalks
N
11.Lighting Standards
4
SoP
4
Sop
4
SoP
N
N
N
N
12.Utilities
N
CURB REVEAL
(In millimeters)
1
203
S
1
I «< I
APPROACHES
DEF
a. Appr. pavement condition
5
M-P
b. Appr. Roadway Settlement
5
M-P
c. Appr. Sidewalk Settlement
6
M-P
d.
(Attached to bridge)
(YIN)
I
c. Condition of Signs
1'------------------"-----'
COLLISION DAMAGE:
Please explain
Moderate ( X) Severe (
N
LOAD DEFLECTION:
0
None (
DEF
t~~~~~~=====tjNt=1
x
None
N
OVERHEAD SIGNS
IYear Painted
_:
§
) Minor (
X)
LOAD VIBRATION:
None (
) Minor (
Severe (
Please explain
) Severe (
X ) Moderate (
SCOUR: Please explain
~~~~~~~~~~~~~--~~~LN_O_ne_(~X~)_M_in_Or~(-==)=M~Od_e_ra_te~(__~)S_e_~_re~(==~
0
Any Fracture Critical Member: (YIN)
Any Cracks:
(YIN)
~
~
/·60 (Dive Report):
0
N
X=UNKNOWN
0
5
N
93B-UIW (DIVE) Insp
RTN(1)7·96
1·60 (This Report):
N=NOT APPLICABLE
H=HIDDENIINACCESSIBLE
00/00/00
R=REMOVED
I
PAGE
80STON
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
4EX
8-16-367
816367 -4EX-MDC-N81
OF 19
2
INSPECTION DATE
I,jH@ltl TRAFFIC.,IiLr,Cl
JAN 30, 2008
(YINIP)
ACCESSIBILITY
CHANNEL &
CHANNEL PROTECTION
Not Applicable ~
~N L!!J
~N 1'NS2 11S"N°"
L!!J
1
Recommended Posting ~ [3!J 12510
Waived Date: 1 00100100
1EJDMT Date: 1 00100100
Actual Posting
Signs In Place
(y=Yes,N=No,
NR=NotRequired)
TOTAL HOURS
LegibilityJ
Visibility
PLANS
Not ApplicablE ~
Actual Field Measurement
STREAM FLOW VELOCITY:
Tidal (
) High (
) Moderate (
ITEM 61 (Dive Report):
~
)low(
(YIN):
~
TAPE#:
ITEM 61 (This Report)
00100100
93b-UIW INSP. DATE:I
Rating Report (YIN)
(V.C.R.)
Posted Clearance
) None(
(YIN):
G
I
List offield tests performed:
NR=NotRequired)
i
(To be filled out by DBIE)
~
Request for Rating or Rerating (YIN):
Date: -,:.0:..:4/:..:1::;.9/..:.c19::,:7..:.9-----,J1
Inspection data at time of existing rating
158: - 159: - 160: Date :01102/1979
LI
Signs In Place
(y=Yes,N=No,
If YES lease ive riori
0
HIGH (
) MEDIUM (
REASON:
CONDITION RATING GUIDE
CODE
C
2
c
CONDITION
DEFECTS
CRITICAL
"
vertical or horizontal movement affecting structure
light service.
"IMMINENT' FAILURE
o
FAilED
DEFICIENCY REPORTING GUIDE
action,
CATEGORIES OF DEFICIENCIES:
J\Il= Minor Deficiency- '~:I~~.I1~~~~ ;~;:: :;;i~~~I~ ~~~~~....~!eun~r:~I~~~~~~i~~~~~~~ ~~~c\ural integrity of the bridge and could easily be repaired. Examples include bul are not limited 10: Spa lied concrete, Minor pot
S= Severe/MaJ" or Deficiency- )Deficiencies whIch lire more extensive in nulure and need more planning and effort 10 repair. ~amples Include but ure not limited 10: Moderule to majordelerioralion In concrete, Exposed
~nd corroded rebars, Consldernblo settlement. Considerable scouring or undermining. Moderate to extensive corrosion to Slruclural Sleel with measuroble loss of sedioo. elc.
c-s= Critical Structural Deficiency _ ~I~~~~yl!~frh~ ~~~~ural elemCllI of a bridge thai poses an extreme unsafe condilion due 10 the failum or imminent failure of the elemenl which will affect the structural
CRH= Critical Hazard Deficiency-
A deficiency in a componenl or clement of a bridge IMt poses an extreme hazard or unsafe condilion to the public. but does nol impair the structural integrity of the bridge.
El<;lmples include but are not limited to: Loose concrete hanging down over traffic or pedestrians, A hole In II sidewalk that may cause injuries 10 pedestrians. Missing section of
bridge railing, elc.
URGENCY OF REPAIR:
I'" Immediate-
(Inspector(s) immediately contact Dislrlct Bridge Inspection Engineer (DBIE) to report the Deficiency and 10 receive further instruction from hirnlher].
A = ASAP-
(Actian/Rcpalrshould be Initialed by Olstrict Maintenance Engineeror the Responsible Party
P "" Prioritize-
(Shall be prioritized by Dlslrict Maintenance Engineerorlhc Responsible Party (if not a Slate owned bridge) and repairs madewhcn funds andlor manpower is available].
RTB(2)04-07
Of not a State owned bridge) upon receipt of the
Inspection Report].
PAGE
MASSACHUSETTS HIGHWAY DEPARTMENT
2 OIS1
1 -
04
1
jBJ.N.l
STRUCTURES INSPECTION FIELD REPORT
~
8,-STRUCTURE NO.
BOSTON
B16367 -4EX-MDC-NBI
07-FACILITY CARRIED
B-16-367
II-Kilo. POINT
90·ROUTINE INSP. DATE
001.979
Jan 30, 2008
MEMORIAL NAMEILOCAL NAME
27-YRBUILT
ST203 MONSGR CASEY
047 CASEY OVERPASS
06·FEATURES INTERSECTED
26-FUNCTIONAL CLASS
COMB WASH ST&AMTK&ORNG
Urban Arterial
43·STRUCTURE TYPE
22-0WNER
21-MAINTAINER
l07-DECK TYPE
WEATHER
TEMP. (air)
1 : Concrete Cast-in-Place
Rain
Other State
302 : Steel Stringer/Girder
WEIGHT POSTING
Actual Posting
~~
Recommended Posting
[!!] ~
Other State
1991
0000
RATING
M. Griffin
PRQJMGR DCR
TEAM LEADER
TEAM MEMBERS
8°C
Signs In Place
(y=Yes,N=No,
NR=NotRequired)
Legibilityl
Visibility
Waived Date:
Jan 30, 2008
I06-YRREBUILT "'YR REHAB'D (NON 106)
1951
J. DAVISON
At brid e
3
93*-SPEC.l\.1EMB. INSP. DA'
DIST. BRIDGE INSPECTION ENGINEER
Not
H
Advance
881881
0
PLANS
(V.C.R.)
(Y/N):0
TAPE#:
If YES please give priority:
Rating Report (YIN)
~
159: _
160: _
IHIGH (
Request for Rating or Rerating (YIN):
Date: LI_-,04.:../_1.:..9/..:.1.:..97:...9,---"
REASON:
Inspection data at time of eXisting rating
158: _
BR.DEPT.
ROUTINE & SPECIAL MEMBER INSPECTION
CITYfTOWN
OF 19
3
(YIN):
N
N
I
LOCATION OF CORROSION, SECTION LOSS (%). CRACKS,
COLLISION DAMAGE, STRESS CONCENTRATION, ETC.
CRACK
Piers
) lOW (
Date :01/0211979
162: _
Y
) MEDIUM (
4
See remarks in comments
section.
See remarks in comments
section.
See remarks in comments
section.
INV. RATING OF
MEMBER
Deficiencies
3
3
Not Rated
S-A
3
3
Not Rated
S-A
5
5
22
25
I-58
List of field tests performed:
(Overall Previous Condition)
(Overall Current Condition)
M-P
36
I-59
1-60
1-62
00~D
0000
CATEGORIES OF DEFICIENCIES:
M= Minor Deficiency- '~:I~~.e~~~~ ::s~~ ~l~~~:~~f~~~~'!~~~~."br~;:~ ~r:i~~g~.ee~~~durnllntegriIY of tile hridge and could easily be repaired. Examples Include but are not limiled to: Spa lied concrete, Minar pot
S= SevcrcfMa j or Deficicncy- ~~~:=~~:r:.~:n:eer::I~s!~~tll~r:::~~.~~g~~:~~I~~~~~an~n~rgu~~~~~?n~~ ~~:~';~:~;;:~~i~~:~~i~~ I~O~t~~~~:~~~t~~!~s~~~;ed~;:~~~~O~i~~~~c~ete, Exposed
C-S= Critical Structural Deficiency _ ~t~~~~e~nh~ ~~t;;!~Ural element of II bridge thai poses ~n extreme unsafe eond~ion due to the failure or Imminent failure of the element which will affect the structurnl
C-H= Critical Hazard Deficiency-
A deficiency In a component or element of a bridge that poses an extreme hazard or unsafe eondnion to the public, but docs not impair the structurallnlegrtly of the blidgc.
Exumplcs InclUde bul ~rc nol limite{! to: loose concrete hanging down over trnffic or pedestrians, A hole in ~ sidewalk that may cause Injuries to pedestrians. Missing section of
bridge railing. elo.
URGENCY OF REPAIR:
I = Immediate-
[Inspector(s) immlldiutely contact District Bridgo Inspection Engineer (DBIE) to report the Deficiency and to receive further instruction from himiherJ.
A = ASAP-
[ActiorJiRepair shouki be initiated by District Maintenance Engineeror the Responsible Party (if not II State owned bridge) upon receipt olthe Inspectkln Report].
P = Prioritize-
[Shall be prioritized by O',strict Malnten3llce Engineer or the Responsible Party (of not II State owned bl'ldge) and repairs made when funds andlor manpower is awilable).
X=UNKNOWN
F.C.{1)7·95
N=NOT APPLICABLE
H=HIDDEN/INACCESSIBLE
R=REMOVED
PAGE
CITYITOWN
B.I.N.
SR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-MDC-NBI
4
OF
19
INSPECTION DATE
JAN 30, 2008
REMARKS
BRlDJ:~E_QRIENTATION
Abutment "A" is at the east, The piers are labeled east to west, Piers A to U. Abutment "B" is at the west.
(tEJ'LEML_REJ\lI~B.J~S
Some median stringers have been replaced between Piers "0" and "F" by the maintenance contractor, SPS.
ITEM 58 - DECK
Ltem 5J1.1 -lI\l..e_aring_surface
The concrete wearing surface has moderate concrete patching throughout. The outbound roadway at the
east end has moderate transverse cracking on both sides of the deck joints above the piers. Outbound
roadway has several potholes;
between piers Land M, 2' L x 3' W x 3" 0, with the concrete patch breaking up.
Between Piers Q and P a recent concrete patch has cracking at the west end.
Between Piers Rand Q a spall! pothole to a recent concrete patch with wire mesh exposed.
The inbound roadway at the east end has moderate transverse cracking on both sides of the deck joints
above the piers. Some minor potholes! spalls between Piers P to T.
Itilm_5_8...3--,,-S_tayJ.n..pJ.ac_eJ_orms
The stay in place forms is very thin steel that has 100% section loss throughout. The deck is concrete filled
steel grating. The bottom of the steel ribs of the grating is exposed with heavy rusting where the stay in
place forms have failed.
tt~IJL5_8~5 - MjtdJan
The longitudinal joint is leaking water below causing severe corrosion (100% section loss) to the median
stringers, see item 59-15 Median Stringers and the cantilevered diaphragms, see 59-10. The west
approach median has a concrete spall around the electrical box, 11' Lx 1-1!2' W x 2' H x 3" 0, with the
electrical cover plate missing. The east approach median above the abutment joint has scaling concrete, 7'
Lx 1-1!2' Wx1-1!2" 0 and another location at the easterly end, 20' L x1-1!2' Wx 2" O.
It~m_5_8_.I..:,J~.aI.<!p-«tts
The concrete along the top flange of the fascia girders has random horizontal cracking with some areas
spalled. This cracking is delaminated with some removed during the inspection as was done in 2006.
IJem_5_8~8-'"-Rail1ng
ST-2 with pickets, the paint is peeling and chipping.
It~m_5Jt.j_0_,,-DrainaglLSy-s_te_m
Most of the drains are plugged. The steel downspouts are heavily rusted. The approach sidewalks have
heavy puddling blocking the sidewalk at the northeast, southeast and southwest. The puddles are
approximately 110' Lx 8' Wx 2" 0 and are not draining.
tt~m_!i8..:lL,,-Ligbting_SjaRd_aIds
There are two lighting standards missing in the median, one above pier "L" and the other above pier "Q".
REM.(2)7-95
PAGE
CITYfTOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-MDC-NBI
5
OF
19
INSPECTION DATE
JAN 30, 2008
REMARKS
IJeJ)L5_8~:L3-=-Qe_cJLJ_ojnt~
The deck joints have moderate to heavy cracking around all the joints. Moderate road debris inside some of
the joints. The joi nt above pier "u" outbound has half of the joint elevated with some of the joint fi lIer
dropping, the rubber seal is torn at the north end. This joint is leaking with water pouring through onto the
stringer ends and the pier. The longitudinal joint is leaking throughout causing severe section loss to the
median stringers and median cantilevered diaphragms.
AppI:Qakb.l:1.s_CI - ApPL-pavemenCc_o_RdJtlQtl
The approaches have moderate cracking of the bituminous concrete. The approaches have moderate
cracking with rutting and has settlement at the southwest and northwest.
Approache~
- Appr. Ro-,~_dway_S~Jtlement
See Appoach Pavement Condition.
App.I:Qa_c_bj!_s_c - Appj~$..iliewCllL&tttle_tlumt
The approach sidewalks have heavy puddling blocking the sidewalk at the northeast, southeast and
southwest. The puddles are approximately 110' Lx 8' W x 2" D and are not draining.
Ufl.IIL5_!!..1 - SJringeLs
The steel stringers below the deck joints have random moderate to heavy rusting. See 59-15 Median
Stringers for locations of 100% section loss, these stringers are in serious condition due to the leaking
longitudinal joint. See sketch 1, Section Through Deck and sketch 3 Framing Plan.
Itfl.tlL5Jl..~-=-qll:d.l:1.l:s
The steel girders has areas of moderate rusting. The north and south fascia girders have moderate collision
damage to the bottom flange between piers Band C across from the court house at the Arborway
turnaround .
.lt~!IL5_!!..7
- Conn Plt's-o---Gus.-S_ets_~ AngLe_s
Heavy rusting below the median to all steel members due to the leaking longitudinal joint.
tt.l:1.tlL5_!!..1L.,,_C_OJLeIYlatfl.S
The cover plates have tack welds all along the cover plate and bottom flange of the steel stringers, the
nose area has a continuous weld.
U.l:1.m_!i!!.J_O-=-ULaphr.agms
The cantilevered diaphragms below the median support the median stringers, these diaphragms have
heavy corrosion and section loss. See Sketch 3, Framing Plan and Sketch 1, Section Through Deck,
looking east.
A. This diaphragm was removed due to severe corrosion and 100% section loss.
B. This diaphragm was removed due to severe corrosion and 100% section loss.
C. This diaphragm was removed due to severe corrosion and 100% section loss.
D. Severe corrosion, 100% section loss in web.
E. Severe corrosion, 100% section loss in web.
F. Severe corrosion, 100% section loss in web.
REM.(2)7-96
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
80STON
4EX
8-16-367
816367 -4EX-MDC-N81
6
OF
19
INSPECTION DATE
JAN 30, 2008
REMARKS
G. Both diaphragms under the median stringers have severe corrosion with 100% section loss, 18 in L x 13
in H and at top 19 in L x 5 in H.
H. Regular diaphragms over the pier with 100 % section loss.
/. The web has 100% section loss, to north diaphragm, 2.5 in Lx 12 in H.
J. The web has 100% section loss, 12 in Lx 2 in H. Replaced
L. Regular diaphragms over the pier with 100 % section loss.
M. Severe corrosion, 100% section loss in lower web, 6" Lx 1-1/4" H.
N. Severe corrosion, 100% section loss in web, at stringer locations 44 and 45. The section loss to the
lower web is 6" Lx 1-1/4" H.
F1 This the location of the median stringer see sketch 3, diaphragm has 100% section loss.
ttf1.IIL!i9~_t!
- RivQ.ls_&..!3oltJ>
Heavy rusting below the median to all steel members due to the leaking longitudinal joint.
ttf1.mJjjLt2~1IlLe./.f::lJ>
The cover plates have tack welds all along the cover plate and bottom flange of the steel stringers, the
nose area has a continuous weld. Areas of moderate to heavy rusting.
Item 59.13 - Member AlignmeJ)!
The median steel stringers and cantilevered diaphragms have some settlement away from the concrete
filled deck, some distortion at locations of severe corrosion and section loss to median stringers.
ltf1.IIL5_9..j_5-=--M~_djaILSJrl!lgf1.(s
The median stringers have heavy corrosion with 100% section loss due to the leaking longitudinal joint. For
description of problem areas, see numbered area below. See Sketch 3 for location of these areas. The
south median stringers have the section loss listed below. Some of the median stringers are dropping down
from the deck. The stringers appear to be welded to the bottom of the concrete filled steel grid.
Note: Shielding has been placed below the median stringers from the West abutment to the west side of
Pier "S". This shielding makes the median stringers inaccessible (Visual only). Temporary support has been
added to the concrete median above the median stringers which were removed due to their serious
condition, see Sketch 2 and see photos 1 and 2. Some stringers have been removed.
Note: An emergency repair was completed, January 2006, to the span between Piers Nand P. The south
median stringers and cantilevered diaphragms have been removed and replaced with new galvanized
stringers and cantilevered diaphragms due to severe corrosion. An emergency repai r was also
completed in October 2006 between piers P and Q. Replacement of median stringers above the Bus Stop
was needed due to the serious condition of the stringers. A Maintenance Contract in June 2007 to replace
some of the median stringers and diaphragms between piers D to F.
F1. 100 % section loss in stringer web, 2-1/2" W x 4" H.
G1. 100 % section loss in stringer web, 7-1/2" W x 2-1/2" H.
M1.100 % section loss in stringer web, 5" W x 1/2" H.
M2 Heavy corrosion small hole top of web.
M3.100 % section loss in stringer web, 12" W x 8" H.
M4. Both stringer ends above the cantilevered diaphragm, east= 16" W x 8" H see photo 10, west= 55" W x
9" H see ph oto 11 .
M5. Heavy corrosion with 100% section loss with numerous small holes in web.
N1. 100 % section loss in stringer web, 12" W x 1-1/2" H.
N2. 100 % section loss in stringer web, top= 9" W x 1" Hand bottom= 17" W x 2" H.
6. Above pier "T", east side, 100% section loss to upper web, 2 in Lx 2 in H. See photo 3.
REM.(2J7-%
PAGE
CITYITOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-MDC-NBI
7
OF
19
INSPECTION DATE
JAN 30, 2008
REMARKS
7. The stringer ends, east, 100% section loss, 17 in Lx 9 in H and at the top, 6 in L x 1 in H. The west end
also has 100% section loss, 23.5 in L x 3.5 in H, and 5 in Lx 5 in H.
8. 100% section loss at the top of the web, 4 in Lx 1.5 in H. The bottom of the web, 9 in Lx 2 in H.
9. At diaphragm connection, west end, 100% section loss, two holes, 21 in Lx 2 in Hand 4.5 in Lx 4.5 in
H.
10.
11.
12.
13.
14.
East side of diaphragm, 100% section loss, two holes, 11.5 in L x 2 in Hand 3.5 in Lx 2.5 in H.
The west side of the diaphragm, 100% section loss in web, 28 in Lx 6 in H.
Heavy rusting with 50% section loss to the bottom flange.
At diaphragm connection, 100% section loss to upper web, 9 in Lx 1.5 in H.
Severe corrosion to stringer end at diaphragm connection, 100% section loss in web, 4 in Lx 4 in H.
The bottom flange is distorted and bent down in this area. Some separation between the top flange
and the deck.
15. Between piers" Hand J", at diaphragm connection, 100% section loss, two holes, 6 in W x 5 in H, 4 in
W x 1 in H, with several holes along the lower web. See photo 4.
15a. 100% section loss, two holes, 9 in W x 4 in H at top of web and 9 in W x 3 in H at bottom of web. See
photo 4.
16. 100% section loss in stringer web, 8 in L x 7 in H.
17. 100% section loss in stringer web, 12 in W x 8 % in H. See photo 5.
18. 100% section loss in stringer web.
19. 100% section loss in stringer web, heavy corrosion.
20.100 % section loss in stringer web, 13 in Wx 9 in H. See photo 6.
23. 100 % section loss in stringer web, 26 in Lx 2.5 in H.
24.100 % section loss in stringer web, top=5 in L x 1 in H, bottom= 16 in Lx 1 in H.
25. 100 % section loss in stringer web, top=6 in L x 2 in H.
26. 100 % section loss in stringer web, top=5 in L x 3 in H, bottom= 14 in Lx 2 in H.
27.100 % section loss in stringer web, top=4 % in Lx 2 % in H.
28. 100 % section loss in stringer web, top=4.5 in Lx 3 in H.
29.100 % section loss in stringer web, 18 in Lx 1.5 in H.
30. 100 % section loss in stringer web, top = 6 in Lx 2 in H, bottom = 4 in Lx 1 in H. See photo 6.
31.100 % section loss in stringer web, top=7 in L x4 in H.
32. 100 % section loss in stringer web, bottom=5 in Lx 2-1/2 in H.
33. 100 % section loss in stringer web, 8 in L x 7 in H.
34. 100 % section loss in stringer web.
36.100 %
37. 100 %
38. 100 %
39. 100 %
40. 100 %
41. 100 %
42. 100 %
43. 100 %
44. 100 %
section loss
section loss
section loss
section loss
section loss
section loss
section loss
section loss
section loss
in stringer web, 8" W x7-1/2" H.
in stringer web at the top, 5-1/2" W x 1-1/2" H.
in both stringers above the diaphragm, top of web.
in stringer web, top.
in both stringers above the diaphragm, top of web.
in both stringers above the diaphragm, top of web.
in stringer, top of web.
in stringer, top of web.
in stringer web, 8 in W x 7 in H. See photo 7.
52. 100 %
53.100 %
54.100 %
55. 100 %
56. 100 %
section
section
section
section
section
in
in
in
in
in
REM.(2)7.95
loss
loss
loss
loss
loss
stringer web, 9 in W x 8 in H.
stringer lower web, 31 in Wx 2 in H.
stringer lower web, 31 in Wx 2 % in H.
stringer web, top=3 in L x 2 in H, bottom= 15 in L x 2 in H.
stringer web.
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-MDC-NBI
8
OF
19
INSPECTION DATE
JAN 30, 2008
REMARKS
57. 100 % section loss in stringer web.
S.up_eJ:.s.tr.u.cJM,"-e~_Qlllsi Q!Lt~,'-oj~s
The north and south fascia girders have moderate collision damage to the bottom flange between piers B
and C across from the court house at the Arborway turnaround.
ltE!.OLIiO~j
- AI:U!tme nts
ltem~6jti.c____B-'LcJsy,[al'-s
The east backwall at Abutment "A" at the north end has a spall in the first bay, 3' Lx 1-1/2' H x 3" D. The
backwalls have random vertical cracks.
Item 6.0.1.d_o.J3rE!.ctstwalls
The west breastwall at Abutment "B", north end, spall at base, 2-1/2' Lx 2' H x 3" D.
ltenL6.0~.:Le
- Wlngl!!l.a.tts
The northwest wing, concrete base, is spalled with the brick work breaking apart. The spall is 2-1/2' Lx 26"
H x 4" D with the granite out at the base of the brick work, 40" Lx 8" H x 6" D. The southwest wing has
spalling along the top of the concrete base, 9' Lx 20" H x 3" D. The brick work has some minor random
verti cal cracks.
IiE!.OL60~.2..oEleJJLQx.B_e.DJs
lte.OL6.0~.2,.b
- CaRS
The concrete caps and columns at Piers M, N, P, Q and R have horizontal cracks some as wide as 3/8" with
rust staining and delamination. Both caps and columns have areas of delamination ranging from 10 to 20%.
Pier M- The west face has a spall at the bottom of the cap, 15' Lx 8" HIW x 3" D with exposed rusted rebar.
The east face has cracking (3/8") with rust staining and delamination.
Pier N- The west and east faces has horizontal cracking to the bottom of the cap with rust staining and
delamination.
Pier P- The west face north end has moderate cracking with rust staining. The bottom of the cap has
horizontal cracks with delamination and rust staining. The south column west face has a spall that has been
repaired.
The east face, bottom of the cap, horizontal cracks with delamination and rust staining. A minor spall at the
north end.
Pier Q- The east face, bottom of the cap, spall 6' Lx 8" H x 2-1/2" D with cracking and rust staining.
Pier R- The west face atthe north end is spalled, 4' Lx l' H x 3-1/2" D with exposed rusted rebar. The north
nose has mode rate to heavy cracking.
IJeJJL6_o.2 ..c...:..G.oJJlmn_S
The concrete caps and columns at Piers M, N, P, Q and R have horizontal cracks some as wide as 3/8" with
rust staining and delamination. Both caps and columns have areas of delamination ranging from 10 to 20%.
Pier P- The west face north end has moderate cracking with rust staining. The bottom of the cap has
horizontal cracks with delamination and rust staining. The south column west face has a spall that has been
repaired.
lteJJL6_o.2...d.::J:>iE!.lW.alls
Pierwalls A and B have some random vertical cracks with delamination.
REM.(2J7-96
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
8.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-MDC-NBI
9
OF
19
INSPECTION DATE
JAN 30, 2008
REMARKS
ttarn_6_Q,2.•i.. ,:Jiamm..eJ..bsta..(U~.i..e..r..s
All of the hammerhead piers have had post tensioning repairs made to them due to structural cracks. These
cracks started at the top center of the pier and traveled down diagonally to the base of the cantilevered
arms. Post tensioning repairs are secure and in good condition. The hammerhead piers have 10 to 20%
delamination. Minor cracks (possible structural cracks) now exist with minor to moderate efflorescence and
some delamination in Piers D, G, J, K, H, L, Sand U. See photos 8 and 9. Some minor deficiencies to the
post tensioning and areas of spalling and delamination;
Pier C has old fire damage from the homeless that were living along the base of the pier. The pier is chard
and soot stained with large areas of delamination that is starting to spall. The west face has
delamination 9' Lx 3-1/2' H.
Pier D the west face has delamination and cracking along the south arm of the pier, 12' Lx 2' H.
Pier F the west face has delamination and rust staining and is starting to spall. The east face has
delamination with cracking and rust staining, 10' Lx 3' H.
Pier G has a spall with scaling concrete at the top below the median, 3' Lx l' W x 3" D. A spall to the
column stem with moderate cracking and delamination, 4-1/2' H x 2' W x 3" D with exposed rusted rebar.
Pier H has a sealing cap and nut cracked at the south end. The west face is starting to spall, 4' W x 4' H.
The south face has moderate cracking and delamination. The east face has moderate cracking,
delamination and rust staining.
Pier J had spalling to the cantilevered arms that has been repaired. The west face has moderate cracking
with delamination.
Pier K has delamination to the stem, west face 6' L x 3' H with cracking. The east face is 4' Lx 2' H.
Pier S has a cracked nut and three sealing caps cracked at the south end.
Pier T is missing a sealing cap at the south. Minor spalling to the stem with surrounding delamination to the
east face.
ltarn_3Jia.."-ar:.ldgILRaiUng
Steel pipe rail (1) on reinforced concrete base, non standard. The paint is fading with some peeling and
chipping paint. The concrete base has random vertical cracking. The north rail has collision damage to two
sections above the span between piers C and D. The steel pipe rail is missing at this location with one post
broken away with spalling concrete, 3' L x 10" W x 4" D.
It.e..rn_3_Eib__....Tr.ao..sJJiJ!.IJ..S
The steel pipe rail (1) on reinforced concrete base continues past the bridge spans, non standard.
Jj:.e..rn_3_6_c~RP..r..QaJ:1LG_I.!..ar_d..r..aiJ
The steel pipe rail (1) on reinforced concrete base continues past the bridge spans, non standard.
Jj:arn_3_6_d...:..~RP..r..QaJ:JLG_uard..r:aJLE. O..d..s
The steel pipe rail (1) on reinforced concrete base continues past the bridge spans, non standard. The
collapsible attenuator at the northeast, inbound, has heavy collision damage.
5..l!:atJ:..bLeb..Qt.(LLp..Q
Sketch 1:
Sketch 2:
Sketch 3:
Photo 1 :
Photo 2 :
REM.(2)7-96
Section Through Bridge Deck
Temporary Median Support
Framing Plan
Screening below the median stringers and diaphragms from abutment B to Pier S. These
members are inaccessible.
Galvanized diaphragm with support column to the median. There are five of these repair
supports located between piers U and T.
PAGE
CITY/TOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-MDC-NBI
10
OF
19
INSPECTION DATE
JAN 30, 2008
REMARKS
Photo 3:
Photo
Photo
Photo
Photo
Photo
Photo
Photo
Photo
REM.(2)7-96
4:
5:
6:
7:
8:
9:
10:
11 :
Location 6, median stringer above pier "T", east side. Heavy corrosion with 100% section loss
at the top of the stringer web.
Location 15 and 15A, 100% section loss to the web with heavy corrosion.
Location 17 has 100% section loss to the stringer web, 12" L x 8-1/2" H.
Location 20 and 30 just east of pier J.
Location 44 at midspan between piers J and H.
Pier "0", west face of hammerhead pier.
Pier "J", west face of hammerhead pier.
Location M4, 100% section loss, 16" W x 8" H.
Location M4, 100% section loss, 55" W x 9" H.
PAGE
CITYffOWN
B.LN.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-MDC-NBI
.: ,~-:.,,_. ::'0'< ~:2\:~"'_
JAN 30, 2008
'l:: - «.,.~~, ..~"- ..<""'-
_2-'.:;!::':- '~?"""":.~'-" .,."_i.''''
."-~?:!.!::L __ _
t"'~"'
t;]
tt~\1i~ '-'i".'~a,"'-'"
11
~~\n:j:'~~
i'''-''~''
!
:~~:" ~':-f~;,,~-
~{' Jr ~'.';Y>"_
,i,- .'r"- -
""
I1
/e.
V
Median Strmgers-'
, .. ;:.,\.... ,:;iC
Sketch 1:
REM.(2J7-96
,~;'.l
I
1
.c
;.r.?c;:::'''·'''}
... ,.<
.
{,
'~~'>
••. \
r····· -.'
'1--.
.--r
Ol~.,(''-''''?-
\'"-\.;.(...5
Section Through Bridge Deck
':..'::
./A..'f~.';) ~.J:';\_\")'.'!~'.r
OF
INSPECTION DATE
SKETCHES
,.1,."',.... \.
11
-1-::;0::3·:-"-1
,.~,
,~.,
.. -,
". - -'0"', ".",
-"\~ .~;::,~ ,~~:~
19
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-MDC-NBI
JAN 30, 2008
Temporary Concrete Median Support (between Piers "U" and "Ttl)
IL
r- A
Existing Girder
15"x1S"xl' E
Nota: Angle Varies
~
S:12x65 -- f ~II
Existing Girder--..pl
II
I~-. --o
t
r- c
B
0
flO 0.
o oj
"'!f.(TYP.)
~-
CI
fl" ±
L,.A
1<'
o
0
o
0
)0 0
Level
8't
~!
L,. C
,_._--_._......
at
~~3'
1&
6' X 6" X ')Jl'.~
._-'
3"
:~u
:1
o
Section C
REM.(2)7-9(i
BRIDGE
~M!NTENANCE
P.o. Box 33
1 U'
"- '1';
1: ~ 13:
o~ 13
__
._'--,
1. All Bait. to be 7;8' dis. A325
2. Bolt Holes in Horizontal W12x65 Shall Be Short Slot
3, Field Measure to Confirm Dimensions
Section 8
Section A
Sketch 2:
Notes:
o flff~ll3'
,-
o /w-4' x4' x 'I,'
Prall8red Bv:
"11 W
CONSULTANTS
Georgetown, MA. 01833
Reviewed Bve
N.H. CORPORATION
)I'
Boston
Casey Overpass (Rt. 203)
Temporary Median Support
Temporary Median Support
OF
INSPECTION DATE
SKETCHES
I
12
19
PAGE
CITYffOWN
B.I.N.
BR. DEPT. NO.
S.-STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367 -4EX-MDC-NBI
JAN 30, 2008
..
r-.:::.:J/
!,q
;~
l~
,.J
- - .
'. -.
!
,..... __ .
t_
-'
;~
=_T-~_
~
,-
C~,
--'
-.C.S':~.l:::'4;'"
G
.~
_ j-i-"";,
_
.
S,
~/iOi·I-Uill~~IU~I:~~i-=·;-i~i·~~:'=~
(17
:_"'~
I.~\l
@
'!!!j='IJ'.
I~M@\hl\
-.-
The span between Piers "N"
I/,-,---Fascia
'
has had the south median stringer and
Girder
cantilevered diaphragm replaced under
the emergency contract in Jan. 2006.
,~!
eYe
The span betvveen piers 0 and F has
had the south median stringers and
cantifevered diaphragm replaced
under the maintenance contract in
I
______
7-W0
CA
~.
~.I..
...'",
<fty
N
!
)
.i
I
\- Stringers
®
Fascia Girders
Hr\r~\MER HEAD PIERS WITH \leST TENSION.lN6 -
STR)NG(RS 0i-II)ER i"lt:DjA N \vi2.,'-t?5
FJR.ST ii'iTi!R./OH .STRINGE'R,5 'Wllx.S_3
('01...1-! 51"'" bftl'1 A6d:""
C'10 L ANi) $,T, AND
x
FraminQ Plan
Sketch 3:
REM.{2J7-9ij
I
jN
'IV
•• ;..
5L r'=~.
, (i't/.-c\--\:,"-,-L~:
:'1'&-'-'"ff'l>.4"~. . ~"".
I
:::;
L
~ .~--E:f2..=!IIL~oQ"
C
w
:z
}:
, :£"
7)
K
=-I---r .
~~
-~ ....
<-
.-'::-::
.•
-
.
•.:::1t..'
._
I'\!~
-
Framing Plan
OF
INSPECTION DATE
SKETCHES
ao,
13
u..
Not To Scale
19
PAGE
CITYITOWN
B.I.N.
BR. DEPT. NO.
8. -STRUCTURE NO.
BOSTON
4EX
B-16-367
B16367-4EX-MDC-NBI
14
19
INSPECTION DATE
JAN 30, 2008
PHOTOS
REM_(2)7-96
OF
Photo 1:
Screening below the median stringers and diaphragms from
abutment B to Pier S. These members are inaccessible.
Photo 2:
Galvanized diaphragm with support column to the median. There are
five of these repair supports located between piers U and T.
PAGE
CITYITOWN
B.I.N.
BOSTON
4EX
BR. DEPT. NO.
8. -STRUCTURE NO.
B-16-367
B16367-4EX-MDC-NBI
PHOTOS
REM .(2)7·00
Photo 3:
Location 6, median stringer above pier "T", east side. Heavy
corrosion with 100% section loss at the top of the stringer web.
Photo 4:
Location 15 and 15A, 100% section loss to the web with heavy
corrosion.
15
OF
19
INSPECTION DATE
JAN 30, 2008
PAGE
CITYfTOWN
B.I.N.
BOSTON
4EX
BR. DEPT. NO.
8.-STRUCTURE NO.
B·16·367
B 16367·4EX·MDC·N BI
OF
19
INSPECTION DATE
PHOTOS
REM .(2)7_96
16
Photo 5:
Location 17 has 100% section loss to the stringer web, 12" Lx 8·
1/2" H.
Photo 6:
Location 20 and 30 just east of pier J.
JAN 30, 2008
PAGE
CITYITOWN
B.I.N.
BOSTON
4EX
BR. DEPT. NO.
8.-STRUCTU RE NO.
B·16·367
B16367·4EX·MOC·NBI
PHOTOS
REM_(2)7_96
Photo 7:
Location 44 at midspan between piers J and H_
Photo 8:
Pier "0", west face of hammerhead pier.
17
OF
19
INSPECTI ON DATE
JAN 30, 2008
PAGE
CITY/TOWN
B. I. N.
BOSTON
4EX
SR. DEPT. NO.
8. -STRUCTURE NO.
B·16·367
B16367·4EX·MDC·NBI
PHOTOS
Photo 9:
Photo 10:
REM.(2)7·96
Pier "J", west face of hammerhead pier.
Location M4, 100% section loss, 16" W x 8" H.
18
OF
19
INSPECTION DATE
JAN 30, 2008
PAGE
CITYITOWN
B. I.N.
BOSTON
4EX
BR. DEPT. NO.
8.-STRUCTURE NO.
B·16·367
B16367·4EX·M DC·N BI
PHOTOS
Photo 11:
REM.(2)7-96
Location M4, 100% section loss, 55" W x 9" H.
19
OF
19
INSPECTION DATE
JAN 30, 2008
Pontis BMS Element Inspection
BDEPT#
B.I.N.
4EX
Item 8
BI6367-4EX-DOT-NBI
District
01/30/2008
District Bridge
Inspection Eng'r
Mark Griffin
Inspecting
Agency
1
Span Group
Town
Date
B-16-367
Boston
DCR
Team
Leader
4
Jerry O'Connor
Team
Member(s)
John Davison
Units
Euv.
Total Q.
%orQ
State I
State 2
State 3
State 4
State 5
Sidewalk, Concrete, No Overlay,
Unprotected
ENSF
2
28,390.0
D%
0.0
28,390.0
0.0
0.0
0.0
Deck, Concrete, Protected with
Rigid Overlay
ENSF
2
90,180.0
D%
0.0
0.0
0.0
90,180.0
0.0
107 Open Girder, Steel, Painted
LF
2
29,500.0
D%
5,700.0
17,100.0
5,000.0
668.0
1,032.0
107 Open Girder, Steel, Painted
LF
3
3,900.0
D%
0.0
2,240.0
860.0
700.0
100.0
205 Column or Pile Extension, Concrete,
Reinforced
EA
3
12.0
D%
2.0
10.0
0.0
0.0
210 Pier Wall, Concrete, Reinforced
LF
3
144.0
D%
49.0
60.0
35.0
0.0
234 Pier Cap, Concrete, Reinforced
LF
3
1,264.0
D%
324.0
430.0
510.0
0.0
300 Expansion Joint, Strip Seal
LF
3
1,080.0
D%
0.0
1,080.0
0.0
311 Bearing, Moveable (Roller, Sliding,
etc.)
EA
3
220.0
D%
0.0
220.0
0.0
313 Bearing, Fixed
EA
2
20.0
D%
0.0
20.0
0.0
313 Bearing, Fixed
EA
3
200.0
0%
0.0
200.0
0.0
333 Bridge Railing, Other
LF
2
5,350.0
D%
4,264.0
1,070.0
16.0
EI# Element Name
2
22
Page 1
Pontis BMS Element Inspection
BDEPT#
B.I.N.
4EX
Item 8
BI6367-4EX-DOT-NBI
Span Group
Town
District
Date
B-16-367
01130/2008
District Bridge
Inspection Eng'r
Inspecting
1
DCR
Agency
Boston
Team
Jerry O'Connor
Leader
4
Team
Member(s)
EI# Element Name
Mark Griffin
John Davison
Units
Env.
Total Q.
%orQ
State I
State 2
State 3
EA
2
1.0
0%
0.0
1.0
0.0
363 Smart Flag, Section Loss
EA
2
1.0
0%
0.0
0.0
1.0
0.0
365 Smart Flag, Soffit (Under Surface),
Stay-In-Place Form
EA
2
1.0
D%
0.0
0.0
0.0
0.0
367 Smart Flag, Traffic Impact Damage,
Bridge Railing
EA
2
1.0
0%
0.0
1.0
0.0
362 Smart Flag, Traffic Impact Damage,
Superstructure
Page 2
State 4
State 5
1.0