BRIDGE RATING Prepared for
MASSACHUSETTS DEPARTMENT OF TRANSPORTATION HIGHWAY DIVISION
BOSTON
ST 203 - Monsignor William Casey Highway over Washington Street & Amtrak/MBTA Rail Road BRIDGE NO. B-16-367 (4EX) STRUCTURE NO. B16367-4EX-DOT-NBI VOLUME 1 OF 3 January 29, 2010
May, 2010
Date of Inspection
Date of Rating
Submitted by:
MNTB
HNTB Corporation
31 SI. James Avenue, Suite 300
Boston , MA 02 116
(617) 542-6900
I.
.MASSACHUSETTS DEPARTMENT OF TRANSPORTATION
HIGHWAY DIVISION
INTEROFFICE MEMORANDUM
TO: ATTN:
Walter Heller, District 6 Highway Director
A10i<GlAwlVL
~.' ~
~
FROM:
V
<P
t- Q:)C.VtCA&W1(~
Alexander K. Bardow, P.E., Director of Bridges and Structures
DATE:
January 19,2012
RE: Maintenance Engineer
.
,
National Bridge Inspection Standards (NBIS)
Bridge Rating and Posting
Boston: ST203 ARBORWAY /WASH ST&AMTK&ORNG
BRIDGE NO: B-16-367
BIN NO: 4EX
STRUCTURE NO: B16367-4EX-DOT-NBI
A rating report for the subject bridge (copy filed with the District Bridge Inspection Unit) has
been completed by HNTB Corporation, dated May 1, 2010.
1
In accordance with the Board Action taken, item #20 dated 12/28/11, this bridge is to be
POSTED as follows:
TYPE "H" (2 axles)
TYPE "3" (3 axles)
TYP.E "3S2" (5 axles)
14 TONS 14 TONS 14 TONS Please direct your personnel to post the bridge within 30 working days, provide an alternate
route for vehicles exceeding the posted limits and notify the local officials of the action
.taken.
Please be advised that some deficienci~s were reported in the rating report.{see attached
letter by Director of Bridges and Structures to NBIS file dated 12/14/11) with
recommendations to be addressed through repairs or rehabilitations.
The District Bridge Inspection Unit shall code all related items in the inventory appropriately
and submit changes with the monthly compliance report upon verifying that you have
complied with this warrant. .
GK/gk
cc: BIE (3) . DBIE,D-6 State Police Attachment: Letter to NBIS file dated 12/14/11
The Commonwealth of M.assachu.$etts
Massachusetts Department of Transportation -lIJghway Division
MISCELLANEOUS ,ITEM
Action Reqt(ested:
;::;:B~ri~d:t:o:ge::..:P:;..:o::.:!s~tin::Jg~_ _ _~______----._-.:._ _ _ _ _ __
1
Type of Contract:
='"7=.1%=="":".
_ _. , - - - - "_ _-'-'----,-,,--
.0....;,
.........
Contract #: _ _ _ _--"-_ _ Project I.D. #: _ _ _--'-"--__
Division.: BRIDGES AND STRUCTURES
Project/Location:, Bostoil/ B-16-367 / S,T203 ARBORWAY/ W~SH ST&AMTK&ORNG
Vendo,rlParty Name and Ad.«.lress: _....,...-_ _ _ _-..,..._ _ _ _-,--_________
Accolln.t No.: _,........_ _ _ _ _ _ _,-- Federal Aid No.: _..;.;....",.....,.;....,--_ _ _ __ Description:
Subject: NATIONAL BRIDGE INSPECTION STANDARDS (NBIS) BRIDGE POSTING ~-"'BRlljGE NO; 8-16,.367 (4EX) . STRUCTURE NO: B16367-4EX-DOT-NBI . Attached is a copy of the Idad rating repQrt summary sheets containing a
r$commendation by Alexander K. BCitdow, P.E., Director of Bridges and Structures, ,
dated 12/14/11, to post the bridge ~s follows:
TYPE "HIt (2 a,xle?s)
TYPE "3" (3 axles)
TYPE "3S2 11 (5 a~es)
II Loading 14 TONS Loading 14 TONS Loading 14 TONS I recommend that the Bridge No. ~-16-367 be posted for the above? listed load limits for
the best interest of the Commo[1wealth and the safety of the traveling public.
6r
ire'
of Bridges and, St-rudtires
Alexander K. Bardow, P.E.
.;
" ,N{t-
DOT MISe-ITEM 11-01-2009
Admmistratgt: '
Date
Secretary/CEO
Date
Item No.: _ d-,O.
Date: OI:'C .. 9Q 2011
(
THE COMMONWEALTH OF MASSACHUSETTS MASSDOT - HIGHWAY DIVISION INTEROFFICE MEMORANDUM TO:
NBIS File
FROM:
Alexander K. Bardow, P. E.
DATE:
December 14, 2011
RE:
,~r
of
!l,?";;" & structur" es
lY/f-4j/I/:LL
..
BRIDGE RATING
BOSTON
ST 203 MONSIGNOR WILLIAM CASEY HIGHWAY OVER
WASHINGTON STREET & AMTRAK/MBTA
BRIDGE NO. B-16-367 (4EX)
STRUCTURE NO. B16367-4EX-DOT-NBI
BIN = 4EX
Based upon the rating report prepared by HNTB Corp. dated May 2010,
and the Special Member Inspection dated January 17, 2011 it is
recommended that Bridge No. B-16-367 (4EX) BE POSTED FOR 14 TONS.
The recommended channelization, reducing vehicular traffic to one
lane in each direction while channelization live loads away from the
critical elements, is complete.
The controlling element of the
structure
for both the
inventory and operating
stress
level
requirements is beam 12, in span 1, at midspan, for all posting
vehicles.
The inventory rating values were calculated to' be 4.4
tons, 5.7 tons and 7.2 tons and the operating rating values are 20.2
tons, 25.9 tons and 33.0 tons, for the H20, Type 3, and Type 3S2
trucks respectively.
There is ample capacity at the operating level
to justify the 14 TON posting.
Overall, the structure is in critical to fair condition.
The bridge
was constructed in 1950.
The structure consists of 20 simple spans
with a concrete filled steel grid deck on rolled steel beams with
built-up' fascia girders supported by reinforced concrete piers and
abutments.
The following is recommended to improve and maintain the condition of
the structure.
• All preventive maintenance and inspection
continue on normal and regular intervals.
procedures
should
This structure is scheduled for replacement under Proj ect File No.
605511 with a current advertising date of April 13, 2013.
(Continued)
NBIS FILE
December 14, 2011
PAGE 2 OF 2
RE: B-16-367(4EX) RATING REPORT
The following load rating data shall be entered into the 40 Database
by the Ratings and Overloads Unit.
Item 63
1 (Load Factor Method)
Item 65
1 (Load Factor Method)
INV H20
4.4 English Tons
INV Type 3 = 5.7 English Tons
INV Type 3S2 = 7.2 English Tons
INV HS20 = 5.9 English Tons
Rating Report
Y
Computer File - Y
Item 64
29.1 Metric Tons
Item 66
17.4 Metric Tons
OPR H20
20.2 English Tons
OPR Type 3 = 25.9 English Tons
OPR Type 3S2 = 33.0 English Tons
OPR HS20 = 27.1 English Tons
Date of Last Rating Report = 5/10
Computer File Type = VIRTIS
HRBlmt
cc:
l
Rating Reports (Bridge and District copies)
BRIDGE RATING Prepared for
MASSACHUSETTS DEPARTMENT OF TRANSPORTATION HIGHWAY DIVISION
BOSTON
ST 203 - Monsignor William Casey Highway over Washington Street & Amtrak/MBTA Rail Road BRIDGE NO. B-16-367 (4EX) STRUCTURE NO. B16367-4EX-DOT-NBI May, 2010
January 29,2010
Date of Inspection
MNTB
, ".' --:::-Da-:-'te"-'-of:-::R:-:at:-ing-­
HNTB Corporation
31 St. James Avenue , Suite 300
Boston , MA 02116
(617) 542-6900
INDEX
BOSTON ST 203 MONSGR CASEY OVER WASH ST, AMTK&MBTA
DESCRIPTION
B-16-367 (4EX)
PAGE
SUMMARY OF BRIDGE RATING ................................................................................. 1
BREAKDOWN OF BRIDGE RATING ....................................................................... 2-12
LOCATION MAP.......................................................................................................... 13
DESCRIPTION OF BRIDGE................................................................................... 14-15
RATING ANALYSIS ASSUMPTIONS AND CRITERIA........................................... 16-19
EVALUATION OF RATING AND RECOMMENDATIONS........................................... 20
AVAILABLE PLANS..................................................................................................... 21
TRUCK LOADINGS..................................................................................................... 22
APPENDICES
Appendix A – Inspection Reports
Appendix B – Photographs
Appendix C – Computations
Appendix D – Computer Input and Output
Appendix E – Old Rating Report
SUMMARY OF BRIDGE RATING TOWN/CITY: BOSTON
BRIDGE NO. B-16-367
CARRIES: ST 203 MONSGR CASEY
OVER : WASH ST&AMTK&MBTA
STRUCTURE NO. B16367-4EX-DOT-NBI
BIN NO. 4EX
RATINGS (TONS)
Allowable Stress Ratings for Load Posting Purposes Load Ratings in English Tons VEHICLE TYPE
INVENTORY
OPERATING H2O
1.0
12.0 TYPE 3
1.3
15.5 TYPE 3S2
1.4
19.4 HS20
1.4
16.2 MS 18 Load Factor Ratings in Metric Tons Provided in Compliance with the December 1995 FHWA NBIS Coding Guide INVENTORY
OPERATING Item 66
MS Equivalent
Item 64
MS Equivalent
10.7
MS5.9
17.8
MS9.9
A posting recommendation has been made based on the
results of this Rating Report. This recommendation is
contained in the "Memorandum to the NBIS File" for this
bridge dated
Director of Bridges and Structures
Date
BREAKDOWN OF BRIDGE RATING
TOWN/CITY: BOSTON
BRIDGE NO. B-16-367
CARRIES: ST 203 MONSGR CASEY
OVER: WASH ST&AMTK&MBTA
STRUCTURE NO. B16367-4EX-DOT-NBI
BIN NO. 4EX
BRIDGE
ELEMENT
4-1/4” CONC. FILLED
STEEL GRID DECK
5’ SPAN
TYPICAL SPAN
SDWLK BEAM B2, B13
MIDSPAN MOMENT
TYPICAL SPAN
SDWLK BEAM B2, B13
SHEAR
TYPICAL SPAN
INT. BEAM B3-B6, B9-12
MIDSPAN MOMENT
TYPICAL SPAN
INT. BEAM B3-B6, B9-12
SHEAR
TYPICAL SPAN
MEDIAN BEAM B7 & B8
MIDSPAN MOMENT
TYPICAL SPAN
MEDIAN BEAM B7 & B8
SHEAR
SPAN 1 – BEAM 8
MIDSPAN MOMENT
SPAN 1 – BEAM 8
SHEAR
SPAN 1 – BEAM 12
MIDSPAN MOMENT
SPAN 1 – BEAM 12
SHEAR
SPAN 1 – BEAM 13
MIDSPAN MOMENT
SPAN 1 – BEAM 13
SHEAR
INVENTORY RATING BY
WORKING STRESS METHOD
(ENGLISH TONS)
OPERATING RATING BY
WORKING STRESS METHOD
(ENGLISH TONS)
H20
TYPE 3
TYPE
3S2
HS20
H20
TYPE 3
TYPE
3S2
HS20
23.6
42.1
66.5
42.4
32.5
58.0
91.7
58.5
3.2
4.0
5.0
4.3
14.8
18.8
24.1
19.8
105.8
149.0
179.3
154.1
153.2
215.8
259.2
223.2
5.6
7.3
9.4
7.6
18.6
23.8
30.2
24.8
137.6
193.8
232.9
200.5
196.6
277.0
333.0
286.6
3.4
4.3
5.4
4.3
15.2
19.3
24.8
20.2
102.8
144.8
174.2
149.8
149.2
210.0
252.4
217.1
3.0
3.8
4.7
4.0
14.6
18.8
24.1
19.8
102.4
145.3
171.7
149.8
148.6
210.8
249.1
217.1
3.6
4.8
6.1
5.0
16.0
20.5
26.3
21.6
135.2
192.0
227.5
198.7
193.6
274.8
325.8
284.4
1.0
1.3
1.4
1.4
12.0
15.5
19.4
16.2
103.6
147.3
175.7
152.6
150.2
213.8
254.9
221.0
2
BREAKDOWN OF BRIDGE RATING – Cont.
TOWN/CITY: BOSTON
BRIDGE NO. B-16-367
CARRIES: ST 203 MONSGR CASEY
OVER: WASH ST&AMTK&MBTA
STRUCTURE NO. B16367-4EX-DOT-NBI
BIN NO. 4EX
BRIDGE
ELEMENT
SPAN 9 – BEAM 2
MIDSPAN MOMENT
SPAN 9 – BEAM 2
SHEAR
SPAN 9 – BEAM 3
MIDSPAN MOMENT
SPAN 9 – BEAM 3
SHEAR
SPAN 9 – BEAM 7
MIDSPAN MOMENT
SPAN 9 – BEAM 7
SHEAR
SPAN 11 – BEAM 2
MIDSPAN MOMENT
SPAN 11 – BEAM 2
SHEAR
SPAN 11 – BEAM 3
MIDSPAN MOMENT
SPAN 11 – BEAM 3
SHEAR
SPAN 11 – BEAM 7
MIDSPAN MOMENT
SPAN 11 – BEAM 7
SHEAR
SPAN 13 – BEAM 2
MIDSPAN MOMENT
SPAN 13 – BEAM 2
SHEAR
SPAN 13 – BEAM 3
MIDSPAN MOMENT
SPAN 13 – BEAM 3
SHEAR
SPAN 13 – BEAM 5
MIDSPAN MOMENT
SPAN 13 – BEAM 5
SHEAR
INVENTORY RATING BY
WORKING STRESS METHOD
(ENGLISH TONS)
OPERATING RATING BY
WORKING STRESS METHOD
(ENGLISH TONS)
H20
TYPE 3
TYPE
3S2
HS20
H20
TYPE 3
TYPE
3S2
HS20
6.0
8.5
10.1
8.6
21.6
30.0
36.0
31.0
126.6
193.8
224.3
199.4
184.0
281.5
325.8
289.8
8.4
11.8
14.0
12.2
25.2
35.0
42.1
36.4
154.8
236.8
274.3
244.1
222.6
340.8
394.2
351.0
5.8
8.0
9.7
8.3
21.2
29.5
35.6
30.6
123.2
188.5
218.2
194.0
179.2
274.3
317.5
282.6
4.4
6.3
7.2
6.5
19.4
27.3
32.8
28.1
124.8
194.0
223.2
197.6
181.6
282.0
324.7
287.6
6.6
9.3
11.2
9.7
22.8
32.3
38.5
33.5
152.6
237.3
272.9
241.9
219.8
341.5
393.1
348.1
4.6
6.3
7.6
6.5
19.6
27.8
33.1
28.8
121.4
188.5
217.1
192.2
176.8
274.8
316.1
280.1
12.0
14.8
19.4
15.5
25.8
31.5
41.4
33.1
114.6
154.8
190.1
160.2
164.0
221.5
272.2
229.0
18.0
21.8
29.5
23.0
34.2
41.5
55.4
43.9
150.8
201.0
247.3
209.5
213.4
284.5
350.3
296.6
23.8
28.0
38.9
29.9
41.4
49.0
67.7
52.2
157.0
204.5
258.5
211.7
221.6
288.5
364.7
298.8
3
BREAKDOWN OF BRIDGE RATING – Cont.
TOWN/CITY: BOSTON
BRIDGE NO. B-16-367
CARRIES: ST 203 MONSGR CASEY
OVER: WASH ST&AMTK&MBTA
STRUCTURE NO. B16367-4EX-DOT-NBI
BIN NO. 4EX
BRIDGE
ELEMENT
SPAN 13 – BEAM 7
MIDSPAN MOMENT
SPAN 13 – BEAM 7
SHEAR
SPAN 13 – BEAM 8
MIDSPAN MOMENT
SPAN 13 – BEAM 8
SHEAR
SPAN 13 – BEAM 9
MIDSPAN MOMENT
SPAN 13 – BEAM 9
SHEAR
SPAN 13 – BEAM 13
MIDSPAN MOMENT
SPAN 13 – BEAM 13
SHEAR
SPAN 14 – BEAM 2
MIDSPAN MOMENT
SPAN 14 – BEAM 2
SHEAR
SPAN 14 – BEAM 3
MIDSPAN MOMENT
SPAN 14 – BEAM 3
SHEAR
SPAN 14 – BEAM 7
MIDSPAN MOMENT
SPAN 14 – BEAM 7
SHEAR
SPAN 15 – BEAM 2
MIDSPAN MOMENT
SPAN 15 – BEAM 2
SHEAR
SPAN 15 – BEAM 3
MIDSPAN MOMENT
SPAN 15 – BEAM 3
SHEAR
INVENTORY RATING BY
WORKING STRESS METHOD
(ENGLISH TONS)
OPERATING RATING BY
WORKING STRESS METHOD
(ENGLISH TONS)
H20
TYPE 3
TYPE
3S2
HS20
H20
TYPE 3
TYPE
3S2
HS20
27.0
31.3
45.0
33.5
45.2
52.3
75.2
56.2
124.2
157.8
204.8
164.2
176.4
224.0
290.5
232.9
27.6
32.0
48.2
34.6
45.4
52.8
79.2
57.2
129.0
162.0
216.0
169.2
182.4
229.3
305.3
239.0
38.0
44.8
69.8
49.0
59.6
70.0
108.7
76.0
173.0
215.8
293.8
225.7
242.2
302.0
411.5
316.4
51.0
63.3
97.9
70.6
75.4
93.5
144.7
104.4
148.8
177.5
267.8
190.4
208.0
248.3
374.8
266.4
8.4
12.0
14.4
12.6
25.6
37.0
43.9
38.2
150.4
242.3
272.5
245.2
217.2
350.0
393.5
354.2
10.2
14.8
17.6
15.1
28.6
41.3
49.0
42.8
177.4
285.8
321.1
289.4
254.4
409.8
460.4
414.7
8.4
12.3
14.4
12.6
25.8
37.3
44.3
38.5
146.8
236.3
265.7
239.0
212.0
341.5
384.1
345.6
16.4
19.5
26.6
20.9
31.4
37.5
50.8
40.0
118.6
158.3
194.4
163.4
169.2
225.8
277.2
233.3
18.6
22.5
30.2
23.8
34.8
42.0
56.2
44.3
151.2
201.3
247.7
209.9
214.0
284.8
350.6
297.0
4
BREAKDOWN OF BRIDGE RATING – Cont.
TOWN/CITY: BOSTON
BRIDGE NO. B-16-367
CARRIES: ST 203 MONSGR CASEY
OVER: WASH ST&AMTK&MBTA
STRUCTURE NO. B16367-4EX-DOT-NBI
BIN NO. 4EX
BRIDGE
ELEMENT
SPAN 15 – BEAM 6
MIDSPAN MOMENT
SPAN 15 – BEAM 6
SHEAR
SPAN 15 – BEAM 7
MIDSPAN MOMENT
SPAN 15 – BEAM 7
SHEAR
SPAN 15 – BEAM 8
MIDSPAN MOMENT
SPAN 15 – BEAM 8
SHEAR
SPAN 15 – BEAM 12
MIDSPAN MOMENT
SPAN 15 – BEAM 12
SHEAR
SPAN 15 – BEAM 13
MIDSPAN MOMENT
SPAN 15 – BEAM 13
SHEAR
SPAN 16,17,&19
BEAM 2
MIDSPAN MOMENT
SPAN 16,17,&19
BEAM 2
SHEAR
SPAN 16,17,&19
BEAM 3
MIDSPAN MOMENT
SPAN 16,17,&19
BEAM 3
SHEAR
SPAN 16,17,&19
BEAM 7
MIDSPAN MOMENT
SPAN 16,17,&19
BEAM 7
SHEAR
INVENTORY RATING BY
WORKING STRESS METHOD
(ENGLISH TONS)
OPERATING RATING BY
WORKING STRESS METHOD
(ENGLISH TONS)
H20
TYPE 3
TYPE
3S2
HS20
H20
TYPE 3
TYPE
3S2
HS20
14.0
17.0
22.7
18.0
28.8
35.0
46.4
37.1
147.2
200.5
242.3
207.4
208.8
284.3
343.8
294.1
10.2
12.5
16.6
13.3
23.4
28.8
37.4
30.6
110.0
150.0
181.8
154.4
158.0
215.3
261.0
221.8
9.0
11.3
14.4
11.9
22.0
27.3
35.3
28.8
108.2
149.8
180.7
153.7
155.6
215.5
259.9
221.0
7.2
9.3
11.9
9.7
20.2
25.8
32.8
27.0
138.8
195.8
235.4
202.3
198.0
279.0
335.5
288.7
3.8
5.0
6.1
5.0
15.2
19.5
24.5
20.5
106.2
151.5
180.0
154.1
153.2
218.3
259.6
222.5
2.8
3.8
4.7
4.0
14.0
18.0
22.7
18.7
105.2
149.5
178.2
154.8
152.0
215.8
257.4
223.2
5.6
7.3
9.0
7.6
18.0
23.3
29.5
24.1
137.0
194.0
230.0
200.9
195.4
276.8
328.3
286.6
4.8
6.3
7.9
6.5
16.6
21.3
27.0
22.3
104.2
147.0
174.2
151.9
150.4
212.3
251.6
219.6
5
BREAKDOWN OF BRIDGE RATING – Cont.
TOWN/CITY: BOSTON
BRIDGE NO. B-16-367
CARRIES: ST 203 MONSGR CASEY
OVER: WASH ST&AMTK&MBTA
STRUCTURE NO. B16367-4EX-DOT-NBI
BIN NO. 4EX
BRIDGE
ELEMENT
SPAN 18 – BEAM 2
MIDSPAN MOMENT
SPAN 18 – BEAM 2
SHEAR
SPAN 18 – BEAM 3
MIDSPAN MOMENT
SPAN 18 – BEAM 3
SHEAR
SPAN 18 – BEAM 7
MIDSPAN MOMENT
SPAN 18 – BEAM 7
SHEAR
SPAN 20 – BEAM 2
MIDSPAN MOMENT
SPAN 20 – BEAM 2
SHEAR
SPAN 20 – BEAM 3
MIDSPAN MOMENT
SPAN 20 – BEAM 3
SHEAR
SPAN 20 – BEAM 7
MIDSPAN MOMENT
SPAN 20 – BEAM 7
SHEAR
SPAN 6 – BEAM 2
MIDSPAN MOMENT
SPAN 6 – BEAM 2
SHEAR
INVENTORY RATING BY
WORKING STRESS METHOD
(ENGLISH TONS)
OPERATING RATING BY
WORKING STRESS METHOD
(ENGLISH TONS)
H20
TYPE 3
TYPE
3S2
HS20
H20
TYPE 3
TYPE
3S2
HS20
3.6
4.8
5.8
5.0
16.2
22.0
27.0
22.7
129.8
195.3
225.0
199.8
186.6
280.8
323.3
287.3
5.6
7.8
9.4
7.9
19.6
26.3
32.4
27.4
159.8
239.8
276.1
245.2
227.8
341.8
393.5
349.6
5.6
7.5
9.0
7.9
19.0
25.3
31.0
26.3
128.6
190.0
220.7
196.6
185.0
273.3
317.2
282.2
4.6
6.0
7.6
6.1
16.2
20.8
26.6
21.6
107.2
151.3
181.8
156.2
154.4
217.8
261.7
225.0
7.2
9.3
11.9
9.7
20.0
25.5
32.8
27.0
138.8
195.8
235.4
202.7
198.0
279.0
335.5
288.7
5.0
6.5
8.3
6.8
16.8
21.5
27.4
22.7
104.2
147.0
176.8
151.9
150.6
212.3
255.2
219.6
3.2
4.0
5.0
4.3
14.8
18.8
24.1
19.8
89.6
126.3
151.6
130.3
131.0
184.5
221.8
190.8
6
BREAKDOWN OF BRIDGE RATING – Cont.
TOWN/CITY: BOSTON
BRIDGE NO. B-16-367
CARRIES: ST 203 MONSGR CASEY
OVER: WASH ST&AMTK&MBTA
STRUCTURE NO. B16367-4EX-DOT-NBI
BIN NO. 4EX
BRIDGE
ELEMENT
4-1/4” CONC. FILLED
STEEL GRID DECK
5’ SPAN
TYPICAL SPAN
SDWLK BEAM B2, B13
MIDSPAN MOMENT
TYPICAL SPAN
SDWLK BEAM B2, B13
SHEAR
TYPICAL SPAN
INT. BEAM B3-B6, B9-12
MIDSPAN MOMENT
TYPICAL SPAN
INT. BEAM B3-B6, B9-12
SHEAR
TYPICAL SPAN
MEDIAN BEAM B7 & B8
MIDSPAN MOMENT
TYPICAL SPAN
MEDIAN BEAM B7 & B8
SHEAR
SPAN 1 – BEAM 8
MIDSPAN MOMENT
SPAN 1 – BEAM 8
SHEAR
SPAN 1 – BEAM 12
MIDSPAN MOMENT
SPAN 1 – BEAM 12
SHEAR
SPAN 1 – BEAM 13
MIDSPAN MOMENT
SPAN 1 – BEAM 13
SHEAR
INVENTORY RATING BY LOAD
FACTOR METHOD
(METRIC TONS)
OPERATING RATING BY LOAD
FACTOR METHOD
(METRIC TONS)
MS18
MS (EQUIV.)
MS18
MS (EQUIV.)
32.7
MS18.2
54.7
MS30.4
12.6
MS7.0
21.4
MS11.9
117.6
MS65.3
196.3
MS109.1
15.6
MS8.6
26.2
MS14.6
151.3
MS84.1
252.4
MS140.2
13.0
MS7.2
21.7
MS12.1
114.7
MS63.7
191.2
MS 106.2
12.6
MS7.0
21.4
MS11.9
114.4
MS63.5
191.2
MS106.2
13.9
MS7.7
23.0
MS12.8
150.0
MS83.3
250.5
MS139.1
10.7
MS5.9
17.8
MS9.9
116.6
MS64.8
194.7
MS108.2
7
BREAKDOWN OF BRIDGE RATING – Cont.
TOWN/CITY: BOSTON
BRIDGE NO. B-16-367
CARRIES: ST 203 MONSGR CASEY
OVER: WASH ST&AMTK&MBTA
STRUCTURE NO. B16367-4EX-DOT-NBI
BIN NO. 4EX
BRIDGE
ELEMENT
SPAN 9 – BEAM 2
MIDSPAN MOMENT
SPAN 9 – BEAM 2
SHEAR
SPAN 9 – BEAM 3
MIDSPAN MOMENT
SPAN 9 – BEAM 3
SHEAR
SPAN 9 – BEAM 7
MIDSPAN MOMENT
SPAN 9 – BEAM 7
SHEAR
SPAN 11 – BEAM 2
MIDSPAN MOMENT
SPAN 11 – BEAM 2
SHEAR
SPAN 11 – BEAM 3
MIDSPAN MOMENT
SPAN 11 – BEAM 3
SHEAR
SPAN 11 – BEAM 7
MIDSPAN MOMENT
SPAN 11 – BEAM 7
SHEAR
SPAN 13 – BEAM 2
MIDSPAN MOMENT
SPAN 13 – BEAM 2
SHEAR
SPAN 13 – BEAM 3
MIDSPAN MOMENT
SPAN 13 – BEAM 3
SHEAR
SPAN 13 – BEAM 5
MIDSPAN MOMENT
SPAN 13 – BEAM 5
SHEAR
INVENTORY RATING BY LOAD
FACTOR METHOD
(METRIC TONS)
OPERATING RATING BY LOAD
FACTOR METHOD
(METRIC TONS)
MS18
MS (EQUIV.)
MS18
MS (EQUIV.)
19.8
MS11.0
33.0
MS18.4
152.9
MS85.0
255.3
MS141.8
22.7
MS12.6
37.9
MS21.1
185.0
MS102.8
309.1
MS171.7
19.4
MS10.8
32.4
MS18.0
149.0
MS82.8
248.8
MS138.2
18.1
MS10.1
30.5
MS16.9
151.6
MS84.2
253.4
MS140.8
21.1
MS11.7
35.3
MS19.6
183.7
MS102.1
306.8
MS170.5
18.5
MS10.3
30.8
MS17.1
147.7
MS82.1
246.6
MS137.0
20.4
MS11.3
34.0
MS18.9
120.9
MS67.1
201.9
MS112.1
26.2
MS14.6
44.1
MS24.5
156.8
MS87.1
261.8
MS145.4
31.1
MS17.3
52.2
MS29.0
157.8
MS87.7
263.4
MS146.3
8
BREAKDOWN OF BRIDGE RATING – Cont.
TOWN/CITY: BOSTON
BRIDGE NO. B-16-367
CARRIES: ST 203 MONSGR CASEY
OVER: WASH ST&AMTK&MBTA
STRUCTURE NO. B16367-4EX-DOT-NBI
BIN NO. 4EX
BRIDGE
ELEMENT
SPAN 13 – BEAM 7
MIDSPAN MOMENT
SPAN 13 – BEAM 7
SHEAR
SPAN 13 – BEAM 8
MIDSPAN MOMENT
SPAN 13 – BEAM 8
SHEAR
SPAN 13 – BEAM 9
MIDSPAN MOMENT
SPAN 13 – BEAM 9
SHEAR
SPAN 13 – BEAM 13
MIDSPAN MOMENT
SPAN 13 – BEAM 13
SHEAR
SPAN 14 – BEAM 2
MIDSPAN MOMENT
SPAN 14 – BEAM 2
SHEAR
SPAN 14 – BEAM 3
MIDSPAN MOMENT
SPAN 14 – BEAM 3
SHEAR
SPAN 14 – BEAM 7
MIDSPAN MOMENT
SPAN 14 – BEAM 7
SHEAR
SPAN 15 – BEAM 2
MIDSPAN MOMENT
SPAN 15 – BEAM 2
SHEAR
SPAN 15 – BEAM 3
MIDSPAN MOMENT
SPAN 15 – BEAM 3
SHEAR
INVENTORY RATING BY LOAD
FACTOR METHOD
(METRIC TONS)
OPERATING RATING BY LOAD
FACTOR METHOD
(METRIC TONS)
MS18
MS (EQUIV.)
MS18
MS (EQUIV.)
33.4
MS18.5
55.7
MS31.0
123.1
MS68.4
205.4
MS114.1
33.7
MS18.7
56.4
MS31.3
126.4
MS70.2
210.9
MS117.2
44.7
MS24.8
74.8
MS41.6
167.2
MS92.9
279.0
MS155.0
60.6
MS33.7
101.4
MS56.3
140.6
MS78.1
234.9
MS130.5
24.0
MS13.3
40.2
MS22.3
186.9
MS103.9
312.0
MS173.3
26.9
MS14.9
44.7
MS24.8
218.7
MS121.5
365.5
MS203.0
24.3
MS13.5
40.5
MS22.5
182.4
MS101.3
304.6
MS169.2
24.0
MS13.3
40.2
MS22.3
123.1
MS68.4
205.4
MS114.1
26.6
MS14.8
44.7
MS24.8
156.8
MS87.1
261.8
MS145.4
9
BREAKDOWN OF BRIDGE RATING – Cont.
TOWN/CITY: BOSTON
BRIDGE NO. B-16-367
CARRIES: ST 203 MONSGR CASEY
OVER: WASH ST&AMTK&MBTA
STRUCTURE NO. B16367-4EX-DOT-NBI
BIN NO. 4EX
BRIDGE
ELEMENT
SPAN 15 – BEAM 6
MIDSPAN MOMENT
SPAN 15 – BEAM 6
SHEAR
SPAN 15 – BEAM 7
MIDSPAN MOMENT
SPAN 15 – BEAM 7
SHEAR
SPAN 15 – BEAM 8
MIDSPAN MOMENT
SPAN 15 – BEAM 8
SHEAR
SPAN 15 – BEAM 12
MIDSPAN MOMENT
SPAN 15 – BEAM 12
SHEAR
SPAN 15 – BEAM 13
MIDSPAN MOMENT
SPAN 15 – BEAM 13
SHEAR
SPAN 16,17,&19
BEAM 2
MIDSPAN MOMENT
SPAN 16,17,&19
BEAM 2
SHEAR
SPAN 16,17,&19
BEAM 3
MIDSPAN MOMENT
SPAN 16,17,&19
BEAM 3
SHEAR
SPAN 16,17,&19
BEAM 7
MIDSPAN MOMENT
SPAN 16,17,&19
BEAM 7
SHEAR
INVENTORY RATING BY LOAD
FACTOR METHOD
(METRIC TONS)
OPERATING RATING BY LOAD
FACTOR METHOD
(METRIC TONS)
MS18
MS (EQUIV.)
MS18
MS (EQUIV.)
22.7
MS12.6
37.9
MS21.1
155.2
MS86.2
259.2
MS144.0
18.8
MS10.4
31.4
MS17.5
117.0
MS65.0
195.4
MS108.5
17.8
MS9.9
29.8
MS16.6
116.6
MS64.8
194.7
MS108.2
16.8
MS9.4
28.2
MS15.7
152.3
MS84.6
254.3
MS141.3
13.0
MS7.2
22.0
MS12.2
117.3
MS65.2
196.0
MS108.9
12.3
MS6.8
20.4
MS11.3
117.9
MS65.5
196.7
MS109.3
15.2
MS8.5
25.6
MS14.2
151.3
MS84.1
252.4
MS140.2
13.9
MS7.7
23.7
MS13.1
115.7
MS64.3
193.4
MS107.5
10
BREAKDOWN OF BRIDGE RATING – Cont.
TOWN/CITY: BOSTON
BRIDGE NO. B-16-367
CARRIES: ST 203 MONSGR CASEY
OVER: WASH ST&AMTK&MBTA
STRUCTURE NO. B16367-4EX-DOT-NBI
BIN NO. 4EX
BRIDGE
ELEMENT
SPAN 18 – BEAM 3
MIDSPAN MOMENT
SPAN 18 – BEAM 3
SHEAR
SPAN 18 – BEAM 3
MIDSPAN MOMENT
SPAN 18 – BEAM 3
SHEAR
SPAN 18 – BEAM 7
MIDSPAN MOMENT
SPAN 18 – BEAM 7
SHEAR
SPAN 20 – BEAM 2
MIDSPAN MOMENT
SPAN 20 – BEAM 2
SHEAR
SPAN 20 – BEAM 3
MIDSPAN MOMENT
SPAN 20 – BEAM 3
SHEAR
SPAN 20 – BEAM 7
MIDSPAN MOMENT
SPAN 20 – BEAM 7
SHEAR
SPAN 6 – BEAM 2
MIDSPAN MOMENT
SPAN 6 – BEAM 2
SHEAR
INVENTORY RATING BY LOAD
FACTOR METHOD
(METRIC TONS)
OPERATING RATING BY LOAD
FACTOR METHOD
(METRIC TONS)
MS18
MS (EQUIV.)
MS18
MS (EQUIV.)
14.6
MS8.1
24.6
MS13.7
151.6
MS84.2
253.0
MS140.6
17.2
MS9.5
28.8
MS16.0
184.4
MS102.4
308.1
MS171.2
16.8
MS9.4
27.9
MS15.5
149.0
MS82.8
248.8
MS138.2
13.9
MS7.7
23.0
MS12.8
118.9
MS66.1
198.3
MS110.2
16.8
MS9.4
28.2
MS15.7
152.3
MS84.6
254.3
MS141.3
14.3
MS7.9
24.0
MS13.3
115.7
MS64.3
193.4
MS107.5
12.6
MS7.0
21.4
MS11.9
94.6
MS52.6
158.1
MS 87.8
11
BREAKDOWN OF BRIDGE RATING – Cont.
TOWN/CITY: BOSTON
BRIDGE NO. B-16-367
CARRIES: ST 203 MONSGR CASEY
OVER: WASH ST&AMTK&MBTA
STRUCTURE NO. B16367-4EX-DOT-NBI
BIN NO. 4EX
SIDEWALK
SPAN 14
FASCIA GIRDER
MIDSPAN MOMENT
SPAN 14
FASCIA GIRDER
SHEAR
SPAN 14
BEAM B1 & B14
MIDSPAN MOMENT
SPAN 14
BEAM B1 & B14
SHEAR
SPAN 14
CANTILEVER BRACKET
MOMENT
SPAN 14
CANTILEVER BRACKET
SHEAR
SPAN 14
CANTILEVER BRACKET
CONNECTION
INVENTORY RATING BY
WORKING STRESS METHOD
OPERATING RATING BY
WORKING STRESS METHOD
SPECIAL SNOW REMOVAL
LOADING (TONS)
SPECIAL SNOW REMOVAL
LOADING (TONS)
-
58.0
-
440.5
-
30.1
-
293.7
-
93.6
-
100.8
-
53.7
12
BOSTON ST 203 MONSGR CASEY OVER WASH ST, AMTK&MBTA RR B-16-367 (4EX)
N
13
DESCRIPTION OF BRIDGE
BOSTON ST 203 MONSGR CASEY OVER WASH ST &AMTK & MBTA RR B-16-367 (4EX)
Date of Construction:
1953
Date of Reconstruction:
1980 and 1991
Original Design Loading:
H-20-44
Posted Limit:
None
Bridge Type:
Concrete filled steel grid deck on rolled steel beams
with built-up fascia girders supported by reinforced
concrete piers
Skew:
Varies between 0!-0’ and 26!-56’
Spans:
Twenty (20) simple spans varying in length from 80’
to 107’
Width of Bridge Deck:
80’-0” (Out-to-out of bridge)
Roadway Width:
27’-0” curb to curb, typical each travelway.
Roadway Surface:
2” latex modified concrete paving at superelevated
roadway sections and an average of 2.94” latex
modified concrete paving at crowned roadway
sections.
Curbs:
6” by 12” granite curbs at sidewalks and median
Sidewalk/Walkway:
11’-0” concrete sidewalks on both sides, including
steel pedestrian handrail and non-mountable concrete
curb with steel traffic guardrail.
Median:
4’-0” wide by variable height stepped median between
travelways at centerline of overpass alignment.
Bridge Railing:
Pedestrian Rail: Two-bar steel pipe pedestrian rail
atop curb at outside face of sidewalk, both sides of
bridge.
Traffic Rail: 2’-6” high single-bar steel pipe nonmountable traffic guardrail atop concrete curb at
inside face of sidewalk, both sides of bridge.
14
DESCRIPTION OF BRIDGE – Cont.
BOSTON ST 203 MONSGR CASEY OVER WASH ST &AMTK & MBTA RR B-16-367 (4EX)
Approach Railing:
Pedestrian Rail: Concrete wall/barrier at outside face
of sidewalk, both sides of approach
Traffic Rail: 2’-6” high single-bar steel pipe nonmountable traffic guardrail atop concrete curb at
inside face of sidewalk, both sides of approach.
Superstructure:
The superstructure supporting eastbound and
westbound traffic consist of 4 !” concrete-filled steel
grid deck supported on fourteen (14) 36” deep rolled
steel beams with welded bottom cover plates with a
typical spacing of 5’-0”. Built-up steel plate girders,
curved to match roadway alignment, at each fascia,
are supported by cantilever brackets at each pier.
Median stringers are supported by cantilever brackets
attached to adjacent 36” rolled steel beam.
Modifications to Original Superstructure: 1980 repairs included replacement of the bituminous
concrete overlay with a latex-modified concrete
overlay, bridge joint repairs, and modifications to the
bridge drainage system.
1991 rehabilitation included removal of the fascia
girder brick in-fill and concrete safetywalk/parapet and
addition of 11’-0” wide sidewalks and curb railing on
each side of the bridge, and additional drainage
repairs.
Utilities:
1” diameter conduit attached to the bottom flange of
beam B8 servicing under bridge lighting
Substructure:
The superstructure is supported by nineteen (19)
reinforced concrete hammerhead, wall, and straddle
bent piers and two (2) reinforced concrete gravity type
abutments.
Modifications to Original Substructure:
1980 and 1991 repairs included extensive spall
repairs at the concrete piers. The 1991 repairs
included installation of external post-tensioning to
strengthen the hammerhead piers (C, D, E, F, G, H,
J, K, L, S, T, and U). Also, in 1984-85, piers N, P & Q
were underpinned as part of the MBTA’s Southwest
Corridor Project.
15
RATING ANALYSIS ASSUMPTIONS AND CRITERIA
BOSTON ST 203 MONSGR CASEY OVER WASH ST &AMTK & MBTA RR B-16-367 (4EX)
The inventory and operating load ratings of the bridge were computed in accordance with the
provisions of the 2005 MassDOT Bridge Manual, Part I Chapter 7 “Bridge Load Rating
Guidelines”, the first edition of the Manual for Bridge Evaluation (MBE) and the current edition
of the Standard Specifications for Highway Bridges, both of which are published by the
American Association of State Highway and Transportation Officials (AASHTO).
The live load used in establishing these ratings was the standard AASHTO H20, HS20, Type 3
and Type 3S2 trucks as shown in Figure 6B.9.2-1 (page 6-117) of the AASHTO MBE. Vehicle
ratings for posting purposes were obtained for each of these trucks using the Allowable Stress
Method. In addition, a rating was obtained for the MS18 (HS20) vehicle using the Load Factor
Method for compliance with the requirements of the December 1995 FHWA NBIS coding
guide. Statutory load levels are 20 tons for the H20 truck, 25 tons for the Type 3 truck, 36 tons
for the Type 3S2 truck and 36 tons for the Type HS20 truck.
Material Properties
Based on the review of the available plans and AASHTO guidelines, the following material
properties and allowable stresses were utilized for rating purposes:
Structural Steel:
Fy = 33 ksi
fs = 18.15 ksi (inventory allowable stress)
fs = 24.75 ksi (operating allowable stress)
Concrete for Deck Slab:
f'c = 2500 psi
fc = 1000 psi (inventory allowable stress)
fc = 1500 psi (operating allowable stress)
n = 10
Deck
The bridge deck consists of a 4 "” thick, concrete-filled steel grid. No specific cross-section of
the steel grid deck was shown in the available structural plans. However, the previous bridge
rating from 1979 (See Appendix E) assumed a steel grid deck based on field measurements
and discussions with steel grid deck suppliers. For the purpose of this rating, the same steel
grid deck was used. The concrete in-fill and steel grid were assumed to act compositely for
the rating.
16
It was noted in the recent Routine Inspection Report, dated January 29, 2010, under Item 58.2,
that there is minor section loss to the underside of the exposed steel ribs. Approximately 1/32”
of section loss to the steel ribs was assumed. An effective span length of 4’-6” was typically
used to compute the governing forces, based on a typical beam spacing of 5’-0”.
The governing deck design forces were determined for the HS20 and H20 truck loading using
AASHTO Article 3.24.3.1 for single axle loadings. Similarly, the governing design forces for
tandem axle trucks Type 3 and Type 3S2 were determined using MassDOT Bridge Manual
section 7.2.4.10.
Beams
Each span of the structure consist of fourteen (14) 36” deep rolled steel beams spaced at 5’-0”
with bottom cover plates intermittently welded to the bottom flange of the beam. The beams
and cover plates vary in size from beam to beam and span to span. Only the beams
supporting the travelways were rated for live load (beams B2 – B13). Beams B1 and B14
support the sidewalk and were rated for the special snow plow loading per MassDOT Bridge
Manual section 7.2.3.5. Roadway beams B2 though B13 were analyzed using AASHTOWare
Virtis version 6.1.0. Beams B1 and B14 were rated by hand calculations.
In these rating calculations the beams were assumed to be non-composite. During the most
recent field inspection, it was observed that the concrete-filled steel grid decking has
separated from the beams in many locations, and there are gaps of up to 1 #” between the top
flange of the beams and the underside of the deck. It was also observed that the steel grid
deck is bowing upwards away from the beams in many locations throughout the bridge. Also,
while the original plans indicate that the decking was to be welded to the beams, no details of
this attachment were shown. As noted in the inspection report under Item 58.2, it is believed
that the deck separated from the beams because of impacted rust on top of the top flange.
Note that the previous (1979) rating was based on the assumption that the beams act
compositely with the deck. Assuming non-composite action between the steel grid and beams
significantly reduces the rating of the bridge.
Dead loads were applied to the beams and distributed in accordance with MassDOT Bridge
Manual section 7.2.4.9. The dead loads include beam self-weight, steel diaphragms,
concrete-filled steel grid deck, 2” LMC overlay (based on 10” curb reveal noted in inspection
report) at superelevated section, an average 2.94” LMC overlay at crowned bridge sections,
sidewalk, traffic barrier, pedestrian barrier, median, and electrical conduit.
Live loads and live load distribution factors were determined and applied per MassDOT Bridge
Manual section 7.2.4.7 and 7.2.4.8 and AASHTO Specifications.
Section losses on main members noted during the most recent inspection were incorporated
into the beam ratings. The most significant losses observed were along the sidewalk beams
17
B2 and B13, and along the median beams B7 and B8. Based on the inspection, midspan
losses of 1/16” and 1/8” were typical at beams B2 and B13 to the bottom and top flange
respectively. Also, midspan losses of 1/8” and 1/16” were found at beams B7 and B8 to the
bottom and top flange respectively. Additionally, a typical 1/8” loss was assumed to the web
near the beam supports for beams B2, B7, B8, and B13. The worst case web loss of 3/16”, full
height, was noted at the support of beam B2 in span 6.
Fascia Girders
There are 5’-0’ deep steel built-up plate girders at each fascia of the bridge. The fascia girders
are curved to match the roadway alignment. The fascia girders were initially constructed with
brick-infill on the exterior face of the girder from the bottom flange to the top flange. The brick
infill, concrete safetywalk, and parapet have since been removed and replaced with an 11’-0”
sidewalk with a pedestrian railing and curb-mounted guardrail on each side. For this rating, the
fascia girders were assumed to only carry loads associated with the sidewalk and railing self
weight along with the live load associated with the special snow removal equipment. These
girders were rated for operating levels only for the snow removal equipment live loading and
also include losses as noted in Item 59.4 of the Routine Inspection Report dated January 29,
2010. The effects of curvature were considered per the AASHTO Guide Specifications for
Horizontally Curves Steel Girder Highway Bridges 2003. Since the fascia girders were
expected to rate quite well, only the worst case fascia girder in span 14 was rated.
The fascia girders are supported by 14” deep wide flange beams connected to the piers.
These supporting beams are cantilevered approximately 4’-0” from the face of the pier to the
fascia girder. The cantilever beam is attached to the pier with six (6) 1 "” diameter anchor
bolts. The cantilever beam and connection were rated for snow removal equipment only
based on reactions from the fascia girder. Section losses as noted in the inspection report
Item 60.2.k were included in the rating of these elements.
Sidewalk and Median Stringers
Sidewalk and median stringers were assumed to carry dead load only and therefore were not
rated. However, it should be noted that the median stringers showed significant deterioration
to the stringer and cantilever supporting brackets. Many of these stringers have recently been
replaced in-kind but several deteriorated stringers still remain.
Substructure
The substructure consists of nineteen (19) reinforced concrete piers and two (2) reinforced
concrete abutments. In general, the substructure is in poor to serious condition. Emergency
repairs were recommended after the routine inspection in January of 2010 to address the wide
cracks and large spalls in the unreinforced pedestals at piers K, S, and Q. The majority of the
18
piers exhibit spalling and most of the piers have been repaired previously. The substructure
was not rated.
19
EVALUATION OF RATING AND RECOMMENDATIONS
BOSTON ST 203 MONSGR CASEY OVER WASH ST &AMTK & MBTA RR B-16-367 (4EX)
The critical location for rating purposes using the allowable stress method is the flexural
midspan bending of beam B13 located in Span 1, with Inventory ratings of 1.0, 1.3, 1.4, and
1.4 tons and Operating ratings of 12.0, 15.5, 19.4, and 16.2 tons for truck types H20, Type 3,
Type 3S2, and HS20 respectively.
The critical location for rating purposes using the load factor method is the flexural midspan
bending of beam B13 located in Span 1, with Inventory and Operating ratings of 10.7 Mtons
(MS 5.9) and 17.8 Mtons (MS 9.9) respectively for the MS 18 truck.
The primary reason for the low ratings is that the beams were analyzed as non-composite with
the deck.
Because the controlling inventory rating of the bridge is less than three tons, we recommend
that guardrail be installed on the bridge deck to limit traffic to one lane in each direction of
travel. The guardrail should be installed so that traffic is diverted away from the controlling
beams (B2 and B13) in span 1, 16, 17, and 19. This reconfiguration will significantly reduce
the amount of live load distributed to the controlling beams, thus increasing the inventory
rating.
Two revised lane configurations were considered. One in which traffic is diverted to the
median side of the bridge by way of a single thrie beam guardrail and another in which two
thrie beams are used to channel traffic along the center of each travelway. The first
configuration yields a 3.7 ton H20 rating controlled by span 1, beam B8. The second
configuration yields a 4.4 ton H20 rating and is controlled by span 1, beam B12. All the
controlling ratings for each rating vehicle are summarized in Appendix C.
Based on conversations with staff from Department of Conservation and Recreation, the only
trucks permitted on the bridge are snow removal vehicles, which are similar to H10 trucks. The
controlling operating rating of the bridge for either configuration is well above H10, as shown in
Appendix C.
As specified in section 7.2.8 of the MassDOT Bridge Manual, “Any specific recommendations
that shall alter the bridge’s load carrying capacity shall include rating calculations, located in
Appendix C, that shall indicate the revised rating if the recommendation is implemented”, the
revised configuration was rated and the revised ratings are summarized in Appendix C.
20
AVAILABLE PLANS
BOSTON ST 203 MONSGR CASEY OVER WASH ST &AMTK & MBTA RR B-16-367 (4EX)
The following plans were made available to HNTB for use in determining the load rating of this
bridge:
1.
The Commonwealth of Massachusetts
Metropolitan District Commission
Parks Division
Proposed Bridge
Forest Hills Overpass and Traffic Interchange
Boston, MA
Dated: July 2, 1951
50 Sheets
2.
The Commonwealth of Massachusetts
Metropolitan District Commission
Engineering Division – Park Engineering Section
Repairs to the Monsignor William J. Casey Overpass
Boston, MA
Contract No. E80-46PE
Dated: February 29, 1980
15 Sheets
3.
The Commonwealth of Massachusetts
Metropolitan District Commission
Parks Engineering and Construction Division
Repairs to the Monsignor William J. Casey Overpass
Boston, MA
Contract No. P84-1276-C7A
Dated: February 28, 1990
15 Sheets
21
TRUCK LOADINGS
BOSTON ST 203 MONSGR CASEY OVER WASH ST &AMTK & MBTA RR B-16-367 (4EX)
22