virginia department of transportation · abutment b is to the left (north towards route 12 –...

VIRGINIA DEPARTMENT OF TRANSPORTATION NORTHERN VIRGINIA DISTRICT

STATE BRIDGE NO. 1087

CITY OR COUNTY 000 – ARLINGTON

TYPE OF BRIDGE REPORT: REGULAR INSPECTION JANUARY 2014

BRIDGE NAME: WASHINGTON BOULEVARD OVER ROUTE 110 DIRECTION: ABUTMENT A (SOUTH) TO ABUTMENT B (NORTH) ROUTE NO: 00027

INSPECTION INTERVAL: 12 MONTHS

3601 Eisenhower Avenue Alexandria, VA 22304 Tel: (703) 960-8800 Fax: (703) 960-9125

www.mbakercorp.com

Virginia Department of Transportation Structure and Bridge

STRUCTURE INSPECTION REPORT – SUMMARY

REGULAR

Agency ID: 0001087-000000000000138 Date of Inspection: 1/28/2014

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SPECIAL REQUIREMENTS Underwater Inspection Fatigue Prone Details Segmental Concrete Fracture Critical Scour Critical Pin & Hanger Movable Bridge CONDITION RATINGS FIELD POSTING TRAFFIC SAFETY FEATURES Deck: 4 Sign Legibility: N Bridge Railings: 0 Superstructure: 4 Sign Visibility: N Transitions: 0 Substructure: 4 Capacity Sign R12-1 (Tons): 0 Approach Guardrail: 0 Channel/Channel Prot.: N Capacity Sign R12-5 Approach Guardrail Ends: 0 Culvert: N Single (Tons): 0 Semi (Tons): 0 YEAR PAINTED 1995 ELEMENT CONDITION STATE DATA

No. Description Env. Unit State 1 State 2 State 3 State 4 State 5 Total22 Concrete Deck – Protected w/ Rigid Overlay Low SF 0 29,235 0 0 0 29,23548 Concrete Slab – Protected w/ Rigid Overlay Low EA 0 0 0 13,444 0 13,44492 Reinforced Concrete Sidewalk Low LF 412 21 467 0 0 900107 Steel Open Girder, Painted Low LF 0 2,514 50 1,362 0 3,926155 Reinforced Concrete Floor Beam Low LF 0 874 0 20 0 894205 Reinforced Concrete Column or Pile Ext Low EA 140 0 0 0 0 140210 Reinforced Concrete Pier Wall Low LF 420 31 19 0 0 470215 Reinforced Concrete Abutment Low LF 178 102 30 0 0 310234 Reinforced Concrete Pier Cap Low LF 1,317 44 49 0 0 1,410286 Unprotected Slope Low EA 0 0 0 1 0 1295 Reinforced Concrete Wingwalls Low LF 179 40 1 0 0 220297 Other Material Wingwalls Low LF 0 220 0 0 0 220302 Compression Joint Seal Low LF 0 264 3 0 0 267311 Moveable Bearing (Roller, sliding, etc.) Low EA 25 24 3 0 0 52313 Fixed Bearing Low EA 12 1 0 0 0 13321 Reinforced Concrete Approach Slab Low EA 0 0 2 0 0 2333 Miscellaneous Bridge Railing Low LF 0 0 900 0 0 900357 Pack Rust Smart Flag Low EA 0 0 1 0 0 1358 Deck Cracking Smart Flag Low EA 0 0 1 0 0 1359 Soffit of Conc. Decks and Slabs Smart Flag Low EA 0 0 0 0 1 1360 Settlement Smart Flag Low EA 0 1 0 0 0 1363 Section Loss Smart Flag Low EA 0 1 0 0 0 1701 Utilities Low EA 0 1 0 0 0 1702 Drains Low EA 0 0 1 0 0 1703 Lighting Low EA 0 0 0 1 0 1706 Underside of Overhang Smart Flag Low EA 0 0 0 1 0 1

Attachments Inspection Notes Photographs Channel Profile

Clearance Sheet Sketches _____________


BRIDGE INSPECTION REPORT – COMMENTARY


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County/City: ARLINGTON COUNTY Feature Intersected: JEFFERSON DAVIS HIGHWAY Main Route: 00027 Facility Carried: WASHINGTON BOULEVARD Location: 00.55 MILES FROM THE INTERSECTION WITH ROUTE 244 – COLUMBIA PIKE

00.60 MILES TO THE INTERSECTION WITH ROUTE 12 – MEMORIAL DRIVE Lead Inspector: JUAN ROCHA, P.E.

Additional Inspectors: GREGORY M. KHIRALLAH, E.I.T.; TONY HAWKINS DESCRIPTION Four-span, continuous steel multi-girder bridge with a reinforced

concrete deck and 3-span reinforced concrete approach slabs behind the abutments; carries 6 traffic lanes. Total Length = 450’. The approach slabs are supported by reinforced concrete beams cast monolithically with the slab, which span between the piers in vaults behind the abutments. Each approach slab vault has three piers with reinforced concrete columns and caps.

ORIENTATION Looking southeast on Route 110 - Jefferson Davis Highway, Abutment

A is to the right (south towards Route 244 – Columbia Pike) and Abutment B is to the left (north towards Route 12 – Memorial Drive and Arlington Memorial Bridge). Piers and Spans are numbered from Abutment A to Abutment B. Looking from Abutment A to Abutment B, the Girders and Beams are numbered from left to right, G1 & G13 and B2 to B12. Looking southeast on Route 110 - Pier 1 and Span 1 of Abutment A approach span are farthest from Abutment A and Pier 1 and Span 1 of Abutment B approach span are nearest to Abutment B. Looking from Span 1 to Span 3, beams are numbered left to right in both approach spans - T-Beam 1 to T-Beam 5/6.

MISCELLANEOUS

(Items, which are structure specific and cannot be included in another

section.)

GPS Coordinates: N 38° 52' 34.86"; W 77° 03' 25.62" Vertical and horizontal clearances were checked and there are no changes since the last inspection. SEE PAGE 43. All changes in condition since the previous inspection (new defects, defects that have deteriorated further, and changes in clearance measurements) are denoted in italics and underlined.

SPECIAL REQUIREMENTS

(Special Equipment needed or Special Inspections required such as: Fracture Critical, Underwater,

Fatigue Prone, Scour Critical, Moveable Bridge, Segmental

Concrete, Pin and Hanger, etc.)

A bucket truck and maintenance of traffic with multiple lane closures on Route 110 were used during this inspection. The vaults behind both abutments require entry into a confined space, which can only be accessed through manhole covers on the southwest and northeast approach sidewalks. A 35' ladder, confined space entry tripod and cable, or climbing the corroded steel rungs (embedded into the abutment stem) are the only ways to reach ground level inside the vaults. Air monitoring equipment and confined space entry procedures were followed to inspect the components within these vaults.

WORK DONE Spalls in Abutment B Approach span slab have been patched.

G13 curb at Abutment B Approach has been patched. Abutment A, SBL Approach pavement has been repaved.




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STRUCTURAL ANALYSIS Concrete T-beams in vaults should be analyzed. OVERALL CONDITION POOR due to:

Numerous cracks and delaminated areas on the wearing surface in the approach and main spans.

Cracks, spalls, and delaminated areas in the deck soffit. Light to heavy corrosion on bearings; several bearings are

expanded with excessive rotation and debris build-up. Wide cracks in 3 concrete beams at the southernmost approach

pier in Abutment A vault. Corrosion on superstructure steel with pack rust on riveted

steel girders and section loss on steel beams. Heavy corrosion of railroad shield in Span 4 on Beam 1 side. Paint failures throughout due to rust on bearings and

superstructure steel. Cracks with efflorescence in the approach span soffit. Settlement of approach sidewalks at abutments. Deterioration of concrete and metal panels on both parapets. Missing and damaged sections of metal parapet railing. Substandard bridge parapet/railing and approach guardrails. Spalls and delaminated areas in sidewalks/curbs. Sand and debris accumulation along Beam 1 sidewalk. Impact damage to approach guardrails. Clogged deck drains. Missing luminaries on abutments and piers. Delaminated areas and cracks in concrete cap on unknown

utility in Bay 12 and rust on abandoned utility pipes. Deteriorated expansion joints at abutments. Debris accumulation on top of abutment breast walls. Cracks, spalls, delaminated areas, and repair patches in

abutment and pier walls & caps. Stains and efflorescence with missing mortar in stone masonry

wing walls and at ends of pier walls; stones have shifted in some areas.

Numerous cracks with efflorescence in wing walls on the vault side.

Undermining of approach span pier and wingwall footings & sloped footings in Abutment B vault.

Erosion gullies in earthen slopes at both abutment vaults. Trees overhanging Beam 1 side guardrail at both approaches.




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RECOMMENDATIONS High Priority Repairs

Repair fractured T-beams in Abutment A vault, LS. Repair undermining and erosion in approach vaults, LS. Reset Bearing 13 at Abutment A and all Abutment B Bearings,

LS. Clear debris from abutment bearing seats and top of breast

walls, LS. Upgrade guardrails to meet current VDOT standards, LS. Repair impact damage on approach guardrails, 42 LF. Replace deteriorated/substandard parapets & railing, 900 LF. Ramp-up settled approach sidewalks at abutments, LS. Repair large area of deteriorated map cracks in Abutment B

northbound approach slab, 180 SF. Intermediate Repairs

Repair delaminated areas and spalls on the wearing surface and approach spans, LS.

Replace expansion joints, 267 LF. Reset, clean, and paint expansion bearings, 52 EA. Clean and paint fixed bearings, 13 EA. Clean and paint beams, girders, and superstructure steel, LS. Repair spalls and delaminated areas in sidewalks and curbs,

185 SF. Repair delaminated/spalled areas and spalls on abutments, 99

SF. Repair delaminated areas and spalls on piers, 91 SF. Clean deck drains, LS. Clear sand and debris from Beam 1 sidewalk, LS.

Long Term Repairs

Remove trees and vegetation overhanging Beam 1 side guardrail at both approaches, LS.

Monitor shifted stones in Beam 1 side wing wall at Abutment B and in Abutment A backwall outside Girder 13, LS.

Repair cracked and delaminated concrete cap on unknown utility in Bay 12, LS.

Remove old railroad shield from Span 4, LS. Replace missing luminaries on piers and abutments, LS.




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DECK Wearing Surface (Rigid Overlay – Thickness estimated at 1-1/4”) - POOR due to:

Scaling & wear up to 1/8”D throughout entire wearing surface. Numerous transverse hairline cracks have been previously

sealed. SEE PHOTO 1. Southbound Lanes - Span 1 -

4 delaminated areas (2’dia., 12’L x 4’W, 2.5’L x 6.5’W, and 15’L x 4’W).

8 transverse hairline cracks (12’L each). 2 longitudinal hairline cracks (10’L each). 2 transverse 1/16”W cracks (13’L each).

Span 2 -

14 transverse hairline to 1/8”W cracks (12’L each). Span 3 -

2 delaminated areas (2’dia. and 1.5’dia.). 8 transverse hairline to 1/16”W cracks (12’L each).

Span 4 -

Delaminated area (4’L x 3’W). 8 transverse hairline to 1/16”W cracks (12’L each). Water ponding near median.

Northbound Lanes -

Hairline to 1/16”W map cracks in right lane for the full length.

Span 1 -

2 transverse 1/16”W to 1/8”W cracks (15’L each). 5 transverse hairline cracks (12’L each).

Span 2 -

5 delaminated areas (1’dia., 2’W x 8’L, 12’L x 3’W, 3’dia., and 1’dia.).

10 transverse hairline cracks (12’L each). Longitudinal hairline crack (10’L).

Span 3 -

3 delaminated areas (2 @ 2’dia. and 1’dia.). 8 transverse hairline cracks (12’L each). Longitudinal hairline crack (8’L).

Span 4 -

2 delaminated areas (3’dia. and 1’dia.). Spall (5”L x 3”W x 2”D) in right lane. SEE PHOTO 1. 4 transverse hairline cracks (12’L each). 2 longitudinal hairline cracks (8’L each). Transverse 1/16”W crack (5’L).




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Top of Deck Not visible; however, several spalls in the wearing surface extend into the top of deck. SEE ‘Wearing Surface’.

Bottom of Deck POOR due to:

All Spans (Typical) -

Full-width transverse hairline to 1/16”W cracks at approx. 4’ to 8’ intervals in most bays, many with light to moderate efflorescence.

Random areas of hairline map cracks with light to moderate efflorescence in most bays; several bays have map cracking for the entire length with random delaminated areas (approx. 200 SF each span).

Bay 12 (All Spans) - Longitudinal hairline to 1/16”W cracks with heavy efflorescence, rust stains, pop-outs with exposed reinforcing (immeasurable section loss) and areas of delamination for the full length along deck/sidewalk offset. Concrete pipe junctions (abandoned pipe) over piers are cracked, delaminated and spalled. SEE PHOTO 2.

Span 1 –

Bay 1 – o Above Abutment A – Transverse 1/4”W crack (6’L). Spall

(10’L x 4”H x 1.5”D) along B2 haunch. o Near Abutment A – Spall along Beam 2 haunch (1’L x 4’W

x 1”D) with exposed rebar and no section loss. o Near 1st Intermediate Diaphragm from Abutment A - Spall

(1.5’Dia. x 2”D) with 3 exposed rebar and no section loss.

o Midspan - 2 spalls (9”dia. x 3/4”D and 1’L x 6”W x 1”D).

Bay 2 – o Above Abutment A – Bottom of transverse steel header

has heavy sheet rust (6’L). o Spall (1’dia. x 1”D) near Abutment A with exposed

rebar and no section loss. Bay 5 –

o Above Abutment A, Beam 6 haunch – Spall (3.5’L x 5”W x 2”D).

o Longitudinal 1/16”W crack with delaminated areas along B6 haunch (50’L).

Bay 7 – o Above Abutment A –

Failed joint material hanging down (6’L). Spall (3’L x 2”H x 1/2”D) along B8 haunch with

exposed rebar and no section loss. o Honeycombed area (3’W x 1’L).


Spall (6’L x 4”W x 1”D) along B8 haunch. Spall (12’L x 4”W x 1”D) along B9 haunch.

o Longitudinal 1/16”W crack with delaminated areas along both haunches for the full length.

o Delaminated area (15’L x 6’W).




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Bottom of Deck (cont.)

Span 1, continued – Bay 9 –

o Above Abutment A – Spall/Delaminated area (1’L x 3”W x 1”D).

o Near Abutment A, B9 haunch - Spall (12’L x 4”W x 2”D). o Pier 1, B9 haunch - Spall (3’L x 1”D x 2”W).

Bay 10 – o Above Abutment A – Spall in B10 haunch (2.5’L x 4”W x

2”D). o Delaminated area (3’W x 5’L). o Abutment A, Beam 10 haunch - Spall (2’L x 6”W x 3”D).


2 spalls at B11 (6”L x 6”W x 1”D each). 2 Spalls at B12 (1’Dia. x 3”D) near joint. Spall in Abutment A haunch (1’L x 5”W x 1.5”D). Spall (1.5’L x 1’W x 2”D).

o Spall (8”dia. x 1”D). o Delaminated area (3’W x 5’L). o Pier 1, Beam 11 haunch - Spall (6’L x 3”W x 2”D).


Spall (1’L x 8”W x 1”D). Delaminated area (1’L x 1’W).

o Near Pier 1 – Spall (2’W x 1’L x 3”D) with exposed rebar and

1/16” section loss. SEE PHOTO 3. 2 spalls (8”dia. x 2”D & 1.5’L x 1’W x 2”D).

o Beam 12 haunch - Spall (15’L x 2”W x 2”D) with exposed rebar and no section loss.

Span 2 –

Bay 1, Near Pier 2 – Spall near Beam 2 top flange (10’L x 3”H x 3”W).

Bay 2, Near Pier 1 – 3 spalls 1/2"D (6”dia., 4”dia & 3”dia.). Bay 3 – Spall (6”dia. x 1”D) with exposed rebar and

immeasurable section loss. Bay 3, Near Pier 1 – Delaminated area (20’L x 3’W). Bay 4 –

o 6’ from Pier 1 – Delamination (8”L x 3”W) o 16’ from Pier 1 – Delamination (10”Dia.). o Beam 4 haunch near Pier 2 - Spall (1.5’L x 4”W x 2”D).

Bay 5 – 2 spalls on Beam 6 haunch (1’L x 3”W x 1”D & 4’L x 3”W x 1”D).

Bay 8 – Longitudinal 1/16”W crack with delaminated areas along haunch (full length x 3’W).

Bay 9 – o Beam 9 haunch near Pier 1 – Spall (8’L x 6”W x 3”D). o Near Pier 2 - Spall (8”dia. x 2”D) with exposed rebar

with 50% section loss. o Beam 9 haunch - Spall (25’L x 4”W x 2”D). o Beam 10 haunch near Pier 2 – Spall (6’L x 2”H x 1”D)

with exposed rebar and no section loss.




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Span 2, continued – Bay 10 –

o Near Pier 1 - 2 spalls (4”dia. x 1/2”D each) with exposed rebar and no section loss.

o At Pier 2 – Delaminated area (3’W x 1’L). o 1st Intermediate Diaphragm from Pier 1 – Delamination

(6’L x 1”W). Bay 11 – Delaminated area (6’W x 20’L). Bay 12 –

o 5’ from Pier 1 - Spall (8”dia. x 3”D). o 25’ from Pier 1 –

Spall (1’Dia. x 4”D) with exposed rebar and insignificant section loss.

Spall (2’W x 1’L x 1”D) with exposed rebar and insignificant section loss.

o Near Pier 2 – Spall (2’L x 2’W x 3”D) with exposed rebar and 1/2" section loss.

Span 3 –

Bay 1 – o Pier 2, B2 haunch - 2 spalls (4’L x 4”W x 2”D and 10’L

x 4”W x 2”D). o Near Pier 3, B1 haunch – Longitudinal 1/16”W crack

(5’L) over roadway. o Pier 3, B2 haunch - Spall (8’L x 4”W x 2”D).

Bay 2 – o Pier 2, B2 haunch –

Spall (3’L x 4”W x 1.5”D). Spall (1”W x 6”L x 1/2"D) with exposed rebar and

insignificant section loss over roadway. o Pier 3 – Spall/delaminated area at honeycombed area

(3’L x 2.5’W x 2”D) with 2 exposed rebar and 1/16” section loss. SEE PHOTO 4.

Bay 5 – o Over Pier 2 – 2 Delaminated areas (3’W x 6”L & 2’L x

2”W). o Near Pier 3 - Delaminated area (10’L x 4’W) extends to

B6 haunch. Bay 8 –

o Midspan – Repair patch (4’W x 4’L). Spall (6”Dia. x 1/2”D) with exposed

reinforcement and no section loss. o Spall (1’dia. x 2”D). o Delamination (full length of span x 6.5’W) extends 12’

into Span 2. o Along B8 haunch - Longitudinal 1/16”W crack with

delaminated areas for the full length. Bay 9 –

o Near Pier 2 - Spall on B9 haunch (12’L x 4”W x 2”D). o Midspan, near B10 - Exposed rebar with surface rust

(8”L). o 15’ from Pier 3 – Spall (8”L x 6”W x 1”D) with exposed

rebar and no section loss. o Near Pier 3 - Delaminated area (8’L x 2’W).




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Span 3, continued - Bay 10 –

o Pier 2, B10 haunch - Spall (10’L x 4”W x 2”D). o Pier 2, Near B11 - Spall (1’dia. x 1”D). o 15’ from Pier 3 - Delaminated area (5’L x 1’W).

Bay 12 – o Near Pier 2 – Delaminated area (10’L x 5’W). o Pier 3, G13 haunch - Spall (8’L x 3”W x 3”D) extends

to Span 4. o Near Pier 3 –

Spall (2’L x 2’W x 3”D) with exposed rebar and 100% section loss.

Delaminated area in the sidewalk (5’L x 3”D) near Beam 12 haunch (10”H x full length) which is spalling off.

Span 4 –

Outside Bay 1, Abutment B – Spall on corner of deck at end of parapet (2’L x 1.5’W x 8”D).

Bay 1, Abutment B - o G1 haunch –

Spall (2.5’L x 1’H x 6”D). Delaminated area (10’L x 10”H).

o Deck end – Spall (8”L x 4’W x 4”D) with exposed rebar and

100% section loss. Delaminated area (10’L x 5’W).

o B2 haunch – Spall (1’L x 8”H x 3”D) with exposed rebar with

1/16” section loss. Delaminated repair patch (4’L x 1’H) and

adjacent delaminated/spalled area (5’L x 8”H x 3”D) with exposed rebar and 1/8” section loss. SEE PHOTO 5.

Bay 2, Near Abutment B – Delaminated area (5’Dia.). Bay 4, Abutment B – Spall near diaphragm (8”L x 3”W x 1”D). Bay 5 –

o Pier 3 – Delaminated area (7’L x 3’W). o Near Abutment B – Delaminated area (6’L x 3’W). o Abutment B, B5 haunch – Spall (10”L x 6”W x 2”D). o 1st Intermediate Diaphragm from Abutment B - Spalls

(1’dia. x 2”D & 2’L x 6”W x 2”D) with exposed transverse rebar with 3/16” section loss.

Bay 6 to 9, Abutment B – Joint material hanging down Bay 8, B8 haunch –

o Longitudinal 1/16”W crack with delaminated areas (full length).

o 4 spalls (5”W x 3”H x 1/2"D) near Abutment B. o Delaminated area (10’L x 6’W).

Bay 9, B9 haunch, Abutment B – Spall (4’L x 4”W x 1”D). Bay 10 – Spall in Beam 10 haunch (4’L x 4”W x 1.5”D). Bay 11, Abutment B – Delaminated area (6’L x 3.5’W).




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Span 4, continued - Bay 12 –

o Abutment B, B12 - Spall (2’L x 2’W x 6”D) with exposed rebar and 1/16” section loss at deck/sidewalk offset.

o Abutment B end - Exposed rebar with 1/8” section loss (3’L) at abandoned pipe. Timber block shoring is being supported by end diaphragm.

o B12 haunch - Delaminated area (15’L x 10”H) with efflorescence.

o B13 haunch – Delaminated area (8’L x 10”H). Approach Spans (Access through Abutment Vaults) –

Both approaches have longitudinal and transverse cracks up to 1/16”W with efflorescence in random areas in the bottom of the slab.

Curbs FAIR due to:

Girder 1 Side -

Abutment A Approach – o Spall (3’L x 8”W x 6”D). o 2 edge spalls (1’L x 2”W x 4”D and 6”L x 8”W x 2”D).

Span 1 – Edge spalls (10’L total x 6”H x 6”D). Span 2 – Edge spalls (3.5’L x 4”H x 3.5”D & 2’L x 3”H x 1”D). Span 3 – 2 edge spalls (10’L x 3”W x 1”D & 2’L x 4”H x 2”D). Span 4 –

o Longitudinal hairline crack (6’L). o Delaminated area (3’L x 6”H x 3”W).

Abutment B Approach – o Spalled/delaminated area (5’L x 8”W x 8”D). o Edge spall partially patched.

Girder 13 Side -

Spalled for the full length (3”H x 3”D) extends 1’W on top face into sidewalk at Spans 1 & 3 with exposed rebar and up to 1/8” section loss. SEE PHOTO 6.

Abutment B Approach – o Spalled/delaminated area (5’L x 2’W x 8”D). o Delaminated area (2’L x 1’W).

Median GOOD except for:

6 Transverse hairline cracks (1’L to 2’L each). Spans 3 & 4 - 3 transverse 1/16”W cracks total (6’L each).

Sidewalks FAIR due to:

Girder 1 Side -

Sand with debris (up to 6”D), and minor vegetation growth in random areas along parapet.

Spans 1 to 4 – Wearing surface peeling off throughout. Span 1 – Delamination (5’L x 3’W). Span 2 – Delaminated area (1’Dia.). Span 4 –

o Longitudinal hairline crack (2’L). o Delaminated area (3’L x 8”W).




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Sidewalks (Cont’d)

Girder 1 Side, continued - Abutment B Approach –

o Debris along parapet up to 2’D with minor vegetation growth.

o Small tree growing in sidewalk. o Spalls around repaired areas up to 1”D (15 SF total).

Girder 13 Side -

Abutment A Approach – o Delaminated area (6’L x 6’W). o Spall (2’L x 1’W x 1”D).

Span 1 – Spall (3’L x 1’W x 6”D) with exposed rebar with 1/8” section loss. SEE PHOTO 6.

Span 2 – Spall (1’L x 2”W x 1/2”D) with exposed rebar and insignificant section loss.

Span 3 – o Spall (3.5’L x 8”W x 4”D) with exposed transverse

rebar and insignificant section loss. o Delaminated area at spall (5’L x 9”W).

Span 4 – Spall (1’L x 2”W x 1/2”D) with exposed rebar and insignificant section loss.

Abutment B Approach – o Delamination (2’L x 1’W).

Parapets POOR due to:

Decorative steel panels on exterior of both parapets have

severe corrosion throughout the parapet casing with numerous areas of complete section loss at approx. 6’-6” intervals. SEE PHOTO 7.

Epoxy coating on the top and inside face of both parapets is cracked and peeling throughout exposing random spalls and delaminated areas.

Girder 1 Side –

Concrete mix deteriorating for full length up to 4”D and 1’W. Span 1 –

o Spalled/delaminated areas (20’L total x 8”W x 3”D). o Vertical hairline to 1/16”W cracks at approx. 3’

intervals for the full length. Span 2 –

o Spalled/delaminated area on top (36’L x 1’W x 3”D). o Spalls (25’L total x 1’W x 3”D max.).

Span 3 – o Spalled/delaminated area (25’L x 1’W x 6”D). o 2 spalls on outside (12’L x 6”W x 6”D and 6’L x 1’W x

3”D). o Vertical hairline to 1/16”W cracks (1’L typ.) at

approx. 2’L intervals for the full length. Span 4 –

o Spall at edge (70’L total x 6”W x 2”D max.).




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Parapets (Cont’d)

Girder 13 Side – Span 1 – Spalled/delaminated area (70’L total x 1’W x 2”D). Span 2 – Spalls (70’L total x 6”W x 3”D). Span 3 – Spalled/delaminated area (50’L total x 5”W x 2”D). Span 4 –

o Spalls (50’L total x 5”W x 2”D). o Vertical hairline to 1/16”W cracks (1.5’L typ.) at

approx. 2’L intervals for the full length.

Railing POOR due to: Metal railing on both parapets has light to moderate rust

throughout with peeling paint. Girder 1 Side – Damage to metal railing with 2 sections of

missing rails in Span 1 (12’L). SEE PHOTO 8. Girder 13 Side – Missing 1 section of top rail in Span 2

(6’L).

Fencing (Pedestrian Fence on Beam 13 Side) – GOOD.

Drains POOR due to: All drains in Spans 1 to 4 are clogged.

Pier 2 –

Bay 2 – Drain elbow missing, water still on top of cap.

Lighting POOR due to: Abutment A & Pier 1 - Luminaries are missing with exposed

wires. Piers 2 & 3 – Luminaries are missing with rusted conduits.

Utilities Pipes/conduits have light to severe rust but are abandoned.

All Spans, Bay 12 - The unknown utility conduit line has cracked and delaminated concrete cover throughout.

Abutment A – Electrical conduit in Bay 10 is disconnected and rusted with exposed wires.

Span 2, Bay 12 – o Concrete pipe junction box at Pier 1 has 1/16”W cracks

with heavy efflorescence and rust stains. o Junction box at Pier 2 has heavily deteriorated

concrete with spalls. Beam 1 side, Abutment A approach span, Spans 1 to 3 - Raised

broken frames at steel utility access covers. Beam 1 side, Abutment A approach span and Last Beam side,

Span 1 - Severe corrosion with holes up to 2” diameter on the steel utility access covers.

Expansion Joints (Compression Joint Seals at Abutments) – POOR due to:

Joint seals are worn with minor cracks and showing signs of water leakage at random locations.

Armor plates have light surface rust.




Page 13 of 43

Expansion Joints (Cont’d)

Abutment A - Joint is filled with minor debris throughout. SEE PHOTO 9. Girder 1 Side –

o Vertical offset of 1/2” in armor plate and gap in plates at sidewalk (2”H x 3”W separation).

o Transverse crack along joint on approach side up to 1/4”W (45’L).

Girder 13 Side – o Steel armor plate in sidewalk has heavy rust and is

raised 1/2”H. o Armor plate is deformed 1/2” in left lane (3’L).

Abutment B -

Joint is filled with minor debris throughout. Girder 1 Side –

o Plates are not level at sidewalk (vertical offset up to 1/2”H).

o 2”W separation of sidewalk plate (10’L). Girder 13 Side –

o Missing joint armor repaired with concrete along the edge of the joint (20’L x 2’W).

o Approximately 2/3 of the length is covered with foam. SUPERSTRUCTURE

Bearing Devices POOR due to: Abutment A (Expansion) –

Bearings have light to moderate surface rust and peeling paint on masonry plate.

Light surface rust and peeling paint on rocker device. Several bearings have sheet rust between the rocker and

masonry plate with immeasurable section loss. Bearings 1 to 6 –

o Expanded toward the backwall up to 1.5” at 20OF. o Beam 6 is impacting the backwall.

Bearing 2 – Heavy surface rust & sheet rust around roller pin and plate with 1/16” pitting.

Bearings 3 & 7 – Pack rust build-up below rocker, lifting bearing up 3/4".

Bearings 4, 5, 6, 8 & 11 – Pack rust build-up below rocker, lifting bearing up 1/2".

Bearings 7 to 12 - Expanded toward the backwall up to 1/2" at 20OF.

Bearing 7 – o Sheet rust throughout masonry plate with immeasurable

section loss and heavy surface rust on rocker device. o Bolts missing in sole plate-to-beam connection but

field welds are in good condition. Bearings 8 to 11 – Missing bolts on sole plate-to-beam

connection but field welds are in good condition. Bearing 12 –

o Heavy surface rust to sheet rust throughout with 1/16” section loss.

o Missing bolts on sole plate-to-beam connection but field welds are in good condition.




Page 14 of 43

Bearing Devices (Cont’d)

Abutment A (Expansion), continued – Bearing 13 –

o Expanded and rotated approximately 4” at 20OF causing the girder to impact the backwall. SEE PHOTO 10.

o Surrounded by dirt/debris up to 8”H that is inhibiting bearing movement.

Pier 1 (Expansion) –

Bearings have light to moderate surface rust and peeling paint.

Surface rust and peeling paint on several anchor bolts. All bearings are expanded toward Abutment A up to 1.5” at

20OF. Bearings 2, 7 & 8 – Sheet rust/pack rust between rocker and

plate with 1/16” section loss. Pier 2 (Fixed) –

Bearings have freckle to light surface rust & peeling paint; surface rust on several anchor bolts.

Bearing 1 – Areas of minor pitting with peeling paint. Bearing 4 – Missing 2 anchor bolt nuts on Bay 4 side. Bearing 7 – Moderate surface rust throughout. Bearing 12 – Heavy surface rust with 1/16” section loss at 2

anchor bolts. Pier 3 (Expansion) –

Bearings have light surface rust on masonry plate. Surface rust and peeling paint on several anchor bolts. All bearings are expanded toward Abutment B up to 1/2" max. at

20OF. Abutment B (Expansion) –

Bearings have light to heavy surface rust with peeling paint on masonry plate.

Light surface rust and peeling paint on rocker device. Several bearings have sheet rust between the rocker and

masonry plate with immeasurable section loss. Bearings are expanded toward the backwall up to 2” at 20OF. Bearing 1 –

o Surrounded by vegetation and dirt/debris up to 8”H that is inhibiting bearing movement.

o Areas of pitting up to 1/4”D. SEE PHOTO 11. Bearing 2 –

o Sheet rust on masonry plate with immeasurable section loss.

o Moderate surface rust throughout rocker device. Bearings 3 – Pack rust build-up below rocker, lifting bearing

up 1". SEE PHOTO 12. Bearings 7 & 8 –

o Heavy surface to sheet rust on masonry plate and rocker device with 1/16” section loss.

o Heavy corrosion on anchor bolt hardware. Bearing 9 – Concrete debris up to 8”H behind rocker that is

inhibiting bearing movement.




Page 15 of 43

Bearing Devices (Cont’d)

Abutment B (Expansion), continued – Bearing 12 –

o Sheet rust between rocker & masonry plate with immeasurable section loss and concrete debris are inhibiting bearing movement.

o Roller pin has shifted 1/2” longitudinally toward Abutment B and is not concentric with the rocker device. SEE PHOTO 13.

Bearing 13 – Surrounded by vegetation, dirt/debris up to 1’H that is inhibiting bearing movement.

Stringers N/A

GIRDERS, BEAMS, SLABS (Steel, Painted) - Girders 1 & 13 are riveted steel plate girders

with transverse web stiffeners; Beams 2 to 12 are rolled steel beams) - FAIR due to: Girders 1 & 13 (Typical) –

Pack rust up to 1/2” thick between the bottom flange angles and cover plates.

Bottom flange plates/angles are deformed up to 1/4”H each due to pack rust. SEE PHOTO 14.

Surface rust in random locations in the web, mainly around top flange angles and web stiffener angles.

Beams 2 to 12 (Typical) –

Freckle to light surface rust with peeling paint in random areas on girder webs & bottom flanges.

Most beam ends have light to moderate surface rust at both abutments (4’L typ.).

Span 1 –

Beam 2 at Abutment A - Heavy surface rust & sheet rust with up to 1/8” section loss on top and bottom flange and 3”H on web (8’L).

Beams 6, 7, & 8 – o Pitting in areas up to 1/8”D on the bottom flanges &

bottom 3” of the webs. o Previously pitted areas that were painted over have

surface and light sheet rust forming causing paint to peel in random areas.

Beam 12 at Abutment A – Sheet rust with insignificant section loss on bottom flange (2’L) and on bottom 3” of stiffener and web (4’L).




Page 16 of 43

GIRDERS, BEAMS, SLABS (Cont’d)

Span 2 – Girder 1, 15’ from Pier 1 – Deformed bottom flange plate (6”L

x 3”W x 2”H). SEE PHOTO 15. Beams 7 & 8 –

o Pitting in areas up to 1/8”D on the bottom flanges and bottom 3” of the webs.

o Previously pitted areas that were painted over have surface and light sheet rust forming causing paint to peel in random areas.

Beams 7 & 9 – Heavy rust on top flange with 1/16” section loss (1.5’L) near Pier 1.

Span 3 –

Girder 1, near Pier 2 – Deformed bottom flange plate (1’L x 3”W x 2”H). SEE PHOTO 16.

Girder 1 near Pier 3 – Deformed bottom flange (6”L x 1/2"H). Beams 7 & 8 –



Beam 7 – Light sheet rust forming on girder splice with insignificant section loss.

Span 4 –

Girder 1 – End 2’L of top flange at Abutment B has heavy sheet rust with pitting up to 5/16”D.

Girder 2 – Heavy rust at bottom flange (3’L). Beams 6, 7, & 8 –



Girder 13 – End 3’L of bottom flange at Abutment B has sheet rust with pitting up to 1/16”D.

Railroad Shield – o Light to heavy surface rust with areas of peeling

paint throughout. o Debris in random areas along the shield. o Beam 1 End - Heavy sheet rust and rust swell in shield

plate elements with pack rust and severe corrosion of hanger plate connection angles and bolts.




Page 17 of 43


(Reinforced Concrete Beams @ Approach Spans) – POOR due to: Previously mentioned “shear” cracks are not “shear” cracks

Because the cracks start at the bottom of the beams and go up diagonally towards the pier cap.

Structural analysis should be performed on these beams. Abutment A Vault –

Span 1, T-Beam 2 – o G1 side – 1/16”W crack (5’L) continues to the bottom

face and the G13 side; Spall/delamination (1.5’L x 6”H x 2”D) with exposed rebar exhibiting 1/16” section loss at approach end.

o G13 side - Spall (8”L x 3”H x 2”D) with exposed rebar exhibiting 1/16” section loss, at approach end.

Span 1, T-Beam 3 - Beam has fractured along a 2”W crack with edge spalling exposing rebar with 1/16” section loss at approach end. SEE PHOTO 17.

Span 1, T- Beam 4 - Beam has fractured along a 2”W crack exposing rebar with 1/16” section loss. Up to 1/8”W crack at 2’ from the fracture on both faces of beam at approach end. SEE PHOTO 18.

Span 1, T- Beam 5 – o Beam has fracture along a 2.5"W crack exposing rebar

with 1/16” section loss. Up to 1/8”W crack at 3’ from the fracture on both faces of beam at approach end. SEE PHOTO 19.

o G1 side - Spalls (6”Dia. x 1/2"D and 8”L x 2”H x 1”D) with exposed rebar exhibiting 1/16” section loss, at approach end.

o G13 side - Spall (2”L x 2”H x 1”D) with exposed rebar exhibiting 1/16” section loss, at approach end.

Span 3, T-Beam 1 - Delamination, (3’L x full width) along all 3 faces of beam and spall with exposed rebar but no significant section loss, (2’L x 2’H x 4”D) near Abutment A end.

Span 3, T-Beams 2, 3 & 4 - Several vertical cracks and hairline diagonal shear cracks with efflorescence near Abutment A end. SEE PHOTO 20.

Abutment B Vault –

Spans 1 & 3 – Typical random hairline cracks with efflorescence at ends of beam.

Span 3, T-Beam 1 –

o G1 side – Spall (8”L x 10”H x 1”D); Spall (8”Dia. x 1”D) with exposed rebar exhibiting 1/16” section loss; Hairline vertical and diagonal cracks with efflorescence (6 LF total) along the top edge of the beam at approach end; Delamination (3’L x 1’H).

o G13 side - 3 spalls, (10”L x 6”H x 1”D, 10”L x 11”H x 1”D & 1’-2”L x 10”H x 1”D) with exposed rebar exhibiting 1/16” section loss along the top edge of the beam and hairline vertical crack with moderate efflorescence (3 LF) at approach end.




Page 18 of 43


Abutment B Vault, continued – Span 3, T-Beam 2 –

o G1 side - 2 spalls (1.5’L x 8”H x 1”D and 1’-2”L x 6”H x 1”D) with exposed rebar exhibiting 1/16” section loss, along the top edge of the beam at approach end.

o G13 side - 2 spalls (1’-2”L x 10”H x 1”D and 10”L x 4”H x 1”D) with exposed rebar exhibiting 1/16” section loss, along the top edge of the beam at approach end.

Span 3, T-Beam 4 – o G1 side – Diagonal crack 1/16”W with efflorescence at

end of T-Beam (3’L) wrapping around to bottom.

Diaphragms FAIR due to: Freckle rust to light surface rust with peeling paint

throughout all diaphragms (typical).

Abutment B – Bay 1 - Heavy surface rust at Girder 2 connection. Bay 12 –

o Heavy surface rust at both girder connections. o Timber shoring for deck is being supported by

diaphragm on Girder 13 side.

Bracing N/A

PAINT POOR due to: Paint failures in areas of pack rust and surface rust on

exterior girders. Peeling paint and freckle rust on diaphragms. Rust and peeling paint on bearing devices. SEE ‘GIRDERS,

BEAMS, SLABS’, ‘Diaphragms’, & ‘Bearings’.

SUBSTRUCTURE ABUTMENTS

Wing walls FAIR due to: Stone Masonry Walls (Exterior) -

Masonry joints have missing or delaminated mortar (typical). Stains and efflorescence on all wing walls (typical). Abutment B, Beam 1 Side –

o Vines/vegetation overhanging wall. o Several stones are shifted outward up to 2.5” near

free end. o Missing stones (10’L x 2’H) due to impact. o Cap stones on top of wall are shifted outward up to

6”.




Page 19 of 43

Wing walls (Cont’d)

Reinforced Concrete Walls (Visible from Vault) – Vertical and diagonal up to 1/16”W cracks with efflorescence. Moisture build-up on walls. Steel rungs for vault access ladders are heavily rusted. Abutment B vault, G13 side, 15’ from Abutment B –

o Full height 1/8”W vertical crack with heavy efflorescence at the bottom 4’H.

o Delamination (3’H x 1’W). o Spall (1’H x 1’W x 4”D).

Back walls POOR due to:

Abutment A –

Outside Girder 1 – Vertical 1/8”W crack in stone (1.5’L). Bay 1 – Vertical 1/16”W crack (6.5’L). Bay 2, Behind Beam 3 – Spall (10”dia. x 1/2”D). Bays 3, 5 to 11 – 21 vertical up to 1/16”W cracks, several

with efflorescence (14 @ 5.5’L, 3 @ 4’L, and 4 @ 2’L). Bay 4 – Spalled/delaminated area (6’L x 1’W x 3”D). Bay 6 – Delaminated area behind Beam 7 (1.5’dia.). Bay 9 – Spall near top of wall (10’L x 10”W x 4”D). Bay 11 –

o Spall near top (2’L x 5”W x 4”D). o Delaminated area (1’L x 6”W). o Diagonal hairline crack (2.5’L).

Outside Girder 13 – Several masonry stones are rotated and shifted outward with missing mortar.

Abutment B –

Bay 1 – Spall (2’L x 8”H x 3”D). Bays 1, 3 to 5, & 10 – 10 vertical hairline cracks total,

several with efflorescence (6 @ 4’L each, 2 @ 1’L, and 2’L). Bay 6 – Delaminated/spalled area near Beam 7 (3’L x 2’H x

1/2"D). Bay 7 –

o Spall at vertical construction joint (3’L x 2’H x 6”D).o 3 spalls (3’dia. x 2”D, 1’dia. x 3”D, and 1’H x 6”W x

2”D). Bay 10 –

o Spall behind Beam 11 (6’L x 2.5’H x 1.5”D), extends into Bay 11.

o Edge spalling, (up to 1”H x up to 1/2”D) along construction joint behind end diaphragm.

o Spalls (6”H x 5”L x 1/2"D, 1’-1”Dia. x 1”D & 1’L x 10”H x 1”D).

Bays 11/12 – Spall/delamination (6.5’L x 5’H x 6”D). SEE PHOTO 21.

Bay 12 – Vertical 1/8”W crack at conduit penetration through backwall.




Page 20 of 43

Bearing Seats FAIR due to: Dirt, sand, and concrete debris build-up around several

bearings at both abutments; in some locations, debris is inhibiting bearing movement. SEE ‘Bearing Devices’.

Abutment A – Light vegetation on exterior side of Girder 13. Abutment B – Tree and vegetation growing on exterior side of

Girder 1. Top of Breast Walls – SEE ‘Breast Walls’.

Breast walls FAIR due to:

Abutment A (Face of Wall) –

Stone masonry at both ends has random areas of missing and delaminated mortar, and light to moderate efflorescence along mortar joints.

Bay 3 – o 3 vertical hairline cracks (17’L, 4’L, and 2’L). o Spall (1’L x 6”W x 3/4”D) with exposed rebar with

1/32” section loss. Bay 4 –

o Vertical hairline crack (10’L). o Vertical hairline to 1/16”W crack (6.5’L), extends

into top. Bay 5 – Vertical hairline crack (3’L). Bay 6 –

o Vertical 1/32”W crack with light efflorescence (17’L). o Vertical hairline crack (12’L), extends into top.

Bay 7 – o Vertical 1/16”W crack (18’L). o Horizontal hairline crack (3.5’L). o Delamination (1.5’L x 1’H) near utility junction at

top of cap. Bay 8 – Diagonal hairline crack (10’L). Bay 9 –

o Diagonal hairline crack (5’L). o Vertical hairline crack (10’L).

Bay 10 – o Delaminated repair patch area near top (2’L x 1’W). o Vertical hairline crack (12’L).

Vault Side – o Several vertical hairline to 1/16”W cracks and

moisture build-up throughout. o 4 vertical 1/4”W cracks (7’L each).

Abutment A (Top of Wall) -

Dirt and concrete debris build-up around Bearings 1 to 3, 7, 12 & 13.

Bay 3 – 2 transverse 1/32”W cracks (1’L each). Bay 4 – Transverse 1/32”W crack (2’L) extending from face. Bay 5 – 2 transverse 1/32”W cracks (1.5’L each) extending

from face. Bay 8 – Longitudinal 1/32”W crack (8’L). Bay 9 – 2 transverse hairline cracks (1’L each). Bay 10 - Delaminated area (2.5’W x 2’L).




Page 21 of 43

Breast walls (Cont’d)

Abutment B (Face of Wall) – Bay 1 –

o Delaminated area near bottom of wall (2’L x 1’H). o Hairline to 1/16”W map crack area (2’W x 15’H). o Horizontal hairline crack extending into Bay 2 (10’L).

Bay 2 – o Delaminated area at bottom of wall (1’L x 1’H). o Vertical hairline to 1/32”W crack in repair patch

(18’L). Bay 3 – Horizontal hairline crack (6’L). Bay 4 –

o Delaminated area with hairline map cracks near top of wall (1’L x 1’H).

o Diagonal hairline crack (5’L). o Vertical hairline crack (20’L). o Collision scrapes.

Bay 5 – o Vertical 1/8”W crack (20’L), extends into top. o Delaminated area (1’L x 1’H).

Bay 6 – Diagonal hairline crack near bottom of wall (2.5’L). Bay 7 – Edge spalls along vertical construction joint (2’L x

up to 2”W & 2”D). Bay 9 –

o 2 vertical 1/16” W cracks (20’L each). o Diagonal hairline crack near bottom (3’L).

Bay 10/11 – Diagonal 3/16”W crack (20’L). Bay 11 –

o Vertical hairline crack with heavy efflorescence (12’L).

o Horizontal hairline crack (5’L). Bay 12 – Horizontal hairline crack (3’L). Vault Side –

o Several vertical hairline to 1/16”W cracks and moisture build-up throughout.

o Several of the breastwall columns have exposed rebar with shallow spalls.

o Full-height 1/8”W crack between C1 & C2 Abutment B (Top of Wall) -

Dirt and concrete debris build-up at Bearings 1 & 6 to 13. Bay 3 – Transverse 1/16”W crack extending to face (4’L). Bay 5 - Transverse 1/8”W crack extending from face. Bays 9 & 10 – Transverse hairline crack (1’L each).

Weep Holes N/A

Footings Water ponding up to 6”D in both Vaults

Piles Not visible.




Page 22 of 43

Undermining Abutment B Wingwall inside Approach Vault – Undermining (25’L x 3’back x 2’H) on G13 wingwall.

See “Pier – Undermining” for previously noted undermined footings of piers in approach vaults.

Settlement None observed.

PIERS

Caps FAIR due to:

Piers 1, 2 & 3 - Several vertical hairline cracks in random locations on each face (2’L each) that extend full-width across the top (6’L).

Top of Pier Caps – SEE ‘Bearing Seats/Top of Pier Caps’. Pier 1 –

Span 1, Bay 7 – Edge spall (16”L x 8”W x 5”D) with exposed rebar with 1/16” section loss.

Span 2 – o Bays 2 to 5 - Hairline vertical crack extending into

the top face, (5’L each). o Bay 7 – Vertical 1/8”W crack (2’L) extends into top.

SEE PHOTO 22. Pier 2 –

Span 2 – o Bay 2 – Delaminated area (1.5’L x 1’H). o Bay 9 – Delaminated repair patch (2’H x 6’L), extends

into top. Span 3 –

o Bay 2 – Delaminated area (3’L x 6”H). o Bays 3, 5, 7 & 11 – Vertical hairline cracks (2’L

each). o Bay 8 - Delaminated repair patch, (2’L x 2’H) near

hairline vertical crack, (2’H). Pier 3 –

Span 3 – o Bay 2 – Delaminated area (1.5’Dia.). o Bays 3 & 4 – Vertical hairline crack (2’L each). o Bay 6 – Vertical hairline to 1/16”W crack (2’L). o Bay 7 – Vertical 1/16”W crack (2’L) extends into top. o Bay 9 – Delaminated repair patch (1’L x 1’H).

Span 4 – o Bay 5 – Delaminated area in repair patch (6”dia.). o Bay 7 – Delaminated repair patch (1’L x 2’H).




Page 23 of 43

Caps (Cont’d)

Piers inside Abutment A Approach Span Vault – Vertical cracks with heavy efflorescence along pier caps. Pier at Abutment A -

o At T-Beam 1 - Spall with exposed reinforcement with 1/16” section loss (4’L x 3’H x 4”D).

o At T-Beam 2 - Spall (3’L x 3’H x 3”D) and heavy efflorescence (13’L x 8’H).

o Bay 1, near T-Beam 2 - Spall (40’L x 6”H x 6”D) along the top edge.

Pier 1 - Between Beams 3 to 5, 3”H gap between top of pier cap and bottom of slab, (20 LF).

Piers inside Abutment B Approach Span Vault –

Vertical cracks with heavy efflorescence along pier caps. Pier at Abutment B -

o Near T-Beam 1 end - Spall with exposed reinforcement with 1/16” section loss (1’L x 3’H x 6”D).

Pier 3 – Spalled/delaminated area (10’L x 6”H x 3”D) with exposed rebar exhibiting 1/16” section loss near Beam 1 end.

Bearing Seats/

Top of Pier Caps FAIR due to:

Light debris up to 2”D on top of pier caps in random areas. All pier caps have several full-width transverse hairline

cracks (6’L) in random areas that extend from vertical hairline cracks on the sides.

Pier 1 –

Bearing 1 – Delaminated area around bearing (2’W x 1.5’L each side).

Bay 7 – Delaminated area along transverse 1/8”W crack (1’L x 6’W).

Bay 8 – Delaminated area (5’W x 2.5’L). Pier 2 –

Bearing 1 – Delaminated area around bearing (2’W x 1.5’L each side). SEE PHOTO 23.

Bay 5 – Delaminated repair patch (1’L x 6’W). Bay 6 – Delaminated area (1’Dia.). Bay 9 – Delaminated repair patch (1.5’L x 6’W).

Pier 3 –

Bay 5 – 2 Transverse hairline cracks (4’L each). Bay 7 – Delaminated repair patch along transverse 1/4”W

crack (6’L x 1’W).




Page 24 of 43

Walls FAIR due to: Stone masonry at ends of walls has random areas of missing

and delaminated mortar, and light to moderate efflorescence along mortar joints.

A majority of repair patches in pier walls have very fine vertical hairline cracks on the edges; several patches have horizontal hairline shrinkage cracks (typical).

Pier 1 (Span 1) -

Bay 2 – o Horizontal hairline crack (7’L). o 2 diagonal hairline cracks (8’L each).

Bay 3 – Vertical hairline crack (12’L). Bay 4 – Diagonal hairline crack (2.5’L), extends into cap. Bay 5 – 2 vertical hairline cracks (7’L & 12’L). Bay 6 –

o Vertical 1/16”W crack at construction joint (12’L). o Full height vertical hairline crack below Beam 7.

Bay 7 – o Vertical 3/16”W crack (6’L). o Delaminated area near top along crack (3’H x 1’L). o Vertical hairline crack (5’L). o Spall (1’L x 6”W x 3”D).

Bay 8 – Vertical hairline crack (10’L). Bay 9 –

o Vertical hairline crack (6’L). o Full-height vertical hairline crack.

Bay 10 – o Vertical hairline crack (2’L). o Full-height vertical hairline crack.

Bay 11 – Diagonal hairline crack (6’L). Bay 12 – Spall (6”dia. x 1”D) with exposed rebar with 1/16”

section loss. Pier 1 (Span 2) -

Bay 2 – o Delaminated area on top corner (2’H x 1’L). o Spall near top (2”Dia. x 1”D).

Bay 3 – o Diagonal hairline crack (5’L). o Vertical hairline crack (10’L).

Bay 4 – o Vertical hairline crack (5’L). o Delamination (7”L x 7”H) with edge spalling (2”L x 7”H x 1/2"D, 1”L x 3”H x 1/2"D and 5”L x 2.5"H x 1/2"D).


o Diagonal hairline crack (5’L). o 2 spalls (4”Dia. x 1”D & 8”L x 4”H x 1”D) with exposed rebar and up to 1/4” section loss.




Page 25 of 43

Walls (cont.)

Pier 1 (Span 2), continued - Bay 7 –

o Horizontal hairline crack (3’L). o Vertical hairline crack (10’L). o Full-height vertical 1/4”W crack in construction joint, extends into cap. o Delaminated area in repair patch at top of joint (2’H x 1’L).

Bay 9 – o Vertical hairline crack (12’L). o Delamination (9”L x 7”H) at mid-height. o Delaminated area (6”Dia.).


o Vertical hairline crack in repair patch (12’L). o Diagonal hairline crack (4’L).

Bay 12 – o Diagonal hairline crack (6’L). o Vertical hairline crack (6’L). o Horizontal hairline crack (6’L).

Pier 2 (Span 2) -

Bay 2 – o Vertical hairline crack (6’L). o Diagonal hairline crack (12’L).


Bay 4 – o 2 vertical hairline cracks (10’L each). o Horizontal hairline crack in repair patch (1.5’L). o Diagonal hairline crack (4’L).

Bay 5 – o Vertical hairline crack (15’L). o 5 Spalls (4”dia. x 1/2”D each) with exposed rebar with

1/16” section loss. Bay 6 – Vertical hairline crack (15’L). Bay 7 – Vertical hairline crack (15’L). Bay 11 – Diagonal hairline crack (8’L).

Pier 2 (Span 3) -

Several minor collision scrapes from vehicles due to no guardrail in place along pier.

Bay 4 – Vertical hairline crack in repair patch (10’L). Bay 5 – Vertical hairline crack (4’L). Bay 6, 7, & 8 – Vertical hairline crack in repair patch

(14’L). Bay 9 –

o Vertical 1/32”W crack (14’L). o Diagonal hairline crack with efflorescence (2’L).





Page 26 of 43

Walls (cont.)

Pier 2 (Span 3), continued - Bay 11 –

o Diagonal 1/32”W (2’L). o Vertical hairline crack in repair patch (14’L).

Bay 12 – o Diagonal hairline crack (12’L). o Delaminated area (2’L x 1.5’W).

Pier 3 (Span 3) -

Several minor collision scrapes from vehicles due to no guardrail in place along pier.

Scaling up to 1/4”D along bottom 2”H of wall for half the wall length.

Bay 2 – Delaminated area (2’L x 8”W). Bay 3 –

o 2 vertical hairline cracks (7’L each). o Horizontal hairline crack (2’L).

Bay 5 – 2 vertical hairline cracks (5’L each). Bay 6 – Horizontal hairline crack (2’L). Bay 7 –

o Vertical 1/16”W crack in repair patch (15’L). o Delaminated area in patch at bottom (2’L x 3.5’H).

Bays 10 & 11 – Graffiti on wall. Bay 12 – Horizontal hairline crack with stains (6’L).

Pier 3 (Span 4) -

Several minor collision scrapes. Graffiti on wall in random areas. Bay 4 – Vertical hairline crack with light efflorescence

(4’L). Bay 5 –

o Honeycombed area at bottom of wall (3’L x 1’H x 1/2”D). o Vertical hairline crack (4’L).

Bay 6 – o Vertical hairline crack with light efflorescence (8’L). o Honeycombed area (2’L x 1’H x 1/4”D).

Bay 7 – o Delaminated repair patch (15’H x 1’W). o Diagonal 1/16”W crack (4’L). o Vertical 1/16”W crack (20’L).

Bay 8 – o Vertical hairline crack (15’L). o Delaminated area (8”L x 2’H).

Bay 9 – Diagonal 1/32”W crack (8’L). Bay 10 –

o Vertical hairline crack in repair patch (5’L). o Diagonal 1/32”W crack (8’L). o Vertical hairline crack (5’L).

Bay 11 – Vertical hairline crack in repair patch (5’L). Bay 12 – Vertical hairline to 1/16”W crack (20’L).




Page 27 of 43

Columns (At Approach Span Piers Only) – GOOD.

Stems N/A

Footings (Piers 1 to 3) – Not visible. (Piers at Approach Spans) – SEE ‘Undermining’.

Piles (Piers 1 to 3) – Not visible.

(Piers at Approach Spans) – SEE ‘Undermining’.

Bracing N/A

Undermining Piers at Approach Spans (Access through Abutment Vaults) –

Abutment A Vault –

Pier 2 footing exposed on Span 2 side (5’L x 2’H) between C14 & C15.

Abutment B Vault -

Undermining (30’L x 1’H x 3’ back) at Pier 1 footing, G13 end.

Undermining (30’L x 4’H x 3’ back) at crossbeam footing between Piers 1 and 2, G13 end. SEE PHOTO 24.

Undermining (5’L x 4’H x 3’ back min.) at Pier 2 footing, G13 end.

Settlement None observed.

CHANNEL AND SLOPE PROTECTION

Scour N/A

Embankment Erosion Numerous deep erosion gullies (up to 6’D) in earthen slopes at abutment vaults, due to water leakage at approach slab.

Abutment A Approach – Erosion hole (2’Dia.) in median adjacent to vault, causing erosion of earthen slope in vault (15’L x 10’W x 4’D) in Span 1 between T-Beams 4 & 5.

Abutment B, Girder 1 side – 2 erosion holes past end of sidewalk (1.5’L x 1.5”W x 1.5’D) & (2.5’L x 1.5’W x 2’D).

Drift N/A

Vegetation Trees overhanging Girder 1 side approach railing/sidewalk in

Span 1. Vegetation growth on top of Abutment B breastwall outside of

Girder 1. Trees overhanging Girder 1 side guardrail at Abutment B

approach and obscuring traffic sign.

Riprap N/A




Page 28 of 43

Slope Protection (Earthen Slopes at Abutment Vaults) - SEE ‘Embankment Erosion’ and ‘Undermining’.

Adequacy of Opening N/A

FIELD POSTING

Actual Posting Not required.

Legibility N/A

Visibility N/A

Advanced Warning Signs (In accordance with the

latest Virginia Supplement to the MUTCD)

Not required.

TRAFFIC SAFETY

FEATURES

Bridge Railing 0 – Does not meet current traffic safety standards due to: Non-standard bridge parapet & railing; not crash tested.

Transitions 0 – Does not meet current traffic safety standards due to:

Metal offset blocks and square washers used. W-Beams not adequately stiffened. Inadequate post spacing. Notes: Abutment A – Girder 13 side guardrail is not securely

attached and missing 2 offset blocks. Abutment B - Girder 1 side guardrail is not attached to the

parapet due to collision damage. SEE PHOTO 25.

Approach Guardrail 0 – Does not meet current traffic safety standards due to: Metal offset blocks and square washers used. Notes: Abutment A –

o Collision damage on Girder 13 side near terminal end (12’L).

o Damaged post on Girder 13 side approximately 100’ from bridge.

Abutment B – Girder 1 side guardrail is severely damaged from the transition (40’L). SEE PHOTO 25.

No approach guardrail installed on Girder 1 side at Abutment A and Girder 13 side at Abutment B.

Approach Guardrail Ends 0 – Does not meet current traffic safety standards due to:

Ends not delineated.

OBJECT MARKERS None in place.




Page 29 of 43

APPROACH PAVEMENT Approach Slabs – Abutment A (Southbound Lanes) –

Map cracks up to 1/2”W throughout (30’L x 36’W); several cracks are sealed but sealant is missing in most locations.

Spall (1’L x 4”W x 2”D) in left lane. Abutment A (Northbound Lanes) –

Map cracks up to 1/2”W throughout; several cracks are sealed but sealant is missing in most locations.

3 asphalt repair patches. Ponding water along the approach.

Abutment B (Southbound Lanes) –

Slab has wear up to 1/8”D throughout. Hairline map cracks throughout (40’L x 36’W); approximately

15% are sealed. Delaminated area at approach end (2’L x 6”W).

Abutment B (Northbound Lanes) – SEE PHOTO 26.

Sealed hairline map crack areas throughout. Large area of deteriorated map cracks with spalls in center

lane (15’L x 12’W x 4”D) near joint. Transverse 1/2”W crack near joint (45’L). Spall near abutment joint (2’L x 4”W x 2”D). Spall (1’L x 2”W x 2”D).

Approach Pavement –

Abutment A (Southbound Lanes) – Has been repaved.


BRIDGE INSPECTION REPORT – PHOTOGRAPHS


Page 30 of 43

PPHHOOTTOO 11 –– SSPPAANN 44 NNBBLL SSPPAALLLL AANNDD CCRRAACCKKSS IINN DDEECCKK

PHOTO 2 – POP-OUT SPALLS, DELAMINATIONS, AND CRACKS IN BOTTOM OF DECK, BAY 12 SIDEWALK/DECK OFFSET




Page 31 of 43

PHOTO 3 – SPALL IN BOTTOM OF DECK, BAY 12 NEAR PIER 1

PHOTO 4 - SPALL AND DELAMINATION, BOTTOM OF DECK, BAY 2 IN SPAN 3, NEAR PIER 3




Page 32 of 43

PHOTO 5 - SPALL IN BOTTOM OF DECK, BAY 1 AT ABUTMENT B

PHOTO 6 - SPALL IN CURB & SIDEWALK, SPAN 1, GIRDER 13 SIDE




Page 33 of 43

PHOTO 7 – SECTION LOSS IN GIRDER 1 SIDE PARAPET CASING, SPAN 2

PHOTO 8 - MISSING RAILS, SPAN 1, GIRDER 1 SIDE




Page 34 of 43

PPHHOOTTOO 99 –– AABBUUTTMMEENNTT AA NNBBLL JJOOIINNTT

PHOTO 10 - ROTATED AND EXPANDED BEARING 13 AT ABUTMENT A




Page 35 of 43

PHOTO 11 – VEGETATION, DEBRIS INHIBITING MOVEMENT, RUST AND ROTATION OF BEARING 1 AT ABUTMENT B

PHOTO 12 – PACK RUST BUILD-UP BELOW ROCKER AT BEARING 3, ABUTMENT B




Page 36 of 43

PHOTO 13 – HEAVY DEBRIS AND MISALIGNED PIN, BEARING 12 AT ABUTMENT B

PPHHOOTTOO 1144 -- PPAACCKK RRUUSSTT BBEETTWWEEEENN PPLLAATTEESS,, GGIIRRDDEERR 1133 IINN SSPPAANN 33,, NNEEAARR PPIIEERR 33




Page 37 of 43

PHOTO 15 – DEFORMATION TO GIRDER 1, SPAN 2

PHOTO 16 - IMPACT DAMAGE TO GIRDER 1, SPAN 3 NEAR PIER 2




Page 38 of 43

PHOTO 17 - ABUTMENT A VAULT, T-BEAM 3 AT APPROACH END





Page 39 of 43


PHOTO 20 - ABUTMENT A VAULT, SHEAR CRACKS ON T-BEAM 2 AT PIER ADJACENT TO ABUTMENT




Page 40 of 43

PHOTO 21 – SPALL AT ABUTMENT B, BAY 12 BACKWALL

PHOTO 22 – 1/8”W to 1/4"W CRACK, PIER 1 BAY 7, SPAN 2 SIDE




Page 41 of 43

PHOTO 23 - DELAMINATED REPAIR PATCH, PIER 2 AT BEARING 1

PHOTO 24 - ABUTMENT B VAULT, CROSSFRAME FOOTING BETWEEN P1 & P2 UNDERMINED




Page 42 of 43

PHOTO 25 – IMPACT DAMAGE AT ABUTMENT B, GIRDER 1 SIDE

PHOTO 26 – SEALED HAIRLINE MAP CRACKS, DETERIORATION AND SPALLS IN NORTHBOUND LANE AT ABUTMENT B APPROACH


BRIDGE INSPECTION REPORT – CLEARANCE SHEET


Page 43 of 43

Rte. 27 – Washington Boulevard

Note:

- Girder 1 controls.

- Sketch is not to scale.

3 Lanes

Rte. 110 Eastbound

Beam 1 Side (West) Elevation

(Looking East)

To Rte. 12 –

Memorial Drive

To Rte. 244 –

Columbia Pike

14’-5”

17’-7”

16’-10” Item 10

2 Lanes

Ramp

3 Lanes

Rte. 110 Westbound

Abutment A

Abutment B

Pier 3

Pier 2

Pier 1

16’-9”

16’-10”

16’-9” Min.

14’-10” Min.

17’-4”

15’-9” Min.

15’-6”

14’-10” Min.

18’-10” Min.

20’-11” EOP

20’-2”

14’-0”

14’-0”

12’-0”

12’-0”

2’-0”

5’-0”

3’-0”

6’-8”

12’-0”

1’-2”

3’-8”

3’-6”

1’-0”

12’-0”

12’-0”

12’-0”

7’-8”

2’-9”

5’-4”

16’-1”

8’-0”

8’-6”

17’-1”

17’-9”

17’-7” Item 10

16’-2”

16’-2”

15’-6”

20’-6” Item 10

1 Lane

Ramp

16’-0” Item 10

16’-1” Item 10

VIRGINIA DEPARTMENT OF TRANSPORTATION Intra-Departmental Memorandum

Structural Preventative Maintenance Program

To: Tom Colvin Date: Route: ROUTE 27 –

WASHINGTON BOULEVARD Over: JEFFERSON

DAVIS HWY. City/County: 000 – ARLINGTON COUNTY Structure No: 1087 Inspected By: THE LPA GROUP INCORPORATED Inspection Date: 1/28/2014

NOVA Bridge Maintenance Manager

From: Ali Foroughi

District Bridge Safety Engineer

Inspection by the District Bridge Safety Inspection Team has revealed that the reference bridge requires Preventative maintenance. These items, with cost estimates are: Approximate

Cost Date Work

Performed Performed

By Clean Deck

Seal Expansion Joints X

Clean Abutment Seats X

Clean Pier Seats

Clean Bearings X

Clean Truss Panel Points

Clean Debris from Scuppers X

Clean Other Clean and paint superstructure steel

X

*Clear Debris

Other

May include removing silt from boxes/culverts/pipes, removing debris between steel beams or at piers. The above deficiencies were corrected on the dates indicated.

Once the above deficiencies have been corrected, please forward the original of this form to the District Structure and Bridge Engineer.

Signature:

NOVA Bridge Maintenance Manager

virginia department of transportation · abutment b is to the left (north towards route 12 –...

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